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HomeMy WebLinkAbout4990 Parfet StreetPermit#: 202100874 city of ',Wheat�ge COMMUNITY DEVELOPMENT 7500 W. 291h Ave Wheat Ridge CO 80033-6713 CERTIFICATE OF COMPLETION 4990 Parfet S4 Wheat Ridge, CO 80033 Date: 05/27/22 This certificate verifies that Me building constructed and/or the use proposed of the building and/or premises, under the above permit number and on property described below, does comply with the Wheal Ridge Building Code, Zoning and other related land use and development laws of the City of Wheat Ridge, and may be occupied for the use specified. OWNER INDUSTRIAL PARTNERS OUALIFIED 4221 Brighton Blvd Denver, CO 80216 CONTRACTOR: 4221 Brighton Blvd Denver, CO 80216 PARCEL: 39-163-00015 4990 Pertet St, Wheat Ridge, CO 80033 ZONING: A-1 OCCUPANCY: B CODE EDITION: M181CC/2020 NEC FOR THE PURPOSE: CTN:Comm. Tenant Finish Limitations/Stipulations:Two Occupancy Types: Business - 7 Occupancy Load Storage 1 - 283 Occupancy Load TYPE OF CONST: II -B OCC LOAD: 290 SPRINKLERS: Yes No change shall be made In the Use of this building without poor notice and a new CERTIFICATE OF OCCUPANCY from the City of Wheat Ridge Certificate MUST be posted lryrnt door of commercial occupancies Chief Building Official U Cornelia Orzescu Permit#: 202100033 city of ',Wheat�ge COMMUNITY DEVELOPMENT 7500 W. 291h Ave Wheat Ridge CO 80033-6713 CERTIFICATE OF OCCUPANCY 0990 Parfet S4 Wheat Ridge, CO 80033 Date: 05/27/22 This certificate verifies that Me building constructed and/or the use proposed of the building and/or premises, under the above permit number and on property described below, does comply with the Wheal Ridge Building Code, Zoning and other related land use and development laws of the City of Wheat Ridge, and may be occupied for the use specified. OWNER INDUSTRIAL PARTNERS OUALIFIED 4221 Brighton Blvd Denver, CO 80216 CONTRACTOR: 4221 Brighton Blvd Denver, CO 80216 PARCEL: 39-163-00015 4990 Pertet St, Wheat Ridge, CO 80033 ZONING: A-1 OCCUPANCY: B CODE EDITION: M181CC/2020 NEC FOR THE PURPOSE: CM Commercial New Structure Limitations/Stipulations:Two Occupancy Types: Business - 7 Occupancy Load Storage 1 - 283 Occupancy Load TYPE OF CONST: II -B OCC LOAD: 290 SPRINKLERS: Yes No change shall be made In the Use of this building without poor notice and a new CERTIFICATE OF OCCUPANCY from the City of Wheat Ridge Certificate MUST be posted lryrnt door of commercial occupancies Chief Building Official UU 10�w_ Planningatining Administrator Cornelia Orzescu Lauren Mikulak R,,,nod for coning compliance by the (IN of Wheat Ridge Manning evleran ]/ry 9�� APPROVED By, �' " DATE: June 15, 2021 COMMENR: Approved with apndi r ns per redlines The issuance of a building permit should not be constmed to be approval of a business license. No C.O. may he issued until public improvements are complete as identified in the Subdivision intersection: Agreement. data 2irx (4 i I:Ii?:P131 U:.. Axis 70 West -International Paper T.I. PROJECT NAME: AXIS 70 WEST - INTERNATIONAL PAPER LOCATON: 4990 PARFET ST WHEAT RIDGE, CO 80033 APPLICABLE CODES & REQUIREMENTS: 2018 INTERNATONAL BUILDING CODE (IBC) 2020 NATIONAL ELECTRIC CODE (NEC) 2018 INTERNATIONAL PLUMBING CODE (IPC) 2016 INTERNATIONAL MECHANICAL CODE (IMC) 2018 INTERNATIONAL FUEL GAS CODE (IFGC) 2016 INTERNATIONAL ENERGY CONSERVATION CODE III 2018 INTERNATIONAL FIRE CODE (IFC) 2009 ANSI ICC A117.1 ( AS REFERENCED IN THE 2015 INTERNATIONAL BUILDING CODE) BUILDING CODE SUMMARY: TENANT IMPROVEMENT WITHIN PREVIOUSLY APPROVED CORE & SHELL BUILDING OCCUPANCY GROUP: B (BUSINESS GROUP) SECTION 304 SI (STORAGE CROUP) SECTION 311 BUILDING AREA: TOTAL BUILDING AREA 14�SF SECTION 502 WAREHOUSE AREA 141,144 SF OFFICE AREA 1.060 SF ALLOWABLE BUILDING HEIGHT W/ SPRINKLER EGRESS WIDTH IN FEET MAX 75' (MAX 50' BY ZONING CODE) TABLE 504.3 WESTFIELD COMPANY, Inc. APPROVED IN C&S 40'-6` MURRAY AND STAFFORD DOOR IN STORIES MAX 3 TABLE 504.4 SECTOR 1005.1 APPROVED IN C&R 1 PROVIDED ALLOWABLE FLOOR AREA W/ SPRINKLER AND OPEN SPACE INCREASE: 303.420.0234 TRAVEL DISTANCE: UNUMITED (OPEN YARDS > 60' ALL SIDES) SECTION 507.4 OCCUPANCY CLASSIFICATION: TABLE 1017.2 WIN SPRINKLER SYSTEM B: 7 NONSEPARATED OCCUPANCIES SECTION 508.3 - NO SEPARATION REDD SECTION 508.3.3 TYPE OF CONSTRUCTION: 1 PER astoffel&murroyandstafford.net COMMON PATH II -B SECTION 602 TABLE 1006.21 WITH AUTOMATIC ESFR SPRINKLER SYSTEM SECTION 903.3.1.1 OCCUPANT LOAD: 19' joel_scottOmumayandstaffard.net NUMBER OF EXITS: BUSINESS AREA 150 GROSS - 1,060 / 150=7 / TABLE 1004.5 WAREHOUSE AREA 500 GROSS -141.144 500= 283 TOTAL 290 OCC 1 PER 80 EGRESS WIDTH architect contractor WESTFIELD COMPANY, Inc. SECTION 1005.3.2 MURRAY AND STAFFORD DOOR 0.15 x OCC LOAD 209 = 31.4` SECTOR 1005.1 LAVATORIES PROVIDED 23 x 36" DOORS OTHER 303.420.0234 TRAVEL DISTANCE: FEMALE MALE MALE TABLE 1017.2 WIN SPRINKLER SYSTEM B: 7 250' 1 PER 25 FOR - PROVIDED 1 PER 40 FOR 136' 1 PER astoffel&murroyandstafford.net COMMON PATH OF EGRESS TRAVEL 100' TABLE 1006.21 IST 80 THAN PROVIDED Wel 19' joel_scottOmumayandstaffard.net NUMBER OF EXITS: 1 PER 50 1 PER 50 SECTION 1DD6.3.2 1 PER 80 REQUIRED 2 303.506.1694 REQ'D 0.16 PROVIDED 23 0.1 0.1 PLUMBING SYSTEM 0.07 - S-1: 283 CHAPTER 29 ENERGY COMPLIANCE: EXISTING BUILDING ENVELOPE IS FULLY INSULATED FROM FLOOR UP TO ROOF DECK AND WAS APPROVED UNDER CORE & SHELL PERMIT. THIS IS TENANT IMPROVEMENT PERMIT DRAWINGS WITHIN PREVIOUSLY APPROVED UNALTERED INSULATED CORE & SHELL BUILDING. NOTE: 1. FIRE EXTINGUISHER LOCATION SHOWN ON A2.1 SHEET TO BE COORDINATED WITH FINAL TENANTS RACKING LAYOUT as LOCAL ED. Wheat Ridge, (400L vrolect directo owner architect contractor WESTFIELD COMPANY, Inc. TUB MURRAY AND STAFFORD 4221 BRIGHTON BLVD. OCC: WATER CLOSET URINAL LAVATORIES SHOWER OF OTHER 303.420.0234 MALE FEMALE MALE MALE FEMALE 303.420.7666 (fax) B: 7 1 PER 25 FOR 1 PER 25 FOR - 1 PER 40 FOR 1 PER 40 FOR - 1 PER astoffel&murroyandstafford.net 4 MEN 1ST 50 THAN IST 50 THAN jmillerfAvestfeld-co.mm IST 80 THAN 1ST 80 THAN Wel 100 joel_scottOmumayandstaffard.net 3 'RUMEN 1 PER 50 1 PER 50 1 PER 80 1 PER 80 =J 303.506.1694 REQ'D 0.16 0.12 - 0.1 0.1 - 0.07 - S-1: 283 1 PER 100 1 PER 100 - 1 PER 100 1 PER 100 - 1 PER U 142 MEN 4 LLi Q O 1,000 141 WOMEN 0 winningQ LU REOD 1.4 1.4 - 1.4 1.4 - 0.3 - TOTAL REO'D 2 2 - 2 2 - 1 HI -LOW 1 JAN SINK TOTAL PROVIDED 2 2 0 2 2 1 HI -LOW 1 JAN SINK III SINK ENERGY COMPLIANCE: EXISTING BUILDING ENVELOPE IS FULLY INSULATED FROM FLOOR UP TO ROOF DECK AND WAS APPROVED UNDER CORE & SHELL PERMIT. THIS IS TENANT IMPROVEMENT PERMIT DRAWINGS WITHIN PREVIOUSLY APPROVED UNALTERED INSULATED CORE & SHELL BUILDING. NOTE: 1. FIRE EXTINGUISHER LOCATION SHOWN ON A2.1 SHEET TO BE COORDINATED WITH FINAL TENANTS RACKING LAYOUT as LOCAL ED. Wheat Ridge, (400L vrolect directo owner architect contractor WESTFIELD COMPANY, Inc. GREY WOLF ARCHITECTURE MURRAY AND STAFFORD 4221 BRIGHTON BLVD. 1543 CHAMPA ST, STE 200 5120 OSAGE STREET, SUITE 100 DENVER, CO 80216 DENVER, COLORADO 80202 DENVER, COLORADO 80221 303.298.1111 303.292.9107 x 2234 (KEN) 303.420.0234 303.260.4321 (MATT) 303.292.9107 X 4300 (JANA) 303.598.1403 720.333.6851 303.292.4297 (fax) 303.420.7666 (fax) MATT MITCHELL ERIC REITAN mmitchell@westfeld-co.com KEN HARSHMAN TONY STOFFEL chrisOmargesen9.com khorshman®greywolfstudio.com astoffel&murroyandstafford.net JASON MILLER jmillerfAvestfeld-co.mm JANA HUTKOVA JOEL SCOTT Wel jlutkovaOgreyxdfstudio.com joel_scottOmumayandstaffard.net insultants OVERALL FLOOR PLANS A2.2 Plumbing, Mechanical Electrical: Structural: Christopher Menges AE DESIGN PEAK ENGINEERING, Inc. Engineering, Inc. 1900 WAZEE ST #205 390 UNION BLVD, STE 500 LAKEWOOD, CO 80228 6147 S WINDERMERE DENVER, CO 80202 303.274.0707 UTTLETON, CO 80120 303.296.4443 720.542.7421 720.333.6851 303.274.0808 (FAX) ERIC REITAN CHRIS MENGES, P.E. ereitanppaedesign-inc.com MIRIAM A FOX chrisOmargesen9.com mfox®peakengr.com �nant IP COMMERCIAL PROPERTIES, LLC 6400 POPLAR AVE Wel MEMPHIS, TN 38197 a COLORADO COMPLEX: STEVE ABERNETHY =J 303.506.1694 C Steve.Abernethy4MKpopeccom S plan Ficinity ma ■ ■ ■ an5ces w o case n," OBERON n... LLL) emo RAINBOW '`w@N 9 n RIDQE�: erx N Red Rocks guest College ws..,... Wsaan. Community �PLAZA AA✓ wyk v�... Y o _}- Arvada.m law" Arvada Rgall 'suers" W„ Wsync Avg Jack In the Dox© y n ` Wpeaasil casco el o ° Q Q QVerkon Rax' Tarip ada0 ,j`•�I,R-st Rdoe-Ward® Ocord yPmc1C �A dollar1li M^ vTIGARGymmast - m °Ver _ e5[arbueks 6v II w and Cheer Medved Ch lett/ ._ O Antiquelo He as M IIBrass A DenverrQ Rld e51 eQ Holiday IExpress QCennys a Suites Wheat Fedge - �- �- © Wne..� Super 0 by :E WLarso sSk aSpoM1Q ®Wyndham Wheat.. - c -Q „ R 'can Rt MANSFIELD trader Source Saes Parts Servicev tl "`a a orb Scone a,_ x B YOL Q5280 Gymnastics I cards MeatsQ Qemcky MomhRaT=WtphTve=- - HheatRitl9e�Jl WµhA,e _ QSG kneel Products e s Animal HospRE _ _ act g n n e KIPL NG Armbrust woG my Ai \Tyc Google`.I_G TE y labrLake o� / PROJECT LOCATION WHEAT RIDGE, CO LEGEND TO TRAVEL DISTANCE 21 EGRESS PLAN CPET COMMON PATH OF EGRESS TRAVEL C$ T"=50'-0° ' MAIN EXIT/ ENTRY D EXIT het �wtpa� "REVIEWED FOR CODE COMPLIANCE" These drawings Were reviewed under the applicable laws in effect at the Ume of submittal. Reasonable effort was exercised in checking for code compliance. The stamping of these documents shall not be construed to be a permit for, or an approval of any Violation of state and/or local codes, ordinances or amendments thereto. Plan Reviewer Money Date 06/30/2021 sheet index CS COVER SHEET ARcHnwraumu A2.1 OVERALL FLOOR PLANS A2.2 OVERALL RCP A2.3 ENLARGED PLANS A3.1 INTERIOR ELEVATIONS A4.1 DOOR & WINDOW SCR & DETAILS STRucnimu STRUCTURAL LETTER UNDER SEPRATE COVER PLUMMO P1.0 PLUMBING SPECIFICATIONS P2.0 PLUMBING PLANS IUVI� M1.1 MECHANICAL SPECIFICATIONS M2.0 MECHANICAL PLANS Ml MECHANICAL PLAN - NORTH M2.2 MECHANICAL PLAN - SOUTH EDD ELECTRICAL COVER SHEET E2.0 ELECTRICAL OVERALL PLAN E2.1 ELECTRICAL ENLARGED PLANS E2.2 ELECTRICAL ENLARGED PLANS E4.0 ELECTRICAL ONE -UNE DIAGRAM E4.1 ELECTRICAL SCHEDULES E4.2 ELECTRICAL SCHEDULES ---iP� 50TH AVE ACCESSIBLE RE: A2.1 (E) ELE( 0 o (E) FIRE ACCESSIBLE ROUTE SH01AM DASHED �j GAS 1 1 SITE PLAN Cs I 111=100,-9° STORAGE WITHIN EXISTING TRASH ENCLOSURE U EMEND TRASH ENCLOSURE xt wArx no wamx raaautlm ilaxk Am wulwi eE awuutm. oxxnsn. at ptxmax WFUCACATED Illwcur mmtw ora T OF Rant Not miJURE PROJECT WMa 21-509.1 Mp111EC PLNRNING JH ■ IND IMTrRIUININDESIGN 5511E 1543 champs sr. #200 ■ denier, co 80202 iwwlra 303.292.9107 Uphone: ■ fax: 303.292.4297 keel U Al Wel a =J xt wArx no wamx raaautlm ilaxk Am wulwi eE awuutm. oxxnsn. at ptxmax WFUCACATED Illwcur mmtw ora T OF Rant Not miJURE PROJECT WMa 21-509.1 CRAM JH CHECKED KWH 5511E iwwlra O L =J C vi M 0 00 Uj L LI O U 3LA. 4 LLi Q O Me 0 winningQ LU Q d� r'r 3 ■ xt wArx no wamx raaautlm ilaxk Am wulwi eE awuutm. oxxnsn. at ptxmax WFUCACATED Illwcur mmtw ora T OF Rant Not miJURE PROJECT WMa 21-509.1 CRAM JH CHECKED KWH 5511E 0427.21 PROGRESS 05.04.21 PERMIT MNaps 006.22.21 PERMIT RESUB COVER SHEET Cs 42.3 �iP) DRIVE-IN DOOR. ( TYP. OF 4) ( PROVIDE 10 MIL VAPOR 1 RETARDER UNDER CONCRETE SLAB UNDER PROPOSED TENANTS BUILT -OUT. INSTALL ARD R7 1 � 1 LE` UNIT HEATER, TYP. I o FE N7 (E) PATIO VN 1 I 57-0' I I L PROVIDE AUTOMATIC 1 VEHICLE RESTRAINT, POWERPNP, TPRSERIES. LIGHTS, RE: ELECT. & DOCK SEA[, NORDOCK, WEARTOUGH SERIES, TVP. 1 OF (15) DOOR W/ LEVELERI 1 �(E) 7x8 35K DOCK 1 LEVELER, TYP. I(E) ELECT. 10 11 1211 12 13 1 III (E)1 TRANSFORMER OHMED KM BUZZER W/ A DIBLE GENERAL NOTES SIGNAL IN N N WAREHOUSE o 0200 demer, <0 60202 CONTRACTOR TO IMMEDIATELY NOTIFY THE ARCHITECT OF ANY H 42.3 �iP) DRIVE-IN DOOR. ( TYP. OF 4) ( PROVIDE 10 MIL VAPOR 1 RETARDER UNDER CONCRETE SLAB UNDER PROPOSED TENANTS BUILT -OUT. INSTALL ARD R7 1 � 1 LE` UNIT HEATER, TYP. I o FE N7 (E) PATIO VN 1 I 57-0' I I L PROVIDE AUTOMATIC 1 VEHICLE RESTRAINT, POWERPNP, TPRSERIES. LIGHTS, RE: ELECT. & DOCK SEA[, NORDOCK, WEARTOUGH SERIES, TVP. 1 OF (15) DOOR W/ LEVELERI 1 �(E) 7x8 35K DOCK 1 LEVELER, TYP. I(E) ELECT. 10 11 1211 12 13 I I I (E) SKYLIGH7TYP- - WAREHOUSE - - - - - - - - N7 I I F7 I I F7 1 1 N7 1 VN VN B 0 0 0 0 N7 N7 F7 VN VN V3 N7 RE' ELECTRICAL DRANINGS FOR WAREHOUSE LIGITINGSWA�REHC. MIN 35 FCS LIGHTING SHA BE ON MOTION DETECTOR I�(FE) FIRE EXTINGUISHER, TYP. COORDINATE FINAL LOCATION & QUANTITY W/ TENANTS WAREHOUSE LAYOUT AND LOCAL FD D.8_— i OVERALL FLOOR PLAN A2.1 1 ]"=30'-g' N 1. 2. 3. 4. 5. 8. 7. L 1 DRAWN (E)1 TRANSFORMER OHMED KM IN NTERmROESKA GENERAL NOTES 1543 champs n # 200 IN 0200 demer, <0 60202 CONTRACTOR TO IMMEDIATELY NOTIFY THE ARCHITECT OF ANY H phone: 303.292.9107 DISCREPANCIES, ERRORS, OR CONVICTS DISCOVERED IN THE U ■ fix: 303.292.4297 DRAWINGS W O z USE r WR G.B. (FIBEROCK) 0 NET SIDE OF PARTITION L & he W 2fAm rc U rc `0 ALL DIMENSIONS ARE TO FACE OF SND OR CONCRETE PANEL U w /y U.N.O. ALL INTERIOR DOORS ARE LOCATED a FROM ADJACENT WALL co Boyo..N� o� ON HINGE SIDE U.N.O. a UJ L.LI O PROVIDE DOUBLE 20 GA. STUDS (MIN.) AT ALL DOOR JAMBS. Q (E)FE ad PORTABLE FIRE EXTINGUISHERS (FE) SHALL BE FURNISHED BY ELEEEC LLiU 0 G.C. AS REQUIRED BY THE INTERNATIONAL FIRE CODE, VERIFY NCE FR GAS METER 'yIl -A KB, FDC I I I (E) SKYLIGH7TYP- - WAREHOUSE - - - - - - - - N7 I I F7 I I F7 1 1 N7 1 VN VN B 0 0 0 0 N7 N7 F7 VN VN V3 N7 RE' ELECTRICAL DRANINGS FOR WAREHOUSE LIGITINGSWA�REHC. MIN 35 FCS LIGHTING SHA BE ON MOTION DETECTOR I�(FE) FIRE EXTINGUISHER, TYP. COORDINATE FINAL LOCATION & QUANTITY W/ TENANTS WAREHOUSE LAYOUT AND LOCAL FD D.8_— i OVERALL FLOOR PLAN A2.1 1 ]"=30'-g' N 1. 2. 3. 4. 5. 8. 7. L x DRAM DD �rEaW " aPEUMp NOTM s o lmi mitl RON AND w xm HE DwuumAO aD. w Dmmmx DwuuTmmmww DE ma oWsxT � rc Ec K PRocCT WMEER 21-509.1 DRAWN ARNIMMRE PUNNING OHMED KM IN NTERmROESKA GENERAL NOTES 1543 champs n # 200 IN 0200 demer, <0 60202 CONTRACTOR TO IMMEDIATELY NOTIFY THE ARCHITECT OF ANY H phone: 303.292.9107 DISCREPANCIES, ERRORS, OR CONVICTS DISCOVERED IN THE U ■ fix: 303.292.4297 DRAWINGS W O USE r WR G.B. (FIBEROCK) 0 NET SIDE OF PARTITION I�-I he W 2fAm ALL STUDS ARE 16' O.C. U.N.O. U `0 ALL DIMENSIONS ARE TO FACE OF SND OR CONCRETE PANEL U w /y U.N.O. ALL INTERIOR DOORS ARE LOCATED a FROM ADJACENT WALL co Boyo..N� o� ON HINGE SIDE U.N.O. a UJ L.LI O PROVIDE DOUBLE 20 GA. STUDS (MIN.) AT ALL DOOR JAMBS. Q 3 ad PORTABLE FIRE EXTINGUISHERS (FE) SHALL BE FURNISHED BY a LLiU 0 G.C. AS REQUIRED BY THE INTERNATIONAL FIRE CODE, VERIFY cnOH- LOCATION W/ FIRE DEPARTMENT. COORDINATE FINAL LOCATION 'yIl -A W/ TENANTS RACKING PLAN W RE: A2.3 FOR PARTITION TYPES & GENERAL NOTES d� 3 INQ x DRAM DD �rEaW " aPEUMp NOTM s o lmi mitl RON AND w xm HE DwuumAO aD. w Dmmmx DwuuTmmmww DE ma oWsxT � rc Ec K PRocCT WMEER 21-509.1 DRAWN JH OHMED KM 5SIE O L co vi O UJ L.LI O 3 ad a LLiU 0 cnOH- -A W d� 3 INQ x DRAM DD �rEaW " aPEUMp NOTM s o lmi mitl RON AND w xm HE DwuumAO aD. w Dmmmx DwuuTmmmww DE ma oWsxT � rc Ec K PRocCT WMEER 21-509.1 DRAWN JH OHMED KM 5SIE 006.22.21 PERMIT RESUB OVERALL FLOOR PLAN All 04 27.21 PROGRESS 05.04.21 PERMIT MN§pN5 006.22.21 PERMIT RESUB OVERALL FLOOR PLAN All ]0 11 12 13 2 I I I I I I I I I I I I A2.3 I Ll �� I I I I I I I I I � � I ---- I I 1 RT 1 1 RT 1 1 R7 1 1 1 1 RA vy 1 Vv vy �v e� 0 0 0 0 0 0 1 0 0 0 0 0 0 1 C.5 — RT RT RT RT n VN VN V3 NA 1 RE' ELECTRICAL CAGL HDPRNDRAWINGSHGAS FOR WAREHOUSE LIC171NGS NBE ON MOTION DETCORMIN —------ — — y — — — — — — — D.4 D.8 _ D.S '^E � D.9 E 1 1 I I I I I I I I I I I II I I i OVERALL RCP A2.2 I"= 30T' N x DRAM MD �rEax" uvEUMc NOTM 6 b lmI ..9Y RONAND 9 WT BE owuumAo aD. wommmx owuurmMmww RE mm oMsxT � rc TE K PRncCT WMEER 21-509.1 DRAWN Mp111EC PUNNING scam KM INGENERAL NT INTERIM mR OESKA NOTES mpan 00 1543 champs #2 INdemer, <0 800200 202 CONTRACTOR TO IMMEDIATELY NOTFY THE ARCHITECT OF ANY phone: 303.292.9107 DISCREPANCIES, ERRORS, OR CONFLICTS DISCOVERED IN THE U ■ fix: 303.292.9297 DRAIMNGS O 4✓I WNheatg6P L `a U w c a���oimy aoo` o co Lit] Q O U 3 x DRAM MD �rEax" uvEUMc NOTM 6 b lmI ..9Y RONAND 9 WT BE owuumAo aD. wommmx owuurmMmww RE mm oMsxT � rc TE K PRncCT WMEER 21-509.1 DRAWN JH scam KM L O 4✓I L c co � o co Lit] O U 3 a D � Vol —V` AOA�- W d� 3 INQ x DRAM MD �rEax" uvEUMc NOTM 6 b lmI ..9Y RONAND 9 WT BE owuumAo aD. wommmx owuurmMmww RE mm oMsxT � rc TE K PRncCT WMEER 21-509.1 DRAWN JH scam KM 5SIE 01.29.21 PRELIMINARY PROGRESS 05 04.21 MM§CNS OVERALL RCP A2m2 FINISH SCHEDULE wall finish 21-509.1 flooring Mp111EC CHMED mill work ■ P1 manufacturer. location: SW 7001 MARSHMALLOW FIELD PAINT CPT manufacturer. series: product stye/no: installation: EF CONTRACT ARTISAN BICE, CARPET TILE 24•x24• MONOLITHIC MONOLITHIC PL1 manufacturer. product stye/no: location: FORMICA 6416 -NT, CHARRED FORMWOOD, NATURELLE FINISH COFFEE COUNTERTOP P2 manufacturer. SW 6244 NAVAL phone: 303.292.9107 DISCREPANCIES, ERRORS, OR CONFLICTS DISCOVERED IN THE U ■ fix: 303.292.4297 DRAWINGS W location: BLUE ACCENT PAINT 4I USE %' TRt G.B. (FIBEROCK) O WET SIDE OF PARTITION 1�-1 P4 manufacturer. SW 7069 IRON ONE LVT manufacturer. series: product style/no: BOLYU MAPLE WOOD PI -2 manufacturer: product style/no: location: FORMICA 8843 -WR, NATURAL ASH, WOODBRUSH CABINET FRONT `� product style/no: INTERIOR H.M. FRAMES U w PANEL U.N.O. ALL INTERIOR DOORS ARE LOCATED 4' FROM ADJACENT WALL Iy//ry SC SEALED CONCRETE 114 Fees ao Uj L.LI O PROVIDE DOUBLE 20 GA. STUDS (MIN.) AT ALL DOOR JAMBS. Q 3 PULL manufacturer. IKEA OR ED PT1 manufacturer. series: product style/no: ARIZONA TILE A CLAY, MATTE, 12•x24• LOCATION MARKED AS FE. VERIFY W/ FIRE DEPARTMENT product style/no: nam. size note: KALLROLL / SS HANDLE A LL CABINET PULLS grout: MATCH TILE CLOSE AS POSSIBLE C>' LU ABOVE WW 3 ■ PROVIDE SOUD BACKING SUPPORT BEHIND All WALL MOUNTED interior door FRP manufacturer. MARUTE series: product stye/no: INOURO FRP DESIGNER MITE D354 manufacturer. series: VT ARCHITECTURAL WOOD DOORS WHITE BIRCH RAVINE, RA18 base other RB manufacturer. JOHNSONITE product stye/no: 20 CHARCOAL, 4' RUBBER BASE CG manufacturer: series: CLEAR CORNER GUARD product stye/no: pTB manufacturer: ARIZONA TILE series: ERAMOSA product stye/no: CLAY. MATTE, 6' (CUT FROM 12'x24') grout: MATCH TILE CLOSE AS POSSIBLE note: PROVIDE ALUM. ANOD. COVE SCHLUTER STRIP BETWEEN FLOOR At WALL TILES 2 OFFICE RCP A2.3 I 1 /8" = 1'-(Y' N 2. 3. 4. 5. 6. 7. I O TP. INTERIOR OFFICE WAL NOT MARKED IN THE PLANS 3r 250A METAL STUDS O 16' O.C. W/ r GYP. BOARD ON 807H SIDES & SOUND INSULATION. HEIGHT 12' AEF. W2 PEP. FURRING WALL: 3r 25GA METAL STUDS O 16. O.C. OVER (E) CONCRETE WALL W/ VINYL FACED INSULATION. HEIGHT 6' ABOVE CEILING. (E) WALL ABOVE TO REMAIN AS IS FURRING WALL TO BE ATTACHED BACK TO CONCRETE WALL PANELS O 24' O.C. W3 PLUMBING 6. 20GA METAL STUDS O 16. O.C. W/ r GYP. BOARD ON BOTH SIDES & SOUND INSULATION. HEIGHT 6' ABOVE CEILING, RE: GENERAL NOTE /2 (E) EXISTING WALL TO REMAIN CEILING GENERAL NOTES 1.FREE R TO IMMEDIATELY NOTIFY THE ARCHITECT OF ANY IES ERRORS, OR CONFLICTS DISCOVERED IN THE 2FOR WAREHOUSE LIGHT FIXTURE TYPE AND LOCATION. 3D/ TILE TO BE CENTERED IN THE ROOM, U.N.O. CEILING TYPES C1 46• GYPSUM BOARD CEILING, PAINT P1 NOTE: USE MOISTURE RESISTANT GYP. BD IN ALL BATHROOMS 02 2•x4• ACOUSTICAL CEILING ASSEMBLY- SECOND LOOK, WHITE Fr—i—1 NO CEILING - OPEN TO STRUCTURE ABOVE. LEGEND (1 ) n STANDARDDUSTIGAL WHITE COLGtNG ASSEMBLY -SECOND LOON r GYPSUM BOARD CEILING, PAINT P1 PROVIDE BUZZER W/ a RECESSED LED CAN LIGHT, RE: ELECT. AUDIBLE SIGNAL IN o LED VANITY UGHT CENTER WITH LAVATORY, RB ELECT. IHEWAREHOUSE A o C 1 A F— — — — — — (E) o � Yx4• LAY -IN RECESSED LID, RE: ELECT. \/ RE: 2/A4.1 ,A,2 W1 E10RY RB .i 9'—Y ENTRY •i F� 2•x4' LID HIGH BAY FIXTURES, RE: ELECT. PROVIDE 5• WHIP SO FIXTURES CAN BE RELOCATED IN P2_ _ A _ 5-0" FUTURE AS NEEDED, MIN 35 FC, FIXTURES TO BE ON MOTION SC RB DETECTORS CPT RB IT 02 IT 103 03 CPT I I 103 •i RB P1 10fFI�OTE DRB l _ _ _ozJ� 0 FINISH PLAN GENERAL NOTES —LVH PTT -,r RB 10 RB RB _1 (E) A3.1 p 1. CONTRACTOR TO IMMEDIATELY NOTIFY THE ARCHITECT OF ANY p7 E 11/A3.1 FOR DISCREPANCIES, ERRORS, OR CONFUCTS DISCOVERED IN THE 0' WALL TILE PATTERN $ CPT�B CP -"B DRAWINGS SC TB SC 108 104 105 2. USE TRANSITIONS OR ADAPTORS FOR TRANSITIONING BETWEEN EN WOM N M Wp N TWO DIFFERENT TYPES FLOORING. USE SIZES WHICH ARE 104 a 105 04 0 105 G COMPLIANT WITH ADA. SC WAREHOUSE W2 I 'W3 yI I WAREHOUSE PTB PTB 109 }, TRANSITION STRIPS, THRESHOLDS & FLOORING TRANSITIONS BREAK RM PT,P1 I � BREAK R '.. I 109 TO BE LOCATED AT CEN1ERl1NE OF DOOR IN CLOSED 108 I ALL EXPANSION I 108 POSITION, U.N.O. LVTMEN RB MEN JOINTS AND SAW MEN MEN 4. FRP 4•-0' HIGH - AT WALL BEHIND JANITOR SINK. FRP TO RB 106 107 CUTS TO BE I 106 '107 I EXTEND 2•-0' BEYOND THE FRONT FACE OF JANITOR SINK, TYP. SC SC CAULKED IN SEALED A31 7 a W3 F ; m I 5. ALL RESTROGIS TO BE PAINTED SEMI GLOSS PAINT RB RB CONCRETE AREAS W FRP•P1 FRP,P1 (SC), TYP, 1 I 6. PRIME & PAINT ALL GRILLES, ELECT. PANELS, AND COVER JCG 106 107 I PLATES TO MATCH ADJACENT SURFACES. WATER UNE TOI 7. IT IS THE D.C.•S RESPONSIBIUTY TO ENSURE ALL MANI COFFEE MAKER 11'-83' ` 7'-6' 7•-3�• SPECIFICATIONS FOR INSTALLATION. HT. FRP BEHIND JANITOR SINK J1 8. ALL WALLS AND PARTITIONS WITHOUT A DESIGNATED FINISH ARE DEMISING WALL & PLANT P7 WASIDE OF 26 -6�' A3.1 TO BE PAINTED Pi U.N.O. PROVIDE MIN (2) COATS EGGSHELL PROVIDE RUBBER BASE RB, EYP. HI -LOW DF W/ PAINT, U.N.O. BOTTLE FILLER 9, WALLS AND PARTITIONS WITHIN 2 FEET OF SERVICE SINKS AND WATER CLOSETS SHALL HAVE A SMOOTH, HARD, NONABSORBENT SURFACE, TO A HEIGHT OF NOT LESS THAN 4 FEET ABOVE THE FLOOR. AND EXCEPT FOR STRUCTURAL ELEMENTS, THE MATERIALS USED IN SUCH WALLS SHALL BE OF A TYPE THAT IS NOT ADVERSELY AFFECTED BY MOISTURE BY SEC. 1209.2.2 11. ,}� ALL INTERIOR FINISHES SHALL BE APPROVED BY TENANT AND s OFFICE FINISH PLAN i OFFICE FLOOR PLAN LANDLORD. PROVIDE SAMPLES FOR APPROVAL A2.3 1 1/8!1 =I 0" N A2.3 1 /8" = 1' T N 21-509.1 DRAWN Mp111EC CHMED DV ■ INTERIM nrcemR200 GENERAL NOTES 1543 chamn. # ps i..l. ■ 0200 Denver, <0 60202 CONTRACTOR TO IMMEDIATELY NOTIFY THE ARCHITECT OF ANY AA� I..I.x� phone: 303.292.9107 DISCREPANCIES, ERRORS, OR CONFLICTS DISCOVERED IN THE U ■ fix: 303.292.4297 DRAWINGS W 0 4I USE %' TRt G.B. (FIBEROCK) O WET SIDE OF PARTITION 1�-1 Hie W 2fAm ALL STUDS ARE 16. O.C. U.N.O. U W `� ALL DIMENSIONS ARE TO FACE OF METAL SND OR CONCRETE 4=W U w PANEL U.N.O. ALL INTERIOR DOORS ARE LOCATED 4' FROM ADJACENT WALL Iy//ry B4Ho..a ON HINGE SIDE U.N.O. 114 Fees ao Uj L.LI O PROVIDE DOUBLE 20 GA. STUDS (MIN.) AT ALL DOOR JAMBS. Q 3 ad PORTABLE FIRE EXTINGUISHERS SHALL BE FURNISHED BY C.C. AS a 0 REWIRED BY THE INTERNATIONAL FIRE CODE, RE: 1/A2.1 FOR LOCATION MARKED AS FE. VERIFY W/ FIRE DEPARTMENT 1-1 sessions ALL FULL HEIGHT WALLS SHALL HAVE SUP TRACK AT STRUCTURE _7 C>' LU ABOVE WW 3 ■ PROVIDE SOUD BACKING SUPPORT BEHIND All WALL MOUNTED EQUIPMENT OR CABINETS PARTITION TYPES O TP. INTERIOR OFFICE WAL NOT MARKED IN THE PLANS 3r 250A METAL STUDS O 16' O.C. W/ r GYP. BOARD ON 807H SIDES & SOUND INSULATION. HEIGHT 12' AEF. W2 PEP. FURRING WALL: 3r 25GA METAL STUDS O 16. O.C. OVER (E) CONCRETE WALL W/ VINYL FACED INSULATION. HEIGHT 6' ABOVE CEILING. (E) WALL ABOVE TO REMAIN AS IS FURRING WALL TO BE ATTACHED BACK TO CONCRETE WALL PANELS O 24' O.C. W3 PLUMBING 6. 20GA METAL STUDS O 16. O.C. W/ r GYP. BOARD ON BOTH SIDES & SOUND INSULATION. HEIGHT 6' ABOVE CEILING, RE: GENERAL NOTE /2 (E) EXISTING WALL TO REMAIN CEILING GENERAL NOTES 1.FREE R TO IMMEDIATELY NOTIFY THE ARCHITECT OF ANY IES ERRORS, OR CONFLICTS DISCOVERED IN THE 2FOR WAREHOUSE LIGHT FIXTURE TYPE AND LOCATION. 3D/ TILE TO BE CENTERED IN THE ROOM, U.N.O. CEILING TYPES C1 46• GYPSUM BOARD CEILING, PAINT P1 NOTE: USE MOISTURE RESISTANT GYP. BD IN ALL BATHROOMS 02 2•x4• ACOUSTICAL CEILING ASSEMBLY- SECOND LOOK, WHITE Fr—i—1 NO CEILING - OPEN TO STRUCTURE ABOVE. LEGEND (1 ) n STANDARDDUSTIGAL WHITE COLGtNG ASSEMBLY -SECOND LOON r GYPSUM BOARD CEILING, PAINT P1 PROVIDE BUZZER W/ a RECESSED LED CAN LIGHT, RE: ELECT. AUDIBLE SIGNAL IN o LED VANITY UGHT CENTER WITH LAVATORY, RB ELECT. IHEWAREHOUSE A o C 1 A F— — — — — — (E) o � Yx4• LAY -IN RECESSED LID, RE: ELECT. \/ RE: 2/A4.1 ,A,2 W1 E10RY RB .i 9'—Y ENTRY •i F� 2•x4' LID HIGH BAY FIXTURES, RE: ELECT. PROVIDE 5• WHIP SO FIXTURES CAN BE RELOCATED IN P2_ _ A _ 5-0" FUTURE AS NEEDED, MIN 35 FC, FIXTURES TO BE ON MOTION SC RB DETECTORS CPT RB IT 02 IT 103 03 CPT I I 103 •i RB P1 10fFI�OTE DRB l _ _ _ozJ� 0 FINISH PLAN GENERAL NOTES —LVH PTT -,r RB 10 RB RB _1 (E) A3.1 p 1. CONTRACTOR TO IMMEDIATELY NOTIFY THE ARCHITECT OF ANY p7 E 11/A3.1 FOR DISCREPANCIES, ERRORS, OR CONFUCTS DISCOVERED IN THE 0' WALL TILE PATTERN $ CPT�B CP -"B DRAWINGS SC TB SC 108 104 105 2. USE TRANSITIONS OR ADAPTORS FOR TRANSITIONING BETWEEN EN WOM N M Wp N TWO DIFFERENT TYPES FLOORING. USE SIZES WHICH ARE 104 a 105 04 0 105 G COMPLIANT WITH ADA. SC WAREHOUSE W2 I 'W3 yI I WAREHOUSE PTB PTB 109 }, TRANSITION STRIPS, THRESHOLDS & FLOORING TRANSITIONS BREAK RM PT,P1 I � BREAK R '.. I 109 TO BE LOCATED AT CEN1ERl1NE OF DOOR IN CLOSED 108 I ALL EXPANSION I 108 POSITION, U.N.O. LVTMEN RB MEN JOINTS AND SAW MEN MEN 4. FRP 4•-0' HIGH - AT WALL BEHIND JANITOR SINK. FRP TO RB 106 107 CUTS TO BE I 106 '107 I EXTEND 2•-0' BEYOND THE FRONT FACE OF JANITOR SINK, TYP. SC SC CAULKED IN SEALED A31 7 a W3 F ; m I 5. ALL RESTROGIS TO BE PAINTED SEMI GLOSS PAINT RB RB CONCRETE AREAS W FRP•P1 FRP,P1 (SC), TYP, 1 I 6. PRIME & PAINT ALL GRILLES, ELECT. PANELS, AND COVER JCG 106 107 I PLATES TO MATCH ADJACENT SURFACES. WATER UNE TOI 7. IT IS THE D.C.•S RESPONSIBIUTY TO ENSURE ALL MANI COFFEE MAKER 11'-83' ` 7'-6' 7•-3�• SPECIFICATIONS FOR INSTALLATION. HT. FRP BEHIND JANITOR SINK J1 8. ALL WALLS AND PARTITIONS WITHOUT A DESIGNATED FINISH ARE DEMISING WALL & PLANT P7 WASIDE OF 26 -6�' A3.1 TO BE PAINTED Pi U.N.O. PROVIDE MIN (2) COATS EGGSHELL PROVIDE RUBBER BASE RB, EYP. HI -LOW DF W/ PAINT, U.N.O. BOTTLE FILLER 9, WALLS AND PARTITIONS WITHIN 2 FEET OF SERVICE SINKS AND WATER CLOSETS SHALL HAVE A SMOOTH, HARD, NONABSORBENT SURFACE, TO A HEIGHT OF NOT LESS THAN 4 FEET ABOVE THE FLOOR. AND EXCEPT FOR STRUCTURAL ELEMENTS, THE MATERIALS USED IN SUCH WALLS SHALL BE OF A TYPE THAT IS NOT ADVERSELY AFFECTED BY MOISTURE BY SEC. 1209.2.2 11. ,}� ALL INTERIOR FINISHES SHALL BE APPROVED BY TENANT AND s OFFICE FINISH PLAN i OFFICE FLOOR PLAN LANDLORD. PROVIDE SAMPLES FOR APPROVAL A2.3 1 1/8!1 =I 0" N A2.3 1 /8" = 1' T N xE wArx wo.amu axa lA a orOmTaHE DIUMV1al mo aaa NOT m G VTED NMWT R, w O ON vt oovO War, mmr E maim, o>,sxr rc rEcnsE FROECT wMEER 21-509.1 DRAWN JH CHMED DV 5SIE i..l. AA� I..I.x� 0 4I L W 4=W C 1� l—M LA 0 Lill Fees 00 Uj L.LI O U 3 ad a 0 0 0 1-1 sessions Q C>' LU Q 3 ■ xE wArx wo.amu axa lA a orOmTaHE DIUMV1al mo aaa NOT m G VTED NMWT R, w O ON vt oovO War, mmr E maim, o>,sxr rc rEcnsE FROECT wMEER 21-509.1 DRAWN JH CHMED DV 5SIE 01.29.21 PRELIMINARY 05 04.21 PROGRESS MN§p!5 ENL. OFFICE FLOOR PLANS AN ACCESSORIES SCHEDULE 2e DEEP PLI 6'-0" „2'-0" VMATCHIINNG PW/VC EDGE FINISH END, PL7 36" DEEP PL1 HIDDEN IN -WALL COUNTER COUNTER W/ SUPPORT BARACKET. INSTALL RB MATCHING PVC EDGE PER MANUFACTURER'S nma nin In RECOMMENDATION, TYP. i3 COUNTER All I UZI= III L P7 P1 12"x24" PORCELAIN WALL TILE, PTL 6"1 PORCELAIN TLE BASE W/ SCHLUTER STRIP TRANSITION k4 BETWEEN FLOOR AND WALL/ BASE TILE. PTB 9, NON -TILE WALL A3.1 I 1 /2' = I'-0" s WOMEN 105 A3.1 1 1/4!'= 1'-0" 6"x12" PORCELAIN TLE BASE W/ SCHLUTER STRIP TRANSITION BETWEEN FLOOR AND WALL/ BASE TILE, PTB :=: s 0 In a, TILE WALL (WET WALL) A3.1 1 1/2= 1'-0" RE: 91 FOR TILE WAU a WOMEN 105 A3.1 1 1/4!'= 1'I © 39"-41" i 8" D 42" MIN. MIRROR SOAP RECESSED PAPER TOWEL/ GRAB BAR DISPENSER DISPENSER - DISPOSAL KEY ITEM MANUFACTURER MODEL NO. MOUNTING HEIGHT REMARKS OA MIRROR BOBRICK B-165 2436 MOUNTED ® HC HEIGHT CONTRACTOR TO IMMEDIATELY NOTIFY THE ARCHITECT OF ANY OB SOAP DISPENSER BOBRICK - CLASSIC B-2111 MOUNTED ® HC HEIGHT DRAWINGS © PAPER TOWEL DISP. & WASTE REC. BOBRICK - CLASSIC 8-3942 RECESSED 0 HC HEIGHT ACCESSIBLE OD 42" GRAB BAR BOBRICK B -6806.99x42 PROVIDE SOLID BLOCKING URINAL OE 36" GRAB BAR BOBRICK B -6806.99x36 PROVIDE SOLID BLOCKING MOUNT ALL HANDICAP TOILET ACCESSORIES PER ADA GUIDUNES. FO 18" GRAB BAR BOBRICK B -6806.99x18 PROVIDE SOLID BLOCKING N © TOILET TISSUE DISPENSER BOBRICK - CLASSIC B-2888 MOUNTED ® HC HEIGHT RE: A2.2 FOR FINISHES OH SANITARY NAPKIN DISPOSAL BOBRICK - CLASSIC B-254, B-354 MOUNTED ® HC HEIGHT WALLS AND PARTITIONS WITHIN 2 FEET OF SERVICE SINKS, OJ MOP STRIP BOBRICK B-223 x 36 PROVIDE SOLID BLOCKING NONABSORBENT SURFACE, TO A HEIGHT OF NOT LESS THAN 4 OK HOOK BOBRICK - CLASSIC B-6717 MOUNTED ® HC HEIGHT ii LAVATORY COUNTER 2e DEEP PLI 6'-0" „2'-0" VMATCHIINNG PW/VC EDGE FINISH END, PL7 36" DEEP PL1 HIDDEN IN -WALL COUNTER COUNTER W/ SUPPORT BARACKET. INSTALL RB MATCHING PVC EDGE PER MANUFACTURER'S nma nin In RECOMMENDATION, TYP. i3 COUNTER All I UZI= III L P7 P1 12"x24" PORCELAIN WALL TILE, PTL 6"1 PORCELAIN TLE BASE W/ SCHLUTER STRIP TRANSITION k4 BETWEEN FLOOR AND WALL/ BASE TILE. PTB 9, NON -TILE WALL A3.1 I 1 /2' = I'-0" s WOMEN 105 A3.1 1 1/4!'= 1'-0" 6"x12" PORCELAIN TLE BASE W/ SCHLUTER STRIP TRANSITION BETWEEN FLOOR AND WALL/ BASE TILE, PTB :=: s 0 In a, TILE WALL (WET WALL) A3.1 1 1/2= 1'-0" RE: 91 FOR TILE WAU a WOMEN 105 A3.1 1 1/4!'= 1'I © 39"-41" i 8" D 42" MIN. MIRROR SOAP RECESSED PAPER TOWEL/ GRAB BAR DISPENSER DISPENSER - DISPOSAL 42"MAX 42"MAX O MIN MI F 18" 24" MIN 24" MIN m 1543 champs pan #200 z i s 0 In a, TILE WALL (WET WALL) A3.1 1 1/2= 1'-0" RE: 91 FOR TILE WAU a WOMEN 105 A3.1 1 1/4!'= 1'I © 39"-41" i 8" D 42" MIN. MIRROR SOAP RECESSED PAPER TOWEL/ GRAB BAR DISPENSER DISPENSER - DISPOSAL �� PL1 COUNTER, RE 5/A4.1 Iu I II u u I II u r'ryl 336' DEEP PL7 HIDDEN IN -WALL COUNTER COUNTER W/ SUPPORT BARACKET. INSTALL MATCHING PVC EDGE PER MANUFACTURER'S RECOMMENDATION, TYP. 12 COUNTER 4- BACKSPLASH, PL1 24" DEEP PLI COUNTER W/ MATCHING PVC EDGE FINISH END, PL1 REFRIGERATOR BY _ TENANT PL1 SHOWN FOR REFERENCE ONLY L I I � COFFEE MAKER PL1 BY TENANT 0 r 71 BREAK RM 108 A3.1 1 1/2" = F-0" RE: WALL 31 WOMEN 105 A3.1 1 114" = F-0" 2' -O -O 42"MAX 42"MAX O MIN MI F 18" 24" MIN 24" MIN m 1543 champs pan #200 z i 0200 demer, <0 80202 ■ CONTRACTOR TO IMMEDIATELY NOTIFY THE ARCHITECT OF ANY F"' phone: 303.292.9107 DISCREPANCIES, ERRORS, OR CONFLICTS DISCOVERED IN THE OVER P -TRAP ■ fa: 303.292.4297 DRAWINGS W ^-1 H 71 z i ACCESSIBLE STANDARD WATER ACCESSIBLE STANDARD ACCESSIBLE WATER CLOSET CLOSET URINAL URINAL SINK �� PL1 COUNTER, RE 5/A4.1 Iu I II u u I II u r'ryl 336' DEEP PL7 HIDDEN IN -WALL COUNTER COUNTER W/ SUPPORT BARACKET. INSTALL MATCHING PVC EDGE PER MANUFACTURER'S RECOMMENDATION, TYP. 12 COUNTER 4- BACKSPLASH, PL1 24" DEEP PLI COUNTER W/ MATCHING PVC EDGE FINISH END, PL1 REFRIGERATOR BY _ TENANT PL1 SHOWN FOR REFERENCE ONLY L I I � COFFEE MAKER PL1 BY TENANT 0 r 71 BREAK RM 108 A3.1 1 1/2" = F-0" RE: WALL 31 WOMEN 105 A3.1 1 114" = F-0" 2' -O -O 42"MAX 42"MAX O MIN MI F 18" 24" MIN 24" MIN m 1543 champs pan #200 z i 0200 demer, <0 80202 ■ CONTRACTOR TO IMMEDIATELY NOTIFY THE ARCHITECT OF ANY F"' phone: 303.292.9107 DISCREPANCIES, ERRORS, OR CONFLICTS DISCOVERED IN THE OVER P -TRAP ■ fa: 303.292.4297 DRAWINGS W ^-1 H 71 z i PROVIDE SOLD BLOCKING BEHIND ALL WALL MOUNTED FIXTURES. I�-I GRAB BAR TOILET TISSUE SANITARY NAPKIN MOP RACK HOOK DISPENSER DISPOSAL 'I MIN T-3" "MAX ®o � m ACCESSIBLE STANDARD DRINKING ACCESSIBLE FIRE EXTINGUISHER DRINKING FOUNTAIN SIGNAGE CABINET FOUNTAIN io MOUNTING HEIGHTS A3.1 1 1141 = 1'4" WALL MOUNTED VANITY UGHT FIXTURE A3.1 I 1/2" = 1' d' 1. 2. 3. 4. 5. 6. 7. 8. 10 8" MIN/LAVATORY Mp111ECNRE PWINING PLAN ■ IDESKA GENERAL NOTES 1543 champs pan #200 PDA INSULATION i 0200 demer, <0 80202 ■ CONTRACTOR TO IMMEDIATELY NOTIFY THE ARCHITECT OF ANY F"' phone: 303.292.9107 DISCREPANCIES, ERRORS, OR CONFLICTS DISCOVERED IN THE OVER P -TRAP ■ fa: 303.292.4297 DRAWINGS W PROVIDE SOLD BLOCKING BEHIND ALL WALL MOUNTED FIXTURES. I�-I U OAWfiea2A OPENING/OPERATING OF ALL EQUIPMENT / ACCESSORIES MUST d m CLEAR ALL POSSIBLE OBSTRUCTIONS - GC TO COORDINATE � •' MOUNT ALL HANDICAP TOILET ACCESSORIES PER ADA GUIDUNES. 3 W m N a •MAX N Q a RE: A2.2 FOR FINISHES KNEE WALLS AND PARTITIONS WITHIN 2 FEET OF SERVICE SINKS, jyjS�+ p: M 0 CLEARENCE 1n 00 NONABSORBENT SURFACE, TO A HEIGHT OF NOT LESS THAN 4 w O FEET ABOVE THE FLOOR, AND EXCEPT FOR STRUCTURAL TOE CILEARENCE- MAX. MIN. U ii LAVATORY COUNTER A3.1 I 1/2" = 1' d' 1. 2. 3. 4. 5. 6. 7. 8. 10 io ENLARGED Mp111ECNRE PWINING PLAN ■ IDESKA GENERAL NOTES 1543 champs pan #200 0200 demer, <0 80202 ■ CONTRACTOR TO IMMEDIATELY NOTIFY THE ARCHITECT OF ANY F"' phone: 303.292.9107 DISCREPANCIES, ERRORS, OR CONFLICTS DISCOVERED IN THE U ■ fa: 303.292.4297 DRAWINGS W PROVIDE SOLD BLOCKING BEHIND ALL WALL MOUNTED FIXTURES. I�-I U OAWfiea2A OPENING/OPERATING OF ALL EQUIPMENT / ACCESSORIES MUST d m CLEAR ALL POSSIBLE OBSTRUCTIONS - GC TO COORDINATE CPO,„ w MOUNT ALL HANDICAP TOILET ACCESSORIES PER ADA GUIDUNES. MOUNT ALL OTHER ACCESSORIES PER MANUFACTURERS W �`% RECOMENDATIONS a PROVIDE REID REINFORCEMENT BEHIND GRAB BARS Q RE: A2.2 FOR FINISHES PROVIDE ROBE HOOK ON INSIDE SIDE OF RESTROOM DOOR WALLS AND PARTITIONS WITHIN 2 FEET OF SERVICE SINKS, jyjS�+ p: M 0 URINALS AND WATER CLOSETS SHALL HAVE A SMOOTH, HARD, 00 NONABSORBENT SURFACE, TO A HEIGHT OF NOT LESS THAN 4 L.LI O FEET ABOVE THE FLOOR, AND EXCEPT FOR STRUCTURAL IJIIIIIe U ELEMENTS, THE MATERIALS USED IN SUCH WALLS SHALL BE OF A TWE THAT IS NOT ADVERSELY AFFECTED BY MOISTURE BY SEC. 1209.2.2 am cl PROVIDE ACCESSIBLE RESTROOM SICK AT All RESTRDOM o DOORS V` Q < io ENLARGED DESK PLAN A3.1 1 1/4!'= 11 RE: 1/A2.2 /-HEFELE ELEMENTAL OR EQ, TYP. 101.20.744 pf- • O \ F n D H G •� 'g .o B .i •� Y WET WALL TLE MICROWAVE BY ADA INSULATION LOCATION, RE: 8/AI TENANT OVER P -TRAP 4' HT. FRP TVP. ON ALL (4) HALLS RE TYP. ro 5 WOMEN 61 WOMEN 107F 10-5_ - I F_ 0 0 2, A3.1 4� A3.1 1/2"= 1'-0" BREAK RM G E H 108 X41 A3.1 2 ��_ H: Sil 3 F O O 0 D 1 m PROVIDE FIAT TRANSITION 11 e F_ -1 ABEINGND MIRROR BETWEEN PIE A31 D O, .O D AHD NG MI TILE WALL F A3.1�? FD FD< A3.1 7 ❑ ❑ H F E O.H71 M. 6 A3.1 - G B MEN B , WOMEN H 06 1 07 EFRP ON ALL G h •i (<) J WALLS FRP BEHIND JAN SINK 71 7-3r RE: 8/A3.1 FOR TIE oVER ADA IPSU PON WALL PATTERN 21 WOMEN 105 A3.1 1 1/4!'= 1' 0" i ENLARGED FLOOR PLAN A3.1 1 1/4!'= 11 RE: 1 /A2.2 ALL WArx Are" r nn HIUIIbdnW ARM � NOT HE �u m."wxnsn' IN oammx ow nRD NI ma o>,s"r rc sc K 'j MIDECr wueER 21-509.1 b wvnxm JH Dream KIM 5mE 0427.21 �PROGREESS 05.04.21 PERMIT INTERIOR ELEVATIONS AM 4=W Z. vi M 0 00 uj L.LI O IJIIIIIe U 3 O am cl Vi o V` Q < Lu r 3 ■<q' ALL WArx Are" r nn HIUIIbdnW ARM � NOT HE �u m."wxnsn' IN oammx ow nRD NI ma o>,s"r rc sc K 'j MIDECr wueER 21-509.1 b wvnxm JH Dream KIM 5mE 0427.21 �PROGREESS 05.04.21 PERMIT INTERIOR ELEVATIONS AM PIPE WALL RT URETHANE CAULKING GA. G.I. STORM COLLAR URED FLASHING MEMBRANE GA. G.I. ROOF JACK SEALANT FLASHING SET IN MASTIC 30 MIN. I L'..7 4 TYP. PIPE STACK DETAIL A4.1 1 1 /2' = 1'-O" ROOF CURB UNIT BY ROOFTOP UNITLIF OFTOP UNIT FDOORE NUFACTURER FRAME AP ROOFING UP J CO RB AND SEAL REMARKS TALL CRICKET ON W GH SDE OF CURB TREATED BLOCKING TONT STRIP MATCH INSULATIONREWIRED FIN. THICKNESS TO PROVIDE JAMB LEVEL SURFACE FOR 1ST FLOOR ROOF CURB� 3'-0' x Y-0' JOIST, RE: STRUCT. 31 TYP. RTU CURB DETAIL A4.1 3/4" = F-0" (INTERIOR) CAULK GYP. BD. SILL (E) STOREFRONT CORNER BEAD INSULATED FURRING V WALL a (E) TILT -UP PANEL (EXTERIOR) 2 INTERIOR WINDOW SILL A4.1 1 1 1 /Z'= 1'-9' OFFICE ENIHY 7 � _\� ROOF DECK tGINDSEALANT, CLEAR AT JAMES \ \ ANCHORAGE BUTTING GLASS PANES, TW. \ \ \ WP ANGLE TRACK \ \ \ FASTEN TO STRUCTURE sSS PANE, ST IN C- \ QELS, PROVIDE GASKET. \ \ COMPRESSION h TENSOR 25W SHALL BE LOCKABLE \ KICKER 0 8'-0' O.C. o MAX BETWEEN TRACK SET FLU91IN SILL \ SUPPORTING ' PERPENDICULAR WALLS OR CORNER DIAGONAL BRACING ACOUSTICAL CEILING COUNTER, PROVIDE ALTERNATIVE: TENSOR ONLYASSEMBLY PRIATE IN WALL COUNTER KICKERS ON ALTERNATINGRT SIDES OF WALL 0 4'-0' O.C. FASTEN DRYWALL BETWEEN WALL SUPPORTS TO STUDS ONLY VARY s SLIDING WINDOW i TYP. PARTIAL HT. WALL HEAD A4.1 1 1 1 /2'= V-0" A4.1 1 1 /2' = 1'-O" DOOR SCHEDULE DR # FDOORE DOOR FRAME IDETAILS J CO a �x ESD REMARKS DR # W MATL. FIN. W MATL FIN. HEAD JAMB SILL 1ST FLOOR 102A 3'-0' x Y-0' AA WD PREFIN. A H.M. PAINT - - - 1 ALL INTERIOR DOORS TO BE SOLD CORE WOOD VENEER DOOR, 102A 102B 3'-0' x Y-0' BB WD/GL PREFIN. A H.M. PAINT - - - SHALL HAVE A SHAPE THAT IS EASY TO 3 1020 103 3'-0' x Y-0' AA WD PREFIN. A H.M. PAINT - - - 5 A.F.F. LOCKS USED ONLY FOR SECURITY PURPOSES AND NOT 103 104 3'-0' x Y-0' AA WD PREFIN. A H.M. PAINT - - - EGRESS DOORS SHALL BE READILY OPERABLE FROM TUE EGRESS 4 103 105 3'-0' x Y-0' AA WD PREFIN. A H.M. PAINT - - - 12. 4 105 108 3'-0' x Y-0' AA WD PREFIN. A H.M. PAINT - - - 4 KICK PLATE ON PUSH SDE 108 107 3'-0' x Y-0' AA WD PREFIN. A H.M. PAINT - - - 4 KICK PLATE ON PUSH SDE 107 108 3'-0' x Y-0' AA WD PREFIN. A H.M. PAINT - - - 2 108 NOTE: 1. ALL EXISTING EXTERIOR DOORS ARE EQUIPPED WITH PANIC BAR WINDOW TYPES 3'-0' Gi/ /T 0 Be MATERIAL SC WOOD W/ HALF GLASS THICKNESS: 1r FINISH: FACTORY FINISH, BE: A2.3 4.10e...i WINDOW RE: 5/A4.1 GI b T of < H O HARDWARE TYPES SET ®1 - OFFICE/ ENTRY 3 HINGES 1 OFFICE LOGKSET 1 WALL BUMPER 3 DOOR SILENCERS EXISTING STOREFRONT ENTRY 1 MORTISE EMT DEVICE 1 HEAVY DUTY OVH. CLOSER 1 CONTINOUS HINGES 1 PULL 1 ALUM. ADA THRESHOLD 1 SET WEATHERSTRIP 1 DOOR STOP SET #2 - BREAK RM 3 HINGES 1 CLOSER 1 PUSH/ PULL SET 1 WALL BUMPER 3 DOOR SILENCERS 1 KICK PLATE ON PUSH SIDE TYPES �I�TI Y o A MATERIAL HOLLOW METAL FINISH: PAINT P4, RE: A5.1 SET /3 - WAREHOUSE/ OFFICE 3 HINGES 1 PASSAGE SET 1 CLOSER 1 WALL BUMPER 1 KICK PLATE ON PUSH SDE EXISTING EXT. WAREHOUSE MAN DOOR 3 HINGES 1 CLOSER 1 EXIT OENCE W/ LOCKSFT 1 WEATHERSTRIP 1 DOOR BOTTOM W/ RAIN DRIP 1 THRESHOLD 1 DRIP AT HEAD SET #1 - TOILET RM 3 HINGES I PRIVACY SET 1 CLOSER I WALL BUMPER 3 DOOR SILENCERS SET #5 - STORAGE 3 HINGES 1 STORAGE LOCKSET 1 WALL BUMPER 3 DOOR SILENCERS 3'-0' 0 Mp111ECNRE PWINING ■ RTOESKA GENERAL NOTES m #200 1543 champspsr. i..l. 0200 demer, <0 80202 ■ 1. AA MATERIAL SC WOOD THICKNESS 1r FINISH: FACTORY FINISH, RE: A2.3 WINDOW TYPES 3'-0' Gi/ /T 0 Be MATERIAL SC WOOD W/ HALF GLASS THICKNESS: 1r FINISH: FACTORY FINISH, BE: A2.3 4.10e...i WINDOW RE: 5/A4.1 GI b T of < H O HARDWARE TYPES SET ®1 - OFFICE/ ENTRY 3 HINGES 1 OFFICE LOGKSET 1 WALL BUMPER 3 DOOR SILENCERS EXISTING STOREFRONT ENTRY 1 MORTISE EMT DEVICE 1 HEAVY DUTY OVH. CLOSER 1 CONTINOUS HINGES 1 PULL 1 ALUM. ADA THRESHOLD 1 SET WEATHERSTRIP 1 DOOR STOP SET #2 - BREAK RM 3 HINGES 1 CLOSER 1 PUSH/ PULL SET 1 WALL BUMPER 3 DOOR SILENCERS 1 KICK PLATE ON PUSH SIDE TYPES �I�TI Y o A MATERIAL HOLLOW METAL FINISH: PAINT P4, RE: A5.1 SET /3 - WAREHOUSE/ OFFICE 3 HINGES 1 PASSAGE SET 1 CLOSER 1 WALL BUMPER 1 KICK PLATE ON PUSH SDE EXISTING EXT. WAREHOUSE MAN DOOR 3 HINGES 1 CLOSER 1 EXIT OENCE W/ LOCKSFT 1 WEATHERSTRIP 1 DOOR BOTTOM W/ RAIN DRIP 1 THRESHOLD 1 DRIP AT HEAD SET #1 - TOILET RM 3 HINGES I PRIVACY SET 1 CLOSER I WALL BUMPER 3 DOOR SILENCERS SET #5 - STORAGE 3 HINGES 1 STORAGE LOCKSET 1 WALL BUMPER 3 DOOR SILENCERS GLAZING SCHEDULE Gt r INTERIOR CLEAR GLAZING T TEMPERED GLASS Mp111ECNRE PWINING ■ RTOESKA GENERAL NOTES m #200 1543 champspsr. i..l. 0200 demer, <0 80202 ■ 1. CONTRACTOR TO IMMEDIATELY NOTIFY THE ARCHITECT OF ANY H phone: 303.292.9107 DISCREPANCIES, ERRORS, OR CONFLICTS DISCOVERED IN THE U ■ Ta: 303.292.4297 DRAWINGS W O 2. ALL INTERIOR DOORS TO BE SOLD CORE WOOD VENEER DOOR, I�-I AV1 WeaY STAIN, THICKNESS Ir U.N.O., RE: A2.3/ FINISH SCHEDULE U q� 9. DOOR HANDLES, PULLS, LATCHES, LOCKS AND OTHER ` „ U w - r/ OPERATING DEVICES SHALL HAVE A SHAPE THAT IS EASY TO GRASP WTU ONE HAND AND SHALL NOT REWIRE TIGHT GRASPING, PINCHING, OR TWISTING OF THE WRIST TO OPERATE. M O ��'kJDy u DEVICES SHALL BE INSTALLED 34' MINIMUM AND 48' MAXIMUM W O A.F.F. LOCKS USED ONLY FOR SECURITY PURPOSES AND NOT ao%Oo 3 USED FOR NORMAL OPERATION ARE PERMITTED AT ANY Q a LaU 0 HEIGHT. 10. EGRESS DOORS SHALL BE READILY OPERABLE FROM TUE EGRESS SIDE WITHOUT TUE USE OF A KEY OR SPECIAL KNONLIDf£ W 11. EFFORT. ALL THRESHOLDS TO HAVE BEVELED EDGE W/ SLOPE OF 50% OR =7 3 LESS AND NO MORE THAN )' LEVEL CHANGE W� 12. REINFORCE FRAMES AT HARDWARE LOCATIONS 13. GC TO VERIFY RQUCH OPENINGS IN (El WALL AND WALL THICKNESS PRIOR TO ORDERING WINDOk5 AND DOOR FRAMES 14. All HM FRAMES SHALL HAVE RUBBER JAMB BUMPERS. GLAZING SCHEDULE Gt r INTERIOR CLEAR GLAZING T TEMPERED GLASS M DRAM mD V]nEx baa " NMRWROW AND � WT HE p CAM Owansn, OR Daows O COUCAnnmmww RE mato oDsxr � nK PROx:CT WMEER 21-509.1 DRAWN JH scam KWH 5SIE 01.29.21 PRELIMINARY 05 04.21 PROGRESS MN§a!5 F DOOR & WINDOW SCH & DETAILS A&I i..l. Am��aA I..I.a� O L M O Ln u uj O 3 ad a LaU 0 Q W < qq r 3 M DRAM mD V]nEx baa " NMRWROW AND � WT HE p CAM Owansn, OR Daows O COUCAnnmmww RE mato oDsxr � nK PROx:CT WMEER 21-509.1 DRAWN JH scam KWH 5SIE 01.29.21 PRELIMINARY 05 04.21 PROGRESS MN§a!5 F DOOR & WINDOW SCH & DETAILS A&I PLUMBING SPECIFICATIONS: PORT 1 - GENERAL 1.1 SUMMARY: PROVIDE PLUMBING WHERE SHOWN ON THE DRAWINGS, AS SPECIFIED HEREIN, AND AS NEEDED FOR A COMPLETE AND PROPER INSTALLATION INCLUDING, BUT NOT NECESSARILY UNITED TO: DOMESTIC HOT AND COLD WATER PIPING SYSTEMS DRAIN, WASTE, AND VENT SYSTEMS PLUMBING FIXTURES AND TRIM AS SHOWN ON THE DRAWINGS FUEL GAS PIPING SYSTEM DOCUMENTS AFFECTING WORK OF THIS SECTION INCLUDE, BUT ARE NOT NECESSARILY UMITED TO GENERAL CONDIEIONS, SUPPLEMENTARY CONDITIONS. AND SECTIONS IN DIVISION 1 OF THE ARCHITECTURAL SPECIFICATIONS. 1.2 SUBMITTALS: COMPLY WITH PERTINENT PROVISIONS OF DIVISION 1 AND THE ARCHITECTURAL SCOPE. PRODUCT DATA. WITHIN 30 CALENDAR DAYS AFTER THE CONTRACTOR HAS RECEIVED THE OWNER'S NOTICE TO PROCEED, SUBMIT: rr\I43rIF.yMbi■I:f II X'41-J:fUYA}yJl101:I��:Ui•Ip]UlU:p77:✓•I:IklyiNIUP MANUFACTURER'S SPECIFICATIONS, CATALOG CUTS, AND OTHER DATA NEEDED TO PROVE COMPLIANCE WITH THE SPECIFIED REQUIREMENTS. SHOP DRAWINGS AND OTHER DATA AS REWIRED TO INDICATE METHOD OF INSTALLING AND ATTACHING EQUIPMENT, EXCEPT WHERE SUCH DETAILS ARE FULLY SHOWN ON THE DRAWINGS. UPON COMPLETION OF THE WORK OF THIS SECTION. DELVER TO THE ARCHITECT ALL SHOP DRAWINGS (EQUIPMENT AND FIXTURE SUBMITTALS). OPERATION AND MAINTENANCE MANUALS AND /S -BUILT (RECORD) DRAWINGS. ALL MANUALS SHALL INCLUDE A MAINTENANCE SCHEDULE FOR ALL REQUIRED EQUIPMENT (I.E. PUMPS, WATER FILTERS). ALL MANUALS SHALL BE COMPILED IN ACCORDANCE WITH THE PROVISIONS OF DMSION 1 OF THESE SPECIFICATIONS. 1.3 QUALITY ASSURANCE: USE ADEQUATE NUMBERS OF SKILLED WORKERS WHO ARE THOROUGHLY TRAINED AND EXPERIENCED IN THE NECESSARY CRAFTS AND WHO ARE COMPLETELY FMHIUAR WITH THE SPECIFIED REQUIREMENTS AND THE METHODS NEEDED FOR PROPER PERFORMANCE OF THE WORK OF THIS SECTION. 1.4 CODES AND REGULATIONS: IN ADDMON TO COMPLYING WITH THE SPECIFIED REQUIREMENTS, COMPLY WERE THE PERTINENT REGULATIONS OF GOVERNMENTAL AGENCIES HANG JURISDICTION; INCLUDING THE 2018 INTERNATIONAL BUILDING, PLUMBING, FUEL GAS, AND ENERGY CONSERVATION CODES AND THE CITY OF WHEAT RIDGE, CO AMENDMENTS. IN THE EVENT OF CONFLICT BETWEEN OR AMONG SPECIFIED REQUIREMENTS AND PERTINENT REGULATIONS, THE AMORE STRINGENT REQUIREMENT WILL GOVERN. RRIKITLA II1 TA:. wo,I ..EI11 , r - aT III ;0:7"rA MlopR911AI ffffm 1.6 GENERAL REQUIREMENTS: WHERE REQUIRED BY CODE, ALL WORK MUST BE INSPECTED AND APPROVED BY LOCAL AUTHORITIES. PRIOR TO FINAL ACCEPTANCE, FURNISH THE ARCHITECT/OWNER WITH CERTIFICATES OF INSPECTION AND APPROVALS BY LOCAL AUTHORITIES. BEFORE ACCEPTANCE AND FINAL PAYMENT, DEMONSTRATE THAT ALL APPERATI ARE FUNCTIONING PROPERLY AND EFFICIENTLY. SYSTM, WOERW, AND WORKMANSHIP SHALL BE GUARANTEED FOR A PERIOD OF ONE YEAR AFTER THE COMPLETION AND ACCEPTANCE. REPLACE ALL DEFECTIVE WORKMANSHIP, EQUIPMENT AND MATERIALS WITHOUT ADDITIONAL CHARGES. INCLUDING REFRIGERANT THAT IS LOST DURING RELATED REPAIRS. SCHEDULE 40 PJC PIPE, ASTM D 2665. SOUD-WALL DRAIN, WASTE AND VENT PIPING WITH PVC SOCKET FITTINGS COMPLYING WITH ASTM D 2665, SOCKET TYPE, MADE TO ASTM D 3311, DRAIN, WASTE, AND VENT PATTERNS. UNDERGROUND PIPING MAY BE JOINED PER IPC SECTON 705.14.1. ALL ABOVE GROUND PIPING SHALL BE JOINED WITH SOLVENT CEMENTED JOINTS PER IPC SECTIO! 705.14.2 mCic SCHEDULE 40 ABS PIPE, ASTM D 2661, SOUD-WALL DRAIN, WASTE AND VENT PIPING WITH ABS SOCKET FITTINGS COMPLYING WITH ASTM D 2661, SDCKET TYPE, MADE TO ASTM D 3311, DRAIN, WASTE, AND VENT PATTERNS. WATER SYSTEMS (DOMESTIC PIPING): ABOVE GROUND: PROMDE TYPE 'L' HARD DRAWN COPPER JOINED WITH ASTM B 32 LEAD FREE SOLDER. COPPER PRESSURE FITTINGS: ASME 816.18. CAST -COPPER -ALLOY OR ASME 816.22, WROUGHT- COPPER, SOLDER -JOINT FITTINGS BELOW GROUND: PROVIDE TYPE 'K' SOFT ANNEALED COPPER CUTIN NO SOLDERED JOINTS. INDIRECT DRAINS: PROVIDE TYPE 'L' COPPER WITH WROUGHT COPPER FITTINGS JOINED WITH 95/5 TIN -ANTIMONY OR LEAD FREE SOLDER. WHEN Siff ALLOWS PROVIDE DWV TYPE FITTINGS. PROVIDE LINES FULL SIZE OF ANY EQUIPMENT CONNECTIONS. NATURAL GAS PIPING: PROVIDE SHUT-OFF VALVE DOWNSTREAM OF AND AS CLOSE AS PRACTICAL TO EACH GAS METER. PROVIDE SCHEDULE 40 BUCK IRON PIPE WITH MALLEABLE IRON HTINGS. PIPING 2' AND UNDER SHALL HAVE SCRENED FITTINGS, 2 1/2' AND LARGER, AND ALL CONCEALED GAS PIPING SHALL BE WELDED. VALVES UP TO 2' SHALL BE BRASS. PROVIDE DIRT LEG, SHUT -OFT VALVE, PRESSURE REDUCING VALVE, AND UNION AT EACH APPLIANCE CONNECTOR. UNDERGROUND PIPING SHALL BE PROTECTED AGAINST CORROSION. PIPING OUTDOORS SHALL BE PAINTED WITH TWO COATS OF EMERIOR DANIEL COLOR TO MATCH BUILDING, OR AS DIRECTED BY ARCHITECT. PRESSURE REGULATORS FOR APPLANCES UP TO 325,000 STUN SHALL BE EQUAL TO MAXITROL 325 SERIES, MATCHED TO APPLIANCE CONNECTION SIZE. WHERE LOCATED INDOORS, REGULATORS SHALL HAVE ANSI Z21.80 VEA-UMTERS. OUTLET PRESSURE SHOULD BE SET TO 7 IN. W.C. UNLESS OTHERWISE NOTED. 2.2 VALVES: GATE VALVES: EQUAL TO WATTS GV SERIES, BRONZE, 2DD-PSI WOG. GLOBE VALVES: EQUAL TO WATTS GLV SERIES, BRONZE, 200 -PSI WOG. BALL VALVES: EQUAL EO WATTS 8-600 SERIES, STANDARD PORT, BRONZE. 1/4' - 2' VALVES SHALL BE 600 PSI WOG. 2-1/2' - 4' SHALL BE 40D PSI WOG. 2.3 FIACHINf.: WHERE PIPES OF THIS SECTION PASS THROUGH THE ROOF, FLASH WITH SEMGO 11100-4 SEAMLESS 4 UB. FLASHING, WITH STEEL REINFORCED YARI-PITCH' BOOT AND GST IRON COUNTER FLASHING SLEEVE. 2.4 PIPE HANGERS: WATER PIPING: PROVIDE FEE AND MASON 1212 (OR EQUAL) SPLIT RING HANGERS WITH SUPPORTING RODS. PROVIDE SEMCO iRISOUTORS'. SOIL AND WASTE PIPING: PROVE FEE AND MASON 1212 (OR EQUAL) ADJUSTABLE RING HANGERS WITH SUPPORTING RODS. USE FEE AND MASON 1212 RISER CLAMPS AS REQUIRED. 2.5 r_II EVNOL ISZURN Z-1400 'LEVEL-TROL' ADJUSTABLE FLOOR QEANOUT, DURA -COATED CAST IRON BODY, WITH GAS AND WATERTIGHT ABS TAPERED THREAD PLUG, AND ROUND SCORATED SECURED TOP ADJUSTABLE TO THE FINISHED FLOOR. FINISHED FLOORS: PROMDE ZURN ZN-1400 WITH APPROPRIATE SUFFIX FOR FLOOR FINISH. FLOORS WITH WATERPROOFING MEMBRANE: PROVIDE 'FLUSH -WITH -FLOOR' TYPE CLEPNOUTS, WITH ADJUSTABLE WATERTIGHT COVERS AND INTEGRAL ANCHORING FLANGE WITH CLAMPING COLLAR. FINISHED WALLS: PROVIDE ZURN ZS -1469 WITH STAINLESS STEEL ACCESS PLATE AND SCREW. 2.5 TRAPS: FOR LAVATORIES AND SINKS, EXCEPT SERVICE SINKS, PROVIDE 17 GAUGE SEAMLESS TUBULAR BRASS TRAPS WITH BRASS MTS AND CLEANOUT PLUG, EQUAL TO MCGUIRE MCT SERIES. FIXTURE TRAPS SHALL HAVE A LIQUID SEAL OF BETWEEN 2 AND 4 INCHES. 2.7 FIXTURES, EQUIPMENT, AND APPURTENANCES: PROVIDE PLUMBING FDTURES, TRIM, AND EQUIPMENT AS INDICATED ON THE PLUMBING PLANS. FLEXIBLE CONNECTORS SHALL BE EQUAL TO PROM PFX SERIES ESCUTCHEONS SHALL BE EQUAL TO PROFLO PFE SERIES. COMPRESSION STOPS SHALL BE EQUAL TO BRASSCRRT OCR SERIES, LEAD-FREE. VACUUM RELIEF VALVES FOR DOMESTIC WATER HEATERS SHALL BE EQUAL TO WATTS LFN36-M7, 3/.' NPT. ACCESS DOORS SHALL BE EQUAL TO PROM PF SERIES. 23 INSULATION- INSULATE HOT WATER PIPING WITHIN 8 FT OF THE DOMESTIC WATER HEATER WITH 1 -IN. THICK FIBERGLASS INSULATION WITH ALL -SERVICE JACKET. INSULATION SHALL BE EQUAL TO JOHNS MANALE MICRO-LOK, WITH A MAXIMUM CONDUCTIVITY OF 0.27 BN PER IN/HR A SF A 4egF. AT ALL RANGER AND SUPPORT LOCATIONS, PROVIDE 8 -IN. LONG, 20 GAUGE GALVANIZED IRON INSULATION GUARDS. INSULATION AT THESE LOCATIONS SHALL BE RIGID. PROTECT EXPOSED PIPING FOR ALL ADA ACCESSIBLE FIXTURES WITH INSULATION EQUAL TO TRU BRIT 2.9 SLEEVES: WHERE PIPES PASS THROUGH CONCRETE, MASONRY, OR SND WALLS, OR PASS THROUGH CEILINGS, PROVIDE VDRZEL' RUSTPROOF 'CRETE -SL )V OF THE Siff REQUIRED. WHERE PIPES PASS THROUGH FIRE RATED PARTITIONS AS DESIGNATED ON THE ARCHITECTURAL PIANS, PROVIDE FIRE SEALS AROUND PIPES, WHICH ARE EITHER UL LISTED OR FM APPROVED. JFDIATIJSI'lill$i1pC 'T Wil f rl f 1 1 11 +: 'i11 - : 9 ]I TIF - AI PLUMBING SPECIFICATIONS - CONTINUED: PORT 3 - EXECUTION 3.1 SURFACE CONDITIONS: EXAMINE THE AREAS AND CONDITIONS UNDER WHICH WORK OF THIS SECTION WILL BE PERFORMED. CORRECT CONDITIONS DETRIMENTAL TO TIMELY AND PROPER COMPLETION OF THE WORK. DO NOT PROCEED UNTIL UNSATISFACTORY CONDMONS ARE CORRECTED. PRIX:® AS RAPIDLY AS THE BUILDING CONSTRUCTION WILL PERMF. THOROUGHLY CLEAN ITEMS BEFORE INSTALLATION. CAP PIPE OPENINGS TO EXCLUDE DIRT UNTIL FIXTURES ARE INSTALLED AND FINAL CONNECTORS HAVE BEEN MADE. CUT PIPE ACCURATELY, AND WORK INTO PLACE WITHOUT SPRINGING OR FORCING, PROPERLY CLEARING WINDOWS, DOORS, AND OTHER OPENINGS. EXCESSIVE CURING OR OTHER WEAKENING OF THE BUILDING BILL NOT BE PERMITTED. SHOW NO TOOL MARKS OR TERLADS ON EXPOSED PLATED, POLISHED, OR ENAMELED CONNECTIONS FROM FIXTURES. TAPE ALL FINISHED SURFACES TO PREVIA DAMAGE DURING CONSTRUCTION. MAKE CHANGES IN DIRECTON MRH FITTINGS; MAKE CHANGES IN MAIN SIZES WITH ECCENTRIC REDUCING FITTINGS, UNLESS OTHERWISE NOTED, INSTALL WATER SUPPLY AND RETURN PIPING WITH MT SIDE OF ECCENTRIC FITTINGS FACING UP. RUN HORIZONTAL SANITARY PIPING AT A UNIFORM GRADE OF 1/4' PER FWT, UNLESS OTHERWISE NOTED. RUN HORIZONTAL WATER PIPING WITH AN ADEQUATE PITCH UPWARDS IN DIRECTION OF FLOW TO ALLOW COMPLETE DRAINAGE. PROVIDE SUFFICIENT SWUNG JOINTS, BALL JOINTS, EXPANSION LOOPS, AND DEVICES NECESSARY FOR A FLEXIBLE PIPING SYSTEM. EVE! IF NOT SPECIFICALLY SHOWN ON THE DRAWINGS. SECURELY BOLT ALL FERROUS AND NONFERROUS METALS. FOR INSULATED PIPE, PROVIDE SLEEVES OF ADEQUATE SIZE TO ACCOMMODATE THE FULL THICKNESS OF PIPE COVERING, WITH CLEARANCE FOR PACKING AND CAULKING. CAULK THE SPACE BETWEEN SLEEVE AND PIPE OR PIPE COVERING, USING A NON-COMBUSTIBLE, PERMANENTLY PLASTIC, WATERPROOF, NON -STAINING COMPOUND WHICH LEAVES A SMOOTH FINISHED APPEARANCE, OR PACK WITH NON-COMBUSTIBLE, NON -ASBESTOS COTTON, ROPE, OR FIBERGV55 TO WITHIN 1/2' OF BOTH WALL FACES, AND PROVIDE THE WATERPROOF COMPOUND DESCRIBED ABOVE. 3.2.1 PIPE SUPPORT: PIPING SHALL BE SUPPORTED WITH HANGERS, ANCHORS AND SUPPORTS DESIGNED TO CARRY THE LOAD OF THE PIPE FULL OF INTENDED FLUID, AND SHALL RESIST GALVANIC ACTION. SECURE UPPER ATTACHMENTS TO STRUCTURE. DO NOT SUPPORT FROM THE ROOF DECK. SUPPORT INTERNALS SHALL BE AS FOLLOWS: DOMESTIC WATER PIPING (TYPE L COPPER, HORIZONTAL PIPING): 1/2 -IN. THRU 1-1/2-I11. MAX. 6 FT. 2 -IN. OR LARGER MAX. 10 FF. VERTICAL TYPE L COPPER PIPING SUPPORT SPACING IS MAX. 10 FT. PVC PIPING: ALL SIZES (HORIZONTAL) MAX 4 FT ALL SIZES (VERTICAL) MAX 10 FT (NOTE. MIDSTORY GUIDE FOR SIZES 2' AND SMALLER) 3.3 FlNISH AND ESCUTCHEONS: SMOOTH UP ROUGH EDGES AROUND SLEEVES WITH PIASTER OR SPACKLING COMPOUND. PROVIDE 1' WIDE CHROME OR NICKEL PLATED ESCUTCHEONS ON ALL PIPES EXPOSED TO VIEW WHERE PASSING THROUGH WALLS, FLOORS, PARTITIONS, CEILINGS, OR SIMILAR LOCATIONS. SIZE THE ESCUTCHEONS TO FIT PIPE AND COVERING. HOLD ESCUTCHEONS IN PLACE WITH SET SCREW. 3.4 CLFANOUTS: SECURE THE ARCHITECTS APPROVAL OF LOCATIONS FOR CLEANOUTS IN FINISHED AREAS PRIOR TO INSTALLATION. PROVIDE CLEANORM OF SAME NOMINAL SIZE AS THE PIPES THEY SERVE; EXCEPT WHERE CLEAHOUTS ARE REWIRED IN PIPES LARGER THAN 4', PROVIDE 4' MERINGUES. MAKE CLE44M ACCESSIBLE AFTER PRESSURE TESTS ARE MADE AND APPROVED, THOROUGHLY GRAPHITE THE CLEANOUT THREADS. 3.5 VALVES: PROVIDE VALVES IN DOMESTIC WATER SUPPLY SYSTEMS. LOCATE AND ARRANGE SO AS TO GIVE COMPLETE REGULATION OF FIXTURES, PROVIDE VALVES IN AT LEAST THE FOLLOWING LOCATIONS: IN BRANCHES AND/OR HEADERS OF WATER PIPING SERVING A GROUP OF FIXTURES; FOR SHUTOFF OF BRANCH MAINS; FOR RUSHING AND STERIULNG THE SYSTEM; WHERE SHOWN ON THE DRAWINGS. LOCATE VALVES FOR EASY ACCESSIBILITY AND MAINTENANCE. 3.6 ALR ADMITTANCE VALVES: INDMDUAL AND BRANCH -TYPE NR ADMITTANCE VALVES SHALL BE LOCATED A MINIMUM OF 4 INCHES ABOVE THE HORIZONTAL BRANCH DRAIN OR FIXTURE DRAIN BEING VENTED, AND NOT LESS THAN 6 INCHES ABOVE INSULATION MATERIALS. PROVIDE ADEQUATE ACCESS AND VENTILATION PER CODE AND MANUFACTURER. 3.7 WATER HAMMER ARRESTORS: PROVIDE WATER HAMMER ARRESTORS ON HOT WATER LINES AND COLD WATER UNITS. INSTALL IN UPRIGHT POSITION AT ALL WICK CLOSING VALVES, SOLENOIDS, ISOLATED PLUMBING FIXTURES, AND SUPPLY HEADERS AT PLUMBING FIXTURE GROUPS. LOCATE AND SIZE IN ACCORDANCE WITH THE PLUMBING AND DRAINAGE INSTITUTE STANDARD WH -201. INSTALL WATER HAMMER ARRESTORS BEHIND ACCESS PANELS. 3.0 BACKROW PREVENTION: PROTECT PLUMBING FIXTURES AND FAUCETS AGAINST POSSIBLE BACK -SIPHONAGE. ARRANGE FOR TESTING OF BACKFLDW DEVICES AS REQUIRED BY THE GOVERNMENTAL AGENCY HAMNG JURISDICTION. 3.9 PLUMBING FIXTURE INSTALLATION: SET FIXTURES LEVEL AND IN PROPER ALGNMENT WITH RESPECT TO WALLS AND FLOORS AND WITH FIXTURES EQUALLY SPACED. PROVIDE SUPPLIES IN PROPER ALIGNMENT WAIN FIXTURES AND WITH EACH OTHER. PROVIDE FLUSH VALVES IN ALIGNMENT WITH THE FIXTURE, WITIOUIF VERTICAL OR HORIZONTAL OFFSETS. GROUT WALL AND FLOOR MOUNTED FIXTURES WATERTIGHT WHERE THE FIXTURES ARE IN CONTACT WITH WALLS AND FLOORS. FOR WATER CLOSETS, URINALS, AND LAVATORIES, MAINTAIN A MINIMUM OF 15 IN. FROM CENTRUNE OF FIXTURE TO ADJACENT WALL, AND A MINIMUM OF 30 IN. BETWEEN FIXTURE CENTERLINES. 3.10 PURGING OF POTABLE WATER SYSTEMS: FLUSH AND/OR DISINFECT POTABLE WATER SYSTEM PER ALL LOCAL AUTHORITIES PRIOR TO PLACING SYSTEM BACK IN SERVICE 3.11 OTHER TESTING AND AAIUSIING: PROVIDE PERSONNEL AND EQUIPMENT, AND ARRANGE FOR AND PAY THE COSTS OF ALL REQUIRED TESTS AND INSPECTIONS REQUIRED BY GGVERNMENTAL AGENCIES HAVING JURISDICTION. WHERE TESTS SHOW MATERIALS OR WORKMANSHIP TO BE DEFICIENT, REPLACE OR REPAIR AS NECESSARY, AND REPEAT THE TESTS UNTIL THE SPECIFIED STANDARDS ARE ACHIEVED. ADJUST THE SYSTEM TO OPTIMUM STANDARDS OF OPERATION. 3.12 EXISTING WASTE LINES DOCUMENTATION: WITHIN THREE (3) DAYS OF PROJECT START, PLUMBING CONTRACTOR SHALL LOCATE NEAREST SANITARY WASTE TIE-IN AND DETERMINE IF THERE IS ADEQUATE DEPTH TO ALLOW FOR %-IN. PER FWT SLOPE FROM THE FURTHEST FIXTURE, IMMEDIATELY NOTIFY THE ENGINEER OF ANY DISCOVERED ISSUES. T 1/4' TO 3/8' MARK COMPRESSION FITTING MFG/MODEL 3/8' HW WASTE THERMOSTATIC VENT MIXING VALVE 3/8- 3/8- HN COMPRESSION 3/8' CW COMPRESSION STOP VALVE STOP VALVE i 1 MIXING VALVE DETAIL P1.0 I NTS PLUMBING FIXTURE SCHEDULE MARK DESCRIPTION MFG/MODEL CW HW WASTE I.W. VENT REMARKS L BILEVEL, 8 GALLONS PER HOUR OF 50OF DRINKING WATER AT 80OF ELECTRIC WATER COOLER WITH AMBIENT, COMPRESSOR 370 WATT 4.0 FLA 115V, ZORN Z1225 WALL EWC-1 BOTTLE FILLER ELKAY LZSTL8WSLP 1/2" 1-1/2" DO 1-1/2" CARRIER, BOTTLE FILLING STATION, LIGHT GRAY. 0 04 U 120V-1 PH, 2000 WATTS, 10 GALLON TANK, 10 GPH RECOVERY AT 80•F Lu in O CIO to TEMPERATURE RISE. SET WATER HEATER TEMPERATURE TO 120OF. A0A Q X /VA` 04, LEE _ PROVIDE WITH GLASS LINED TANK, ZINC PLATED COPPER SHEATH > > ■ ELEMENT, FACTORY INSTALLED ELECTRICAL TERMINAL BLOCK MANUAL RESET HIGH TEMPERATURE CUT-OFF, CRAIN VALVE, DRAIN PAN, AND ASME RATED T&P VALVE. ENERGY EFFICIENCY SHALL MEET ASHRAE 90.1. PROVIDE WITH 3 -YEAR WARRANTY ON TANK. MOUNT HEATER ON WALL BRACKET OR SUSPEND FROM OVERHEAD STRUCTURE, PER MANUFACTURER. PIPE DRAIN AND T&P INDEPENDENTLY IN 3/4" COPPER TO INDIRECT WASTE. DIMENSIONS: 18" DIA. BY 18-1/4" HIGH. OPERATING EWH-1 ELECTRIC WATER HEATER AO. SMITH CEL -10 3/4" 3/4" (2)3/4" - WEIGHT: 140 LBS. THERMAL EXPANSION TANK, 2.1 GALLON, 1.0 GALLON ACCEPTANCE VOLUME, 8.5' DIA. BY 11.5" HIGH, STEEL CONSTRUCTION, 150 PSI WORKING ET -1 EXPANSION TANK FLEXCON WH 8 3/4" PRESSURE, PRE -PRESSURIZED BUTYL DIAPHRAGM. ADJUSTABLE WITH POLISHED NICKEL BRONZE TOP, OUTLET SHALL MATCH FCO FLOOR CLEANOUT ZURN Z1400 SEE PLAN PLANS AND PIPING SYSTEM DURA -COATED CAST IRON BODY, 7" DIA NICKEL BRONZE STRAINER, NO. HUB CONNECTION, COORDINATE WITH LOW POINT OF FLOOR. PROVIDE FDA FLOOR DRAIN ZURN ZN415N 1/2" 2" 1-I/2" ABBE 1072 INLINE TRAP SEALER EQUAL TO RECTORSEAL SURESEAL. GO FOOD WASTE DISPOSER IN-SINK-ERATOR BADGER 5 1-1/2" 11511-1 PH, 1/2 HP, MANUAL SWITCH RECESSED METAL BOX IN WHITE FINISH, WITH (2) SINGLE OUTLET CHROME ANGLE STOPS WITH 1/2" SWEAT CONNECTION, PROVIDE'VB' H2O WATER OUTLET BOX WATER TITE 87837 12" - - - UPSTREAM FOR BACKFLOW PREVENTION ANSI Al 17.1 COMPLIANT, VITREOUS CHINA, REAR OVERFLOW, WHITE FINISH, CONCEALED ARMS SUPPORT, 44N. FAUCET CENTERS, MODEL 7075.054 COLONY PRO SINGLE -LEVER ADA 0.5 GPM FAUCET WITH AMERICAN STANDARD LUCERNE PRESSURE COMPENSATING SPRAY, IN CHROME FINISH, SUPPLIES WITH EVA WALL MOUNTED LAVATORY SINK 0355.012 1/2" 1/2' 1-1/2" 1-1/2" STOPS, P -TRAP, OFFSET GRID ASSEMBLY, TRUEBRO PIPE INSULATION MOLDED STONE, 24" X24" X 10' HIGH, WITH STAINLESS STEEL DRAIN BODY, #830 AA SERVICE FAUCET WITH BUCKET HOOK, TOP BRACE, VACUUM BREAKER, STOPS IN SHANKS, METAL LEVER HANDLES, THREADED SPOUT MS -1 MOP SERVICE BASIN FIAT MSB -2424 1/2" 112' 3" m 1-1/2" IN POLISHED CHROME FINISH, #832 AN HOSE AND BRACKET. ANTI -SCALD MIXING VALVE, ABBE 1070, 3/8" COMPRESSION CONNECTIONS MI THERMOSTATIC MIXING VALVE SYMMONS 7.210 -CK 3/8" 3/8" AND INTEGRAL CHECK VALVES, SET TO 110°F. DOMESTIC HOT WATER CARTRIDGE CIRCULATOR, STAINLESS STEEL CONSTRUCTION, 4.5 GPM T■ 9 FT H2O, WITH 00 SERIES DIGITAL TIMER/AQUASTAT TO CONTROL PUMP AND SHUT OFF AT 104°F, RCA RECIRCULATION PUMP TACO 007 3/4" 3(4" ELECTRICAL: 115-1800.52 AMPS SELF -RIMMING, 18 GAUGE, 21"X19"X8", AMERICAN STANDARD 8404.171 FAUCET 1.5 GPM WITH HANDSPRAY AND WRIST -BLADE HANDLES, IN-SINK- ERATOR BADGER 5 FOOD WASTE DISPOSER WITH 1/2 HP 115V MOTOR, S-1 STAINLESS SINGLE -BOWL SINK JUST SL -ADA -1921 -AGR 1/2" 1/2' 1.1Y2" 1-1/2" MANUAL SWITCH, CENTER REAR DRAIN, SUPPLIES WITH STOPS, P -TRAP 11&1 VACUUM BREAKER WATTS LFN9 3/8" DUAL CHECK VACUUM BREAKER FOR IN-LINE APPLICATIONS FLOOR MOUNT HIGH EFFICIENCY TOILET, VITREOUS CHINA, WHITE FINISH, 1.28 GAF, 3517A.101 ELONGATED BOWL, 4188A.104 TANK SIDE -MOUNTED AMERICAN STANDARD CADET PRO CHROME TRIP LEVER, 18-1/2" RIM HEIGHT, 5901.100 ELONGATED OPEN MICA TANK TYPE WATER CLOSET RIGHT HEIGHT 215AA.104 12" - 3" - 2" FRONT SEAT LESS COVER, SUPPLY WITH STOP DURA -COATED CAST IRON BODY, GAS AND WATERTIGHT ABS TAPERED THREAD PLUG, Z14694" CIA. ROUND SMOOTH TYPE 304 STAINLESS STEEL ACCESS COVER WITH SECURING SCREW, OUTLET SHALL MATCH PLANS WOO WALL CLEANOUT ZURN Z1440 SEE PLAN AND PIPING SYSTEM COPPER BODY, BRASS HEXAGONAL MALE PIPE THREADED INLET, 3.5 CUBIC INCH AIR CHAMBER VOLUME, ACETAL OR BRASS PISTON WITH BUNA NITRILE O -RINGS AND LEAD FREE SOLDER, FACTORY PRE -CHARGED AND WHA -1 WATER HAMMER ARRESTOR WILKINS 126DXL-A 1 1/2" 1- - - ISEEALIED RECIRCULATION UNE, AQUASTAT SEE PIANS REORCULATION PUMP HC BONI ATTACH UPPER END COLD WATER OF HARDER ROD TO CHECK VALVE BOTTOM CHORD OF VACUUM I T STRUCTURE, TV, BREAKER I I I T I I EXPANSION TANK E7 _II I I r T I I FULL-SIZE T@P RELIEF HOT WATER TO INDIRECT WAST: I I I SUPPLY I BNL VALVE NPPOAL) 3/8' RANGER I UNION ROD, TP. I I WATER I HEATER 3/r DRAIN TI� DRAIN PAN - 20 GAGE INDIRDIRECT WASTE I GALVANIZED STEEL 2 -IN. DEEP 1 1/2' UNISMUT 2 WATER HEATER DETAIL P1.0 I NTS (E)4'SS 31 D.W.V. ISOMETRIC P1.0 I NTS ARCHITECTURE BANNING Iw= l ■INTERIOR DESIGN I S43 cMmpa rt. /200 ■ 8enver, Do 80202 �-I phone: 303.292.9107 U ■ fax: 303.292.4297 W H CHRISTOPHERMENGES ENGWr l > thmlI EERIHG, INCA 6147B W jowl G=106=9 a NE mnw AND W17U! NFMAnaN APPE x HEREIN Is marmwrzo EWIA" AND SHNL NOT R MPUCAU. Dlsamm, W OUER NE MPUCAU IAMaT ME WHEN ONSENT CT w xar N NIXCAre PRO,ECT NUMBER 21-509.1 DRAM CPM CHECKED CPM IME 01.29.21 PRELIMINARY 04.27.21 PROGRESS 05.04.21 PERMIT RENSIONS PLUMBING SPECIFICATIONS p1■o 1 OF 2 L J..4 4 C`7 0 cri E(�n 1- DO LL1 Lu 0 04 U Lu in O CIO to r A0A Q X /VA` 04, LEE _ 1 > > ■ NE mnw AND W17U! NFMAnaN APPE x HEREIN Is marmwrzo EWIA" AND SHNL NOT R MPUCAU. Dlsamm, W OUER NE MPUCAU IAMaT ME WHEN ONSENT CT w xar N NIXCAre PRO,ECT NUMBER 21-509.1 DRAM CPM CHECKED CPM IME 01.29.21 PRELIMINARY 04.27.21 PROGRESS 05.04.21 PERMIT RENSIONS PLUMBING SPECIFICATIONS p1■o 1 OF 2 t PLUMBING D.W.V. PLAN P2.0 1 3/16'=1'-0' I 2 PLUMBING SUPPLY PLAN N P2.0 1 3/16"-1'0" PLUMBING PIPING LEGEND -------4----- REDUCING FITTING - PIPE REDUCES IN SIZE IN DIRECTION OF ARROW —_—__—_— RAL VALVE WITH MANUAL LEVER ACTUATOR STOP VALVE -----Q---- WATER HAMMER ARRESTOR SS SANITARY DRAIN PIPING --------V-------- SAI VENT PIPING ---- C ----- DOMESTIC COLD WATER PIPING ------- H ------- DOMESTIC HDT WATER PIPING — — —RC— — — RECIRCULATED HOT WATER PIPING G NATURAL GAS PIPING — — — —SS— — — — EXISTING SANITARY DRAIN PIPING --------V-------- EXISTING SANITARY VENT PIPING -C-------- EXISTING DOMESTIC COLD WATER PIPING --_----- H -----_-_ EXISTING DOMESTIC HOT WATER PIPING ------RC------ EXISTING RECIRCULATED HOT WATER PIPING -------- G -------- EXISTING NATURAL GAS PIPING -__---_- ISO -------- CONDENSATE PIPING ------ J PIPE TURNING DOWN -------0 PIPE TURNING UP ------� FIXTURE CONNECTION POINT OF CONNECTION TO EXISTING (D) DEMOLISH (E) EXISTING TO ROAN (R) RELOCATE (N) NEW ABBREVIATIONS BHME AMER"NSOGETYOFHEATING, REFRIGEMTICN.MDAIRMNDIIIONNGENGNEEM,INC. TUX BRITISH THERMAL UNITS PER HOUR MEAT) W,C DOMESPCCOLDWATER D) DEMOLIGH, REMOVE BOB DEGREES FAHRENIEITMIMPEMTURE) WV DRAINAGE, WASTE. AND VENT E ) EMTING ,F DOMES7CFILTEREDCOLDWATER C GENERAL CONTRACTOR PH GALLONS PER HOUR nCNV RATE) AS HEATING, VENA-AMN,ANDAR-CONpIpNING 1W, H DOMESTICHOTWATER S POUNDS)WEMHT) IN NEW C PLUMBING BUBCONIFACTpe R) RELOCATE. RELOCATED C,R DOMESTCRECRCUUTEDIMTWATER AN SANITARY SEWER ,T OOMESTCTEMPEREDHOTWATER VENT1NR011('X ROOF CO WALL NOUT CO FLQM CLEANOUT PLUMBING KEYED NOTES Q1 PROVIDE MIXING VALVE MI UNDER SINK (SEE DETAIL ON SHEET PT.0). inraI C ONNECT I 1 AS 31 KEY PLAN P2.0NOT TO SCALE i L i..f. O_ �A � V L 4J 4� coO 00 W Lu O ae LdU O to 0 I- Q W ■d� Q -3 pDO RE07 per-/ NERa�s!F 4 366 NN I ONAL� Pu LRAM AND MI NmRRI APPE.wM NOGN Is ONTRMnm MIW.AMN AND 9i ML NOT M DUPWAU, Dlsawm, m ORERRR )UPWATEO WUWT mE MHUDI 00N E T 07 N01, HrzcMe PRWECT NUMBER 21—$09.1 DRAM CPM CHECKED CPM 154.E 01.29.21 PRELIMINARY 04.27.21 PROGRESS PERMIT 05.04.21 PERMIT REVISIONS PLUMBING PLANS P2.0 20F2 ARCHHECTURE RANNIHG I4.= l ■INTERIOR DESGN I S43 champa n. /200 X~= ■ Aenvu, Go 80202 �-I phone: 303.292.9107 U ■ fax: 303.292.4297 W H Wr CHRISTOPHER MENGES CHRISTOPHER INC l 6147B W 1UMI2 ,m.auaa�.wr.man W I� WhII to 3 U 01, m e4�R� oc i L i..f. O_ �A � V L 4J 4� coO 00 W Lu O ae LdU O to 0 I- Q W ■d� Q -3 pDO RE07 per-/ NERa�s!F 4 366 NN I ONAL� Pu LRAM AND MI NmRRI APPE.wM NOGN Is ONTRMnm MIW.AMN AND 9i ML NOT M DUPWAU, Dlsawm, m ORERRR )UPWATEO WUWT mE MHUDI 00N E T 07 N01, HrzcMe PRWECT NUMBER 21—$09.1 DRAM CPM CHECKED CPM 154.E 01.29.21 PRELIMINARY 04.27.21 PROGRESS PERMIT 05.04.21 PERMIT REVISIONS PLUMBING PLANS P2.0 20F2 MECHANICAL SPECIFICATIONS: MECHANICAL SPECIFICATIONS - CONTINUED THE DRAWINGS INDICATE DIAGRAMMATICALLY THE EXTENT, GENERAL CHARACTER, AND LOCATION OF THE WORK INCLUDED. CONDENSATE PIPING ABOVE THE ROOF SHALL BE PJC PIPE, ASTM D 2665, SCID -WALL DRAIN, WASTE AND VENT PIPING OFFSETS AND/OR CHANGES IN ELEVATION OF PIPING AND DUCTWORK DUE TO STRUCTURAL OR OTHER INTERFERENCES WITH PJC SOCKET FITTINGS COMPLYING WITH ASTM D 2665, SOCKET TYPE, MADE TO ASTM D 3311, DRAIN, WASTE, AND SHALL BE PROVIDED WITHOUT EXTRA COST. VENT PATTERNS. FOR EACH ROOFTOP ANF, PROVIDE TRAP AT CONDENSATE CONNECTION AND PIPE TO NEAREST ROOF DRAIN OR SCUPPER INLET. PROVIDE ALL LABOR, MATERIALS AND EQUIPMENT NECESSARY FOR THE INSTALLATION OF A COMPLETE AND OPERATING SYSTEM, PROVIDE CONTROL WIRING NECESSARY FOR THE OPERATION OF THE MECHANICAL SYSTEMS INDICATED ON THE NATURAL GAS PIPING: PROVIDE SHUT-OFF VALVE DOWNSIRFAIA OF AND AS CLOSE AS PRACTICAL TO EACH GAS METER. MECHANICAL DRAWINGS. THIS SHALL INCLUDE, BUT NOT BE UNITED TO, THERMOSTATS. PROVIDE SCHEDULE 40 BUCK IRON PIPE WITH MALLEABLE IRON FITTINGS. PIPING Y AND UNDER SHALL HAVE SCREWED FITTINGS, 2 1/2' AND LARGER. AND ALL CONCEALED GAS PIPING SHALL BE WELDED, VALVES UP TO 2' SHALL BE BRASS. ENTRE NEW WORK INSTALLATION SHALL CONFORM WITH All APPLICABLE LAWS, CODES AND REGULATIONS OF MUNMIPAI, PROVIDE DIRT LEG, SHUT-0FT VALVE, PRESSURE REDUCING VALVE, AND UNION AT EACH APPUANCE CONNECTION. STATE AND FEDERAL AUTHORITIES INCLUDING: THE 2018 INTERNATIONAL BUILDING, MECHANICAL, AND ENERGY CONSERVATION UNDERGROUND PIPING SHAH BE PROTECTED AGAINST CORROSION. PIPING OUTDOORS SHAH BE PAINTED WITH TWO COATS CODES; ANY AND ALL LOCAL AMENDMENTS ADOPTED AND ENFORCED BY THE CITY OF WHEAT RIDGE, COLORADO: ASME; OF EXTERIOR DANIEL COLOR TO MATCH BUILDING, OR AS DIRECTED BY ARCHITECT. PRESSURE REGULATORS FOR ASTM; ASHRAE; SMACNA; AND NFPA APPUANCES UP TO 325,000 STUN SHALL BE EQUAL TO MAXITROL 325 SERIES, MATCHED TO APPLIANCE CONNECTION SIZE WHERE LOCATED INDOORS, REGULATORS SHALL HAVE ANSI Z21.80 VIM-UMTERS. OUTLET PRESSURE SHOULD BE SEF TO WHERE REWIRED BY CODE, ALL WORK MUST BE INSPECTED AND APPROVED BY LOCAL AUTHORIRES. PRIOR TO FINAL 7 IN. W.C. UNLESS OTHERWISE NOTED. ACCEPTANC FURNISH THE ARCHITECT OWNER WIN CERTIFICATES OF INSPECTION AND APPROVALS BY LOGY AUTHORITIES. E / PIPING LOCATED INDOORS SHALL FL SUPPORTED WITH HANGERS, ANCHORS AND SUPPORTS R ATTACH E CARRY THE LOAD VERIFY ALL WORK. WHERE AND BUILDING POWER, VOLTAGE, AND PHASE DOCUMENTS A ORDERING EQUIPMENT AND EPROCEEDING OF THE PIPE FULL W INTENDED FLUID AND SHALL RESIST GALVANIC ACTION. SECURE UPPER ATTACHMENTS TO STRUCTURE WITH ANY WORK. WHERE DISCREPANCIES OCCUR BETWEEN THESE DOCUMENTS AND EXISTING CONDITIONS, THE DISCREPANCY DO NOT SUPPORT FROM THE ROOF DECK. PIPING LOCATED OUTDOORS ABOVE THE ROOF SHALL BE SUPPORTED RE SHALL BE REPORTED TO THE OWNER AND MECHANICAL ENGINEER IMMEDIATELY FOR RESOLUTION. DETAILS QU THE DRAWINGS. SUPPORT INTERVALS SHALL BE AS FOLLOWS: THIS CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFEKEEPING OF THEIR OWN PROPERTY ON THE JOB SITE THE NATURAL GAS PIPING (SCH. 40 STEEL, HORIZONTAL PIPING): OWNER OR TENANT ASSUMES NO RESPONSIBILITY FOR PROTECTION OF THIS CONTRACTOR'S PROPERTY AGAINST FIRE, THEFT, OR ENVIRONMENTAL CONDITIONS. 1/2 -IN MAX 6 FT THIS CONTRACTOR SHALL SECURE AND PAY ALL FEES AND PERMITS PERTAINING TO THIS CONTRACT. SHALL BE RESPONSIBLE FOR WORKER'S IDENRFlCATON AND BADGING, SAFETY, AND L1ASUIY INSURANCE PROVIDE BARRICADES, WARNING SIGNS, AND TRASH REMOVAL FOR THE SAFETY OF THE WORKERS UNDER THIS CONTRACTOR'S EMPLOY. SYSTEM, MATERIAL, AND WORKMANSHIP SHALL BE GUARANTEED FOR A PERIOD OF ONE YEAR AFTER THE COMPLETPJN AND ACCEPTANCE REPLACE ALL DEFECTIVE WORKMANSHIP, EQUIPMENT AND MATERIALS WITHOUT ADDITIONAL CHARGES, INCLUDING REFRIGERANT THAT IS LOST WRING RELATED REPAIRS. EQUIPMENT MAY BE SUBSITIIITED BY PRODUCTS AVAILABLE FROM ALTERNATE MANUFACTURERS, IF ADEQUATE MANUFACTURER'S CATALOG DATA IS SUPPLIED TO THE ENGINEER AND IS DEEMED BY THE ENGINEER AS AN ACCEPTABLE REQUAL' TO THE PRODUCT OR EQUIPMENT AS SPECIFIED ON THE DRAWINGS. DO NOT ORDER ANY SUBSITUIED EQUIPMENT WITHOUT APPROVAL FROM THE ENGINEER. SUBMITTALS SUBMIT ELECTRONIC COPY IN ADOBE PDF FORMAT OF SHOP DRAWINGS, CONTROL DIAGRAMS, AND EQUIPMENT CUTS TO THE MECHANICAL ENGINEER FOR APPROVAL PRIOR TO STARTING RELATED WORK. UPON COMPLETION OF CONSTRUCTION, SUPPLY THE MECHANICAL ENGINEER WITH ONE COMPLETE SET OF FULL-SIZE AS -BUILT DRAWINGS. PROVIDE THE OWNER WITH ELECTRONIC COPY AND ONE (1) HARD BOUND COPY OF OPERATION AND MAINTENANCE MANUALS FOR EACH TYPE OF EQUIPMENT INSTALLED. THIS CONTRACTOR SHALL ASSUME ALL ADDED EXPENSES TO ALL TRADES ASSOCIATED WITH THE INSTALLATION OF SUBMITTED AND APPROVED ALTERNATE EQUIPMENT. SUBMIT THE TESTING, ADJUSTING, AND BALANCING REPORT TO THE MECHANICAL ENGINEER AND BUILDING OFFICIAL AS PART OF THE PRDJECT CLOSEOUT. REPLACE AIR FILTERS FOR ALL AIR MOVING EQUIPMENT SERVING THIS SPACE ONCE CONSTRUCTION IS COMPLETE DURING CONSTRUCTION, PROTECT ALL RETURN AIR DUCT OPENINGS WITHIN THE PROJECT AREA WNH FILTER MEDIA SECURED WITH TEMPORARY METAL STRAPPING AND TAPE. MATERWLS AND METHODS - PROVIDE ALL DAMPER CONTROL HANDLES, ELECTRIC CONTROLS, AIR CONTROLS, MECHANICAL EQUIPMENT, AND OTHER APPARATUS THAT MUST BE PROVIDED IN AN INACCESSIBLE LOCATION WITH SUITABLE ACCESS DOORS OR COVERS IN A FRAMED OPENING, WHICH WILL PERMIT PROPER OPERATION AND SERVICING. ALL EQUIPMENT AND DEVICES SHALL BE INSTALLED IN STRICT COMPLIANCE WITH THE MANUFACTURER'S PUBLISHED INSTRUCTIONS AND SHAH PROVIDE EXTRA MATERIALS REWIRED FOR A PROPER INSTALLATION. COORDINATE WITH THE GENERAL CONTRACTOR AND THE ARCHITECTURAL REFLECTED CBUNG PLAN AS TO THE EXACT LOCATION OF CEILING REGISTERS, GRILLES, AND DIFFUSERS. INSTALL SLUE FLUSH, AND PERPENDICULAR TO ADJACENT WALLS. MECHANICAL DIICIWORK AND VENTING: ENTIRE DUCTWORK INSTALLATION SHALL COMPLY WITH NFPA BOA. DUCT SYSTEMS SHALL BE FABRICATED FROM G60 LOCK FORMING QUALITY GALVANIZED STEEL SHEET METAL FABRICATE, INSTAL, AND SUPPORT IN STRICT ACCORDANCE WITH SMACNA DUCTWORK SHALL BE CROSS BROKEN OR BEADED. DUCT GAUGES SHALL COMPLY WITH SMACNA 2° W.C. PRESSURE CLASSIFICATION FOR LOW PRESSURE DUCTWORK. SEAL All LONGITUDINAL AND TRANSVERSE JOINTS SEAMS AND CONNECTIONS TO SMACNA SEAL CLASS W. DUCT DIMENSIONS SHOWN ARE NET INSIDE (UNLESS OTHERWISE NOTED). ANY UNER THICKNESS MUST BE TAKEN INTO ACCOUNT FOR THE FINAL SHELF METAL DIMENSIONS. DUCT DIMENSIONS MAY BE CHANGED IF THE NET FREE FACE AREA IS MAINTAINED. 3/4 -IN. OR 1 -IN. MAX. 8 FT. 1 -1/4 -IN. OR URGER MAX. 10 FT, TESTING, ADJUSTING, AND BALANCING SHALL BE PERFORMED IN ACCORDANCE WITH THE 2015 ASHRAE HANDBOOK OF HVAC APPLICATIONS, CHAPTER 38. THIS SHALL INCLUDE, BUT NOT BE LIMITED TO BALANCING AIR DISTRIBUTION SYSTEMS ADJUSTING THE TOTAL SYSTEM TO PROVIDE DESIGN QUANTITIES * ELECTRICAL MEASUREMENT ESTABUSHING QUANTITATIVE PERFORMANCE OF ALL HVAC EQUIPMENT * VERIFYING AUTOMATIC CONTROLS TESTING AND BALANCING SUB -CONTRACTOR SHALL BE INDEPENDENTLY HIRED BY THE G.C., SHALL BE NEBB CERTIFIED, AND SHALL HAVE A MINIMUM OF 5 YEARS EXPERIENCE ON COMMERCIAL PROJECTS SIMILAR IN NATURE TO THIS PROJECT. SUBMIT THE TESTING, ADJUSTING, AND BALANCING REPORT TO THE MECHANICAL ENGINEER AND BUILDING OFFICIAL AS PART OF THE PROJECT CLOSEOUT, AND PRIOR TO FINAL CERTIFICATE OF OCCUPANCY (00). ADJUST AIR FLOWS FOR TERMINALS TO WITHIN +/- 10%. ADJUST AIR FLOWS IN DUCT MAINS TO WITHIN +/- 5%, USING THE PITOT-TUBE TRANSVERSE METHOD. FURNISH TO THE ARCHITECT, FIVE (5) COPIES OF THE TESTING AND BALANCING REPORT. PROVIDE STARTUP FOR ALL HVAC EQUIPMENT. NOTE TO GENERAL CONTRACTOR: THE SEQUENCE OF OPERATIONS REQUIRES MATERIALS, DEVICES, AND LABOR FROM VARIOUS PARTIES INCLUDING: THE GENERAL CONTRACTOR (OC). MECHANICAL SUBCONTRACTOR (MC), ELECTRICAL SUBCONTRACTOR (EC), AND THE FIRE ALARM SUBCONTRACTOR (TO BE INCLUDED UNDER GC). WHERE TIME CLOCKS ARE SPECIFIED OR REQUIRED BELOW, THEY SHALL BE 120 VOLTS AND FURNISHED, INSTALLED AND WIRED BY THE EC UNLESS OTHERWISE NOTED. WHERE THERMOSTATS OR TEMPERATURE CONTROLS ARE REQUIRED IN THESE SPECIFICATIONS OR INDICATED ON THE DRAWINGS, THEY SHALL BE LOW VOLTAGE AND SHALL BE FURNISHED, INSTALLED AND WIRED BY THE MC UNLESS OTHERMSE NOTED. PACKAGED ROOFTOP UNITS - COOLING AND ECONOMIZER OPERATION SNAIL BE CONTROLLED TO MNNTAIN SPACE COOLING TEMPERATURE SEOPOINT. GAS HEATING SECTION SHALL STAGE ON TO MAINTAIN SPACE HEATING TEMPERATURE SERPOINT. DURING OCCUPIED HOURS, THE SUPPLY FAN SHALL RUN CONTINUOUSLY (FANS SET TO 'Ow DURING'OCCUPIED"). WRING NIGHT SETBACK, THE COOLING MODE SHALL BE LOCKED OUT AND THE BLOWER MOTOR SHALL ONLY START ON A CALL FOR HEATING. THE SUPPLY FAN SHALL STOP WHEN SMOKE IS DETECTED BY THE CORRESPONDING DUCT MOUNTED SMOKE DETECTOR. OUTDOOR AIR DAMPER SHALL OPEN TO MINIMUM SETTING (AS SCHEDULED) STARTING ONE HOUR BEFORE SCHEDULED OCCUPANCY BEGINS, AND REMAIN OPEN UNTIL SCHEDULED OCCUPANCY ENDS. AIR SIDE ECONOMIZER SHALL MODULATE THE OUTDOOR AIR DAMPER UP TO 100% OPEN AS THE FIRST STAGE OF COOING WHENEVER THE OUTDOOR AIR TEMPERATURE IS SUFFICIENTLY LOW. DUCT MOUNTED SMOKE DETECTORS - VERIFY THAT DUCT MOUNTED SMOKE DETECTORS ARE ACCEPTABLE TO THE LOCAL FIRE DEPARTMENT AND COMPATIBLE WITH THE BUILDING FIRE ALARM SYSTEM PRIOR TO ORDERING. MC SHALL PROVIDE RELAYS AS REQUIRED AND INTERLOCKS TO SHUT DOWN CORRESPONDING UNIT FAN UPON SMOKE DETECTION. GC SFMll PROVIDE FIRE ALARM WIRING FROM SMOKE DETECTOR TO THE BUILDING FIRE ALARM PANEL. IF THE BUILDING IS NOT EQUIPPED WITH A FIRE ALARM SYSTEM PROVIDE STAND-ALONE AUDIO ALARM LOCATED IN A CONSUOUS LOCATION AS DETERMINED BY THE LOCAL FIRE DEPARTMENT. GC SHALL PICPROVIDE REMOTE TEST STATION IN ACCESSIBLE LOCATION PER LOCAL FIRE DEPARTMENT. CEILING MOUNTED RESTROOM EXHAUST FANS - SHALL BE CONTROLLED BY A SEPARATE WALL MOUNTED SWITCH ADJACENT TO THE ROOM LIGHT SWITCH. SWITCH AND WIRING SHALL BE BY THE EC. DUCT SEALANT FOR CONCEALED DUCTWORK SHALL BE EQUAL TO IRON -GRIP 601 AS MANUFACTURED BY HARDCAST. APPLY COUNG MOUNTED HEAT TRANSFER FAN FOR I.T. ROOM - SKU BE CONTROLLED BY A REVERSE -ACTING LINE VOLTAGE PER MANUFACTURER'S INSTRUCTIONS. DUCT TAPE IS NOT AN ACCEPTABLE MEANS OF SEALING DUCTS. EXCEPTION: USE THERMOSTAT SET TO ACTIVATE FAN WHEN THE ROOM TEMPERATURE RISES ABOVE 80- F (ADJUSTABLE FROM 55-F TO WF). ONLY CLEAR SEALANT EQUAL TO RCD CORPORATION #20 CLEAR ADHESIVE SEALANT ON EXPOSED DUCTWORK. ROOF MOUNTED RESTROOM EXHAUST FANS - EC SHALL PROVIDE 120 -VOLT / 24-HOUR / 7 -DAY ELECTRIC TIMECLOCK WHERE DUCTWORK IS EXPOSED TO VIEW, SUPPORT WITH THREADED ROD HANGER AID UNISTRUT. UNISTRUT SHALL HAVE AND LINE VOLTAGE WIRING AS REQUIRED SUCH THAT THE DNAUST FANS ARE PROGRAMMED TO RUN CONTINUOUSLY HOT -DIPPED GALVANIZED FINISH WHERE IT WILL NOT BE PAINTED AND FACTORY GREEN FINISH WHERE R WILL BE PRINTED. DURING BUILDING OCCUPIED HOURS. DURING UNOCCUPIED HOURS, THE EXHAUST FANS SHALL REMAIN OF. ROUND DUCTWORK SHALL BE SPIRAL SUM. FLEXIBLE DUCTS SHALL BE EQUAL TO HART & COOLEY MODEL 0 F216 LISTED AS U.L CUSS 1 AIR DUCT AND SHALL HAVE A FLAME SPREAD RATING NOT EXCEEDING 25 ANDA SMOKE DEVELOPED RATING NOT EXCEEDING 50. DUCTS SHALL CONFORM TO NEPA 90A MEfALIZED POLYESTER JACKET REINFORCED WITH FIBERGLASS SCRIM. INSULATION SHAH BE R-6.0 ALL DUCT CONNECTIONS TO FAN DRIVEN UNITS SHALL BE MADE WIN 4 -IN. LONG FIREPROOF FLEXIBLE DUCT CONNECTOR FOR VIBRATION SOUND ISOLATION, SMOOTH TURN RADIUS ELIOWS OR DOUBLE -THICKNESS TURNING VANES SHALL BE USED WHERE THE AIR FLOW IS 150 CFM OR ABOVE. PROVIDE R.IXIBLE DUCT ONLY FOR FINAL CONNECTIONS TO DIFFUSERS. AND ONLY WHERE CONCEALED ABOVE FINISHED DEALINGS. MAXIMUM LENGTH SHALL BE LIMITED TO 6 FEET. SPIN COLLAR FITTINGS FOR ROUND TAKE -OFFS ON RECTANGULAR DUCTS IN LOW PRESSURE SYSTEMS SHALL BE EQUAL TO FLEXWSIER MODEL FL FOR RETURN AIR AND FUD WITH DAMPER FOR SUPPLY AND EXHAUST AIR. FITTINGS SHALL BE 26 GAUGE G-90 GALVANIZED STEEL DOOR GRILLES SHAH BE EOMI TO TITUS / T -700L STEEL MIH SIGHT -PROOF BLADES, SURFACE MOUNT BORDER, AUXILIARY FRAME, WHIT: FINISH. MANUAL VOLUME DAMPERS FOR ROUND TAKE -OFFS ON ROUND DUCTWORK SHALL BE EQUAL TO HERCULES HIGH EFFICIENCY TAKE -OFF FITTINGS WITH 2 -IN. STAND-OFF. MANUAL VOLUME DAMPERS IN RECTANGULAR DUCTWORK SHALL BE EQUAL TO RUSKIN MODEL MD15, 22 GAUGE GALVANIZED STEEI, 3 -IN. WIDE OR 5 -IN. Of 18 GAUGE GALVANIZED STEEL CHANNEL WITH CORNER BRACES, 22 GAUGE GALVANIZED STEEL BLADES (SINGLE BLADE UP TO 12 -IN. HIGH), MOLDED SYNTHETIC BEARINGS, RATED FOR 2 ) -IN W.G. AT 1,500 FPM. DUCT INSULATION: 2018 IECC RECTANGULAR SUPPLY AND RETURN AIR DUCTWORK LOCATED ABOVE FINISHED CEILINGS SHALL BE INTERNALLY UNED WITH ACOUSTICAL UNER EQUAL TO JOHNS MANVILLE UNACOUSTIC RC FIBERGLASS DUCT LINER WITH REINFORCED COATING SYSTEM. SUPPLY DUCTS SHALL RECEIVE 1 %-INCH THICK UNER (R-6.3), AND RETURN DUCTS 1 -IN. THICK. NOTE: RETURN AIR DUCT INSULATION IS LESS THAN R-6, BECAUSE INSULATION IS NOT REWIRED PER THE EGC, SINCE THE TEMPERATURE DIFFERENCE BETWEEN THE INTERIOR AND EXTERIOR OF THE RETURN DUCTS WILL BE LESS MAN 15' F. INSULATION SHALL COMPLY WITH 2018 IECIC SECTION 403.11.1. ROUND SUPPLY AND RETURN AIR DUCTWORK LOCATED ABOVE FINISHED CEILINGS SIAL BE INSULATED WITH FIBERGLASS DUCT INSULATION WITH FSK FACING EQUAL TO JOHNS MANVILLE MIC ITE, 100/ DENSITY. INSTALL PER MANUFACTURER'S PUBLISHED INSTRUCTIONS. DUCTWORK THAT IS ACOUSTICALLY UNED DOES NOT REQUIRE EXTERIOR INSULATION. SUPPLY DUCTS SHALL HAVE 2 -IN. THICK (MIN. R-6) INSULATION AND RETURN DUCTS 1 -IN. THICK (R-3.7). NOTE: RETURN AIR DUCT INSULATION IS LESS THAN R-6. BECAUSE INSULATION IS NOT REQUIRED PER THE IEOC. SINCE THE TEMPERATURE DIFFERENCE BETWEEN THE INTERIOR AND IXIE40R OF THE RETURN DUCTS WILL BE LESS THAN 15 F. INSULATION SHALL COMPLY WITH 2018 IECC SECTION W3.11.1. ROOF MOUNTED WAREHOUSE EXHAUST FANS - EC SHALL PROVIDE 120 -VOLT/ 24-HOUR / 7 -DAY ELECTRIC TIMECLOCK AND UNE VOLTAGE WIRING PS REQUIRED SUCH THAT THE EXHAUST FANS ARE PROGRAMMED TO RUN CONTINUOUSLY DURING BUILDING OCCUPIED HOURS. DURING UNOCCUPIED HOURS, THE EXHAUST FANS SHALL REMAIN OFF. MAKEUP AIR UNITS - EC SHALL PROVIDE 120 -VOLT / 24-HOUR / 7 -DAY ELECTRIC TIMECLOCK AND USE VOLTAGE WIRING AS REQUIRED SUCH THAT THE MAKEUP AIR UNITS ARE IS PROGRAMMED TO RUN CONTINUOUSLY DURING BUILDING OCCUPIED HOURS. BURNER SHALL MODULATE TO MAINTAIN DUCT DISCHARGE TEMPERATURE SERPOIKL DURING UNOCCUPIED HOURS, TUE MAKEUP AIR UNIT SHALL REMAIN OFF. REGISTER GRILLE DIFFUSER SCHEDULE ROOFTOP UNIT SCHEDULE (RTU -X) SYMBOL I AIRLFOW I CFM I FACE NECK I TRANS. I O.B.D. I SOUND I THROW OFT.)j PATTERN CFM EXT' STATIC SONES FAN RPM ROOF OR IN WEIGHT (LBS) MOTOR DATA WINTER REMARKS TITUS IF TOC TEAR LI STEL DIFFUSER EVAP UNIT MIN OSl1 RA TEMP ENTAIR POWER VOLTS PHASE RPM LEER EF -1-4 GREENHECK G -100 -VG ROOF CENTRIFUGAL 2,650 0.13 12.5 SD -1 i SUPPLY 0-100 24"%24' 6'X8' YES YES NO 20 19-27 4 -WAY SDi SUPPLY 101-250 24"X24' 9'X9' YES YES NC 20 18-23 4 -WAV 501 1 SUPPLY I 251-450 I 24"X24' I 1Z- X 12-1 YES I YES I NO 22 1 15-23 I 4 -WAV 50.1 I SUPPLY 1 451-825 1 24"X24' 1 15'X15' 1 YES I YES I NO 20 1 15-23 1 4 -WAV GREENHECK DG -115 -H2O 426.5 324.6 1,004 5,300 0.5"WG 1041.0 5300 ]0 0.] 0.] 1. PROVIDE WITH BACKDRAFT DAMPER AND HANGING ISOLATION KIT 5.0 460 TITUS W TDC SURFACE MOUNT STEEL DIFFUSER 15 1-9 MAU-2 GREENXECK DG -115-X20 426.5 324.6 1,004 5,300 0.5' WG 1044.0 5300 . PROVIDE WITH DIAL SPEED CONTROL DISCONNECT SWITCH MODEL GPI ROOF CURB SET LEVEL GRAVITY BACKDRAFT DAMPER MILL FINISH AND GALVANIZED STEEL BIRDSCREEN. 0.] 0.7 70.0 5.0 460 3 9.8 15 SD -2 I SUPPLY 1 0-100 1 12'X12' 6'X6' YES YES NO 20 19-27 4 -WAY 2. UNIT SHALL BE CONFIGURED FOR DOWNFLOW VERTICAL DISCHARGE. TITUS 3MM FLUSH MOUNT DOUBLE DEFLECTION SUPPLY GRILLE FOR HARD CEILINGS, WALLS, OR ON.DUCT 3. CENTRIFUGAL BLOWER WITH OPEN DRIP -PROOF MOTOR AND ADJUSTABLE BELT DRIVE FACTORY INSTALLED. 4. 3G-1 SUPPLY 0-150 12'X6' 10'X4' NO YES NO 25 14 WA SGA SUPPLY 151-250 12-X6' 1O XS- NO YES NC 25 16 WA SG -1 SUPPLY 251-350 14"%10' 12'X8' NO YES INC 25 20 WA SG -1 SUPPLY 351-450 1 18"X10' 16'X8' NO YES NC 25 22 WA SGA SUPPLY 451-600 1 20"X11' 18'X10' NO YES NO 25 25 WA SG -1 SUPPLY 601-800 20"X14' 18'X12" NO YES NO 25 29 WA TITUS W PAR TEAR LAY -IN RETURN GRILLE RG -1/ EG -1/ M-1 RETURN 0-100 24' X24' fie NO NO NO 12 WA WA RG -1/ ECI M-1 RETURN 101 -200 24" X24'Se NO NO INC 17 WA WA RG-1/EG-11 M-1 RETURN 201-360 24"X24' 10, NO NO NO 23 WA WA RG-1/EG1/TG-1 RETURN MI 549 24'X24' 12m I NO NO NC 26 WA WA RG -1/ EG t11 M-1 RETURN 550-1125 24" %24' 18' X 18' I NO NO NC 24 WA WA RG -1/ EG -1/ TG -1 RETURN 1126 -1680 24" %24' 22'X22" I NO NO NO 26 WA WA TITUS 350M SERIES RETURN EXHAUST GRILLE FOR HARD CEILINGS, WALLS, OR ON.DLJCT RG -V EG2/TG-2 RET/EXH 0-150 12'X8' 10'X6' NO FOR E#H NO 25 WA WA RG -2/ EG -21 TG -2 RET/ EXH 151 -250 14" X 10' 12' X 8' NO FOR EXH NO 25 WA WA RG-2/III TG -2 RET/1 251-4D0 14"X14' 1Y X12' NO FOR EXH NC 25 WA WA RG-2/EG-3/M-2 RET/1 400-600 20-X14- 1S'X 12- NO FOR NO 25 WA WA RG -2/ EG -2J M-2 RET/ EMi 601 -750 26' X 14' 24' X 12" NO FOR EMI NO 25 WA WA RG -2/ EG -21 M-2 RET/ EMi 751 - IWC 26' X 18' 24' X 16' NO FOR EtOH NO 25 WA WA I EG, J M-2 RET/ EM 1001 -2000 26' X26- 24' X 24' NO FOR EM NO 30 WA WA RG -2/ ECI M4 RET/ EM 2001 -3000 38" X26' 36' X 2A' NO FOR EM INC 30 WA WA SUPPLY DIFFUSERS SHALL HAVE A SQUARE PATTERN AND HAVE MOUNTING STYLE SUITABLE FOR THE CEILING TYPE. ALL AIR DEVICES SHALL BE APPROPRIATE FOR THE ACTUAL CEILING TYPE TO BE INSTALLED IN. AIR DEVICES TO BE INSTALLED IN FINISHED WALLS AND CEILINGS SHALL HAVE WHITE FINISH. AIR DEVICES TO BE INSTALLED DIRECTLY ON EXPOSED DUCTWORK SHALL HAVE MILL FINISH. EXHAUST FAN SCHEDULE (EF -X) ROOFTOP UNIT SCHEDULE (RTU -X) S.L. HEAT ALT HEAT SYMBOL MANUFACTURER AND MODEL NO. I MOUNTING FAN TYPE LOCATION CFM EXT' STATIC SONES FAN RPM ROOF OR IN WEIGHT (LBS) MOTOR DATA WINTER REMARKS WINTER EVAP UNIT MIN OSl1 RA TEMP ENTAIR POWER VOLTS PHASE RPM LEER EF -1-4 GREENHECK G -100 -VG ROOF CENTRIFUGAL 2,650 0.13 12.5 972 18.5 X 18.5 120 1 HP 115 1 1 1 97Z NOTE 2 EF -5 1 GREENHECK G -090 -VG I ROOF 1 CENTRIFUGAL 400 1 0.38 1 8.5 1 1,432 1 12.5 X 12.5 501/10 HP 115 1 1,432 NOTE 2 EF,6 GREENHECK SP -A190 CEILING CENTRIFUGAL 155 0.25 3.2 1,400 N/A 15 113 W 115 1 1,400 NOTE 1 PHASE MAU-1 GREENHECK DG -115 -H2O 426.5 324.6 1,004 5,300 0.5"WG 1041.0 5300 ]0 0.] 0.] 1. PROVIDE WITH BACKDRAFT DAMPER AND HANGING ISOLATION KIT 5.0 460 3 9A 15 1-9 MAU-2 GREENXECK DG -115-X20 426.5 324.6 1,004 5,300 0.5' WG 1044.0 5300 . PROVIDE WITH DIAL SPEED CONTROL DISCONNECT SWITCH MODEL GPI ROOF CURB SET LEVEL GRAVITY BACKDRAFT DAMPER MILL FINISH AND GALVANIZED STEEL BIRDSCREEN. 0.] 0.7 GAS FIRED MAKEUP AIR UNIT SCHEDULE (MAU-X) ROOFTOP UNIT SCHEDULE (RTU -X) S.L. HEAT ALT HEAT P. SUPPLY FAN WINTER ALT WINTER FAN MOTOR DATA SUPPLY FAN WINTER ENT WINTER EVAP UNIT MIN OSl1 RA TEMP ENTAIR MFG MODEL MOTOR MOTOR LEER SYMBOL MW MODEL INPVT OUT WEIGHT OSA MN OSA CFM SATEMP OSA COIL SA TEMP AN MAX CHAT NOTES UNIT MCA UNIT MOCP NOTES ESM OF TEMPT MCA MOP (MBH) (MBH) (MBH) (ISS) ESM ES.P. RPM E.S.P. TEMP OF TEMP°F .F HER VOLTS I PHASE MAU-1 GREENHECK DG -115 -H2O 426.5 324.6 1,004 5,300 0.5"WG 1041.0 5300 ]0 0.] 0.] ]0.0 5.0 460 3 9A 15 1-9 MAU-2 GREENXECK DG -115-X20 426.5 324.6 1,004 5,300 0.5' WG 1044.0 5300 70 0.] 0.7 70.0 5.0 460 3 9.8 15 lA 1. PROVIDE FACTORY INSULATED 14" ROOF NRB. 2. UNIT SHALL BE CONFIGURED FOR DOWNFLOW VERTICAL DISCHARGE. 3. CENTRIFUGAL BLOWER WITH OPEN DRIP -PROOF MOTOR AND ADJUSTABLE BELT DRIVE FACTORY INSTALLED. 4. INCLUDE REMOTE CONTROL PANEL AND CONTROL CENTER FOR DISCHARGE CONTROL AT 70- F. 5. PROVIDE ALUMINUM MESH WEATHERHOOD WITH ALUMINUM FILTER SECTION WITH VERVE FILTERS. 6. PROVIDE FACTORY UL DISCONNECT SWITCH. 7. PROVIDE AUXILIARY STARTER FOR INTERLOCKING WITH EXHAUST FANS. 8. DIRECT FIRED GAS HEATING SECTION WITH 92% EFFICIENCY, AND 30:1 TURNDOWN RATIO. 9. PROVIDE WITH MOTORIZED AIR INTAKE DAMPER. PACKAGED GAS / ELECTRIC ROOFTOP UNIT SCHEDULE (RTU -X) S.L. ALT OP. COOLING MBH SUPPLY FAN WINTER ENT WINTER EVAP UNIT SYMBOL MFG MODEL NOM TONS EER LEER SEER HEAT SOUND HEAT EFF(Et) DB I,�) HEAT WEIGHT MN OSA CFM RA TEMP `F OSA COIL SA TEMP AN MAX CHAT VOLT UNIT MCA UNIT MOCP NOTES (MBH) (LBS) TOTAL SENS CFM E.S.P. TEMP°F TEMP°F OF I PHASE 2. COOLING CAPACITIES AND AIR FLOWS ARE BASED ON ENTERING COIL CONDITION OF 8062-F DRY/WET BULB, 95 OF AMBIENT AT SEA LEVEL. 3. UNIT SHALL USE R -410A REFRIGERANT. 4. PROVIDE 18 IN. HIGH FACTORY INSULATED ROOF CURB (SET LEVEL), 7 -DAY PROGRAMMABLE THERMOSTAT MODEL VENSTAR T4800 (74900 FOR DEHUMIDIFICATION APPLICATIONS), CONDENSER HAIL GUARD, SIX SETS OF 30%ASHRAE (MERV 8) AIR FILTERS, WELDED ANGLE STEEL SUPPORTS BELOW ROOF TO SUPPORT CURB, STRUCTURAL ENGINEER SHALL VERIFY ROOF CAN SUPPORT UNIT. FLASH AND SEAL CURB INTO ROOF WEATHER TIGHT. 5. PROMDE DOWNFLOW 100% MODULATING LOW LEAK DRY BULB ECONOMIZER WITH BAROMETRIC RELIEF AND FAULT DETECTION & DIAGNOSTICS PER 20151ECC SECTION C403.2.4.7. 20181ECC 403.5.5. 6. PROVIDE BAROMETRIC RELIEF DAMPER. PROMDE WITH POWER EXHAUST. 7. PROVIDE DUCT MOUNTED SMOKE DETECTOR SPACE AGE ELECTRONICS MODEL SL -2000. VERIFY THAT DUCT MOUNTED SMOKE DETECTORS ARE ACCEPTABLE TO THE LOCAL FIRE DEPARTMENT AND COMPATIBLE WITH THE BUILDING FIRE ALARM SYSTEM. PROVIDE INTERLOCK TO SHUT DOWN RTU UPON SMOKE SETECTION, G.C. TO PROMDE WIRING FROM SMOKE DETECTOR TO BUILDING FIRE ALARM PANEL. IF THE BUILDING IS NOT EQUIPPED WITH A FIRE ALARM SYSTEM, PROVIDE STAND. ALONE AUDIOMSUAL ALARM LOCATED IN A CONSPICUOUS LOCATION AS DETERMINED BY THE LOCAL FIRE DEPARTMENT. PROVIDE REMOTE TEST STATION IN ACCESSIBLE LOCATION PER LOCAL FIRE DEPARTMENT. ARCHITECTURE DONNING '=J ■INTERIOR DEBGN I S43 chAmpa st. /200 ■ 8envu, ED 80202 �-I phone: 303.292.9107 U ■ fax: 303.292.4297 W H CHRISTOPHER MENGES Wr l > CHRISTOPHER INC. ,m.auas,9xgmn W a AVNheat �.j l d U w 8 c C`J o v yo. Fe D M s n 1OOOIN - VoOl LOU 0 1 okotOO to ■ M M O 00 O U W^ V in Q W Ni. Lo7e-.: WAW AND W17UN NFMAnW NPENMD HEREIN Is cDP u INIWOtt}I AND SNAIL NOT R MPUCAU. DIs0.WED, DR 011ERWA MPUCAU IAMWT ME WHEN WNSENT DT w HaF N IXCA*e PRWECT NUMBER 21-509.1 DRAM CM CHECKED CM IME 01.29.21 PRELIMINARY 04.27.21 PROGRESS 05.04.21 PERMIT RENSIEHS MECHANICAL SPECIFICATIONS EXPOSED DUCTWORK WITHIN CONDITIONED SPACE SHALL NOT BE INSULATED. DO NOT USE DUCT SEALANT. CLEAN AND M7■7 PREP FOR PAINTING (PAINT BY OTHERS). 1 OF 4 PLUMBING PIPING LEGEND X4111 — REDUCING FNTING - PIPE REDUCES IN SIZE IN Iw= l DIRECTION OF ARROW — G NATURAL GAS PIPING — A COMPRESSED AIR PIPING ------ PIPE TURNING DOWN ------� PIPE TURNING UP -----� RXUURE CONNECTION U POINT OF CONNECTION TO EXISTING (D) DEMOUSH (E) EXISTING TO REMAIN (R) RELOCATE (N) NEW NAILING STRIP RTU BASE RAIL METAL CAP FUSHING CAM STRIP W/ FLASHING FACTORY ROOF ROOFING RETURN SUPPLY CURB DUCT I DUCT ROOF INSULATION CM ROOF OPENING, VERIFY METAL ROOF WITH MANUFACTURER DATA DECKING 31 ROOFTOP UNIT DETAIL M2.0 NTS GAS PRESSURE REGULATOR - 2 PSIG - 7' W.G. TEE W/ PLUG FOR TAXING - PRESSURE MEASUREMENTS, TYP. OF (2) F GAs-BRED ROOFTOP UNIT (BY MECHANICAL) L_____J SUPPORT NEW GAS PIPING BELOW ROOF PER BUILDING STD VENT TO ATMOSPHERE I! MIN. 10 ---� DMME MET ERS MANUAL GAS COCK, EYP. 6' ZEEP DIM EG ir— CAS AWN a GAS CONNECTION DETAIL AM NTS ✓COMcheck Software Version 4,1.5.1 Mechanical Compliance Certificate Project Information Energy Cade: M181ECC Proect Tae: AXIS 70WEST- INTERNATIONAL PAPERTAL Local Meet Ridge, Colorado Climate m 5b PrgetType: New Construction Cons"chon See: Owner/Agent DesignMConewmr: 4990 PARFET ST CHRISTOPHER MENGES PE WHEAT RIDGE, CO 80033 CHRISTOPHER MENGES ENGINEERING INC Additional Efficiency Package(s) 6147 S WINDERMERE WAY UTTLETON, CO 80120 (720)333x851 Reduced interior IigMing Power Requirements are impllcity enforl wi motion IigMing alkmnc¢ colonel Mechanical Systems List Ouanfity System Type B Description 1 RTU -1(SIyle2ore)'. Hnenng: t each - CenVel Furnace, Gas, Capacity =110 R9wT Proceed! EMdacy=80W%Et, Reci IN Eeideni W.W%Et aRO%MILE C Iin:teach Single Package OR Unit Capaary=48 k8WII, AtCooked CmtlnWr, Nr Emromlzer Pm EMdacy=14.03 SEER. Reylred EMtlency: 14.W SEER Fen Symem: FAN SYSTEM 1-Camphance (MMar nameplate HP nre0wd): Pesms Fans: FAN 19¢Ply, Commntvolamq IWO CFM, 1.1 motor namegae hp, 0 o On eHluerc.Y grade 2 MAU-18 MAU-2 (angle Zane): HWNng l such - OCneal Furnace. Gas. Capacity =427 kBUAN RcpwB3 Efidd5y= Stone IT, RpNimid EMtlen y: El %Et Fan System: FAN SYSTEM 2 -conscience (Real namesate HP real Passes Films FAN 2 Supply, Constant Volume 5300 CFM. 6.0 motor nomepute he OA Dun eadeney wide 1 Bill ElecMc smra2e wMer Heateq cagc'Ity: 10 gallons w/ CirmMdon Pump Rcpmtl ERltlmry: 3.03 SL %T (IT a 12 kil Required El cusexi 3.03 SL, "(H, 121 Mechanical Compliance Statement Compliance Statement. The proposed mechanical design represented in this document is consistent with De building plans, speclNcatlons, and other calculations submitted with this permit application. Me proposed mechanical systems have been designed to meet the 20181ECC requirements in COMcheck Version �4ry,1(�.5._.1. and to comply with any applicable mandatory requirements listed in the Inspection Chedlisi. CHRISTOPHER MENGES, P.E.-PRESIDENT`--- 6-17-2021 NameTitleSignature Date Project Title: AXIS 70 WEST- INTERNATIONAL PAPER T.I. Report date 06117/21 Dateflename: G:1CMETrajects12021Q10403-Grey Wolf -Axis Intl PapeN's Intl Papeccck Page 1 o 11 I OFFICE MECHANICAL PLAN Ni 1 3/16"= 1'-0' VENTILATION SUMMARY ARCHITECTURE PLANNING Iw= l ■INTERIOR DESIGN L 1543 champs rt. #200 H~= ■ denver, m 80202 �-I i..f. phone: 303.292.9107 U ■ fax: 303.292.4297 PEOPLE OLITDOO AREA OUTDOOR DEFAULT EXHAUST (~ OCCUPANT AREA BREATHING ZONE AIR ZONE SUPPLY UNCORRECTED Mi Gmellre sense, AIRFLOW RATE IN AIRFLOW RATE Hill OCCUPANT I AIRFLOW I ESTIMATED I OUTDOOR AIR OUTDOOR I ZONE DISTRIBLITIONI OUTDOOR AIRDESIGNI OUTDOOR OCCUPANCY I ROOM I AREA IBREATHINGZONEIBREATHINGZONEI DENSITY I RATE KCUPANCJ TOTAL R Pz AIR Dital I OUTDOOR AIR FFFECTIVIII Air or- z AIR FRACTION CLASSIFICATION NAME I SF I CFM/PERSON I CFWSF 1 #/1000 SF I CFM/SF I (Pz CFM I CFM R Pz+RaAz I (Ez Vbz/E[ CFM I CFM Z =Voz/V 04 LdU 0 O CIO to Pei �0 A\ V` Qr ( MAIN ENTRY LOBBIES ENTRY 101 1 241 1 5 1 0.08 1 10 1 0 1 2 1 12 1 14 1 27 1 0.8 1 33 1 545 1 B% OFFICE SPACES OFFICE 102 375 5 0.06 5 0 2 9 23 32 0.8 40 625 6% TOILET ROOMS -PUBLIC RESTROOMS 236 0 0A 50770 0 0 0 0 0.8 0 ISO 0% MAIN ENTRY LOBBIES BREAK RM 108 158 5 0.08 10 0 2 9 11 20 0.8 26 250 10% TOTALS W 1800 8.2% Ventilation Efficiency Ev)= 1 Cormetetl Outdoor Air Frin ion 8.2% Total ft 'd Outside Air CFM 99 MECHANICAL SYMBOL LEGEND L. MANUAL VOLUME DAMPER - PROVIDE IN EACH NEW SUPPLY AND EXHAUST AIR RUNOUT. ROOM THERMOSTAT - 7 DAY/24 HR PROGRAMMABLE W/ NIGHT SETBACK AND MANUAL OVERRIDE Q HVAC NUMBERED NOTE ® DUCT MOUNTED SMOKE DETECTOR ® UL 555 & UL555S COMBINATION FIRE/SMOKE DAMPER. SEE SPECIFICATIONS. ONEW SHEETMEfAL DUCTWORK - ACOUSTICALLY UNED DNEW SHEETMETAL DUCTWORK RUNOUT `I --r 45 DEGREE ENTRY FIITING ROUND SPIN -IN ENTRY FITTING T'1E,T El" WITH TURNING VANES VOLUME DaRAC70R ® SQUARE -TO -ROUND TRANSITION 0-4-q RETURN AIR GRILLE - REFER TO SCHEDULE SUPPLY NR DIFFUSER - REFER TO SCHEDULE 1771 ACCESS DOOR IN DUCT - REFER TO SPECFlCAPONS & DETAILS SE50 1t AIR OUTLET/INLET TAG - BOTTOM NUMBER INDICATES AIR FLAW IN CFM eEQUIPMENT TAG - REFER TO SCHEDULES POINT OF CONNECTION TO EXISTING AFF ABOVE FINISHED FLOOR B.O.D. BOTTOM OF DUCT (D) MECHANICAL ITEMS TO BE DEMOLISHED (E) EXISDNG MECHANICAL TO REMAIN (R) RELOCATE MECHANICAL ITEMS RA RETURN AIR SA SUPPLY AIR MECHANICAL KEYED NOTES (D1 UNDERCUT DOOR 5/8' FOR AIR TRANSFER INTO OR OUT OF ROOM (� VV OV V V V C� V O KJ KJ G lJ 2 KEY PLAN M2.0 I NOTTOSCALE .UL DOW AND will WEIR ANN MPewuc HmtN Is mPrmwim aWIAMN OD 41,YL NOT Is DAMMED, DIsaWN. DH OutletL DAMMED MMaT ME ARITIp CONSENT G Own Har.wfXlrzcnre PRWECT NUMBER 21-509.1 DRAM CPM CHl CPM ISSUE 01.29.21 PRELIMINARY 04.27.21 PROGRESS 0 05.. 04.21 PERMIT 006.22.21 PERMIT RESUB RENSIONS MECHANICAL PLANS MH 2 OF4 ARCHITECTURE PLANNING Iw= l ■INTERIOR DESIGN L 1543 champs rt. #200 H~= ■ denver, m 80202 �-I i..f. phone: 303.292.9107 U ■ fax: 303.292.4297 W (~ Wr CHRISTOPHER MENGES INC., lENGINEERING, O Mi Gmellre sense, w�i ,m.usual -me, innsa�Lithium W L O hill tio<W of U •u, m ��r7� H Co G,k'ing Ori .UL DOW AND will WEIR ANN MPewuc HmtN Is mPrmwim aWIAMN OD 41,YL NOT Is DAMMED, DIsaWN. DH OutletL DAMMED MMaT ME ARITIp CONSENT G Own Har.wfXlrzcnre PRWECT NUMBER 21-509.1 DRAM CPM CHl CPM ISSUE 01.29.21 PRELIMINARY 04.27.21 PROGRESS 0 05.. 04.21 PERMIT 006.22.21 PERMIT RESUB RENSIONS MECHANICAL PLANS MH 2 OF4 Fees L i..f. �e O diiiiiiiiiiii �r L �A �e Feest Co 1 C) o w C/ 1 W LU O Ueo 04 LdU 0 O CIO to Pei �0 A\ V` Qr ( 04, LU y 1 > ■ .UL DOW AND will WEIR ANN MPewuc HmtN Is mPrmwim aWIAMN OD 41,YL NOT Is DAMMED, DIsaWN. DH OutletL DAMMED MMaT ME ARITIp CONSENT G Own Har.wfXlrzcnre PRWECT NUMBER 21-509.1 DRAM CPM CHl CPM ISSUE 01.29.21 PRELIMINARY 04.27.21 PROGRESS 0 05.. 04.21 PERMIT 006.22.21 PERMIT RESUB RENSIONS MECHANICAL PLANS MH 2 OF4 ARCHITECTURE BANNING ION= l ■INTERIOR DEBGN 1 2 3 4 5 66 % gg 1543 champs 00 er IO OI I I I I I � ■ Aenv. m 80202 Phone: 303.2922 .919107 () ■ fax: 303.192.4297 I~j.N CHRISTOPHER MENGES W ENGINEERINC, INC. O W W neat o q,. [3] o 19. 'Win N`s I A----------- I UP ROOF _______�_R10-NRFTZHOiF_____________________________________}_______________________________________________}_______________________________________________i-______________________________________________�-__________________________________ ___ _N __ ________________________________________ PARAPET PER PROVED . DIWNIY ' I HOLD RN OPD NGS MIN. 25 FI FROM r PARAPET OVED D DRAWINGS Qj ❑ 1 70 TIME CLOCK I 10 MBH 788 LBS RUN CONTINUOUS DURING OCCUPIED I d. T5DLBS BLDGHOU S WAREHOUSE K O6 CFM/SFREOUIRED IS 120 VENTILATION EFFICIENCY = 10,538 CFM I 5,7722® C 450 lfGAS 0 � l� 7,170 CODE ALLOWED CFH TO TIME CLOCK 1 O RUN CONTINUOUS DURING OCCUPIED B BLDG HOURS aj �.F (— O 00 w Lu 0 L 400 MBH 431 MBH L 400 MBH -1 I 400 `MBH 5 I a/ U 331 1404 LBS 3311 W TYP. FOR 8 E3 E5 TYP. DR B E7 TYP. FOR 8 ' ^ E1 I I V 1 I I_ MBII I I I 20x12 I 36x12 I JBx12 I I 20x12 I I 20x12 1 ` n► 400 in I G45_—�—_—_ 1-1/4 GAS 0 2PSIG. _— =_ __ _ _#1=•�q5__ _ =1 1/ 0 2PSIG.—=—= _—_ -- _ —� GAS 0 9'SIG. 2.94~�=—=__='+~=2' 0 2.831 v' O ~ Lu 910 CFH O 450 LF. 2,141 CFH O 450 LF. CFH 0 450 LF. 4,500 CFH 0 450 LF. 4,500 i 1,580 CODE ALLOWED CFH 2,330 CODE ALLOWED CFH CODE ALLOWED CFH CODE ALLOWED CFH I ■ V E2 E4 EB EB 400 M 400 MBH 400 MRN 400 MBH C o RE C.5 4 3f>M c/:0 TO TIME CLOCK I 5-3-2021 RUN CONTINUOUS �lIJlIED,' DURING HOURS I ON& 12D Ni mnw AND W ITRN WFMAEffl NPEAMNR HEREW Is mPr u _---_—_—_ --_—_ - - - - 2- - - - - - - - - - - - - - - --_— 'D�PuwTED.DsaosmCAME Rwx mNATON AND SHN NOT a -_—_—_—_—_—_—_—_-_—_—_—_ - _—_—_ MPUCAU WTHOW mE WHEN CONSENT a LAEr Wxr NCHNrzcEe / PRWECT rvVURER 21 -$CPM URANN CPM cNEaEn CPM IME 01.29.21 PRELIMINARY 04.27.21 PROGRESS 05.04.21 PERMIT Q RENSIONS D*Vi i i ET-------------- _______ ___ -___ N MECHANICAL PLAN - NORTH i MECHANICAL PLAN - NORTH IN M2.1 1/16-= 1'{T WWI 3 OF M 0 2PSIG, H O 450 LF. IDE ALLOWED CFH 2-1/2' GAS 0 2PSIG, 5,772 CFH 0 450 LF. 7,170 CODE ALLOWED CFH i I I SO -1 400 MBH 331 ON TIP. FOR 8 20x12 I —xv - _-1--2'GAS --- 4-------�'*----4--2'GAS �2- GAS 0 2PSIG, 2,941 2' GAS 0 2PSIG, 2,831- CFH 0 450 LF. 4,500 CFH 0 450 LF. 4,500 CODE ALLOWED CFH CODE ALLOWED CFH WAREHOUSE VENTILATION REWIRED 5 140,500 SF K 0.06 CFM/SF / 0.8 VENBLARON EFFlCIENCY = 10,538 CFM SG -I-\ 431 MBH '3311,104 LBS TYP. FOR 8 M4U 2 36x12 nr -A y 1-1/2' GAS 0 2PSIG, CFH 0450 lF. 2,3306 CODE DE PLLOWED CFH -- j (E) 1-1/4- GAS 0 2PSIG, 800 CFH 0 4% LF. 1,560 CODE ALLOWED CFH E10 400 MBH TO TIME CLOCK RUN CONRNUOUS WRING OCCUPIED BLDG HOURS 0 LBS 3 Mai TO TIME CLOCK RUN CONRNUOUS WRING OCCUPIED BLDG HOURS _—_—_—_---_—_— 4 - - - - _---------- 11 D.4 /p[ - DN9 j � E i i it i MECHANICAL PLAN - SOUTH IN M2.2 1 /16" = 1'{T ARCHITECTURE BANNING '= J ■INTERIOR DESIGN 1543 champa n. /200 ■ 8envu, Do 80202 �-I phone: 303.292.9107 U ■ fax: 303.292.4297 H CHRISTOPHER MENGES Wr l OENGINEERINC, INC. ,m.auas,.wr.manw� 4T I a 0 oAW heaYR/ „, 6 ry w Ni. Lo7e-.: ULLNI MD WRITTEN NrmRAN04 "PE.wxc HEREIN Is mPr u ORMADUN AND sx.YL NOT BE DUPLICATED. DIs0. .aN ONERN DUPLICATED NUNN ME WHEN 00f4MNT er OILY ROD, Xlrzcnre PRWECT NUMBER 21-509.1 DRAM CPM CHECKED CPM IME 01.29.21 PRELIMINARY 04.27.21 PROGRESS 05.04.21 PERMIT RENEWS MECHANICAL PLAN - SOUTH M2■2 4 OF L j L CL d. �L L L (n M O W W Lu O U...m U O CIO in to C) Q 04, LL < 41*4 >> ■ Ni. Lo7e-.: ULLNI MD WRITTEN NrmRAN04 "PE.wxc HEREIN Is mPr u ORMADUN AND sx.YL NOT BE DUPLICATED. DIs0. .aN ONERN DUPLICATED NUNN ME WHEN 00f4MNT er OILY ROD, Xlrzcnre PRWECT NUMBER 21-509.1 DRAM CPM CHECKED CPM IME 01.29.21 PRELIMINARY 04.27.21 PROGRESS 05.04.21 PERMIT RENEWS MECHANICAL PLAN - SOUTH M2■2 4 OF V-Okl 1 T•_4" 6 6' D15TRIBUTION AND RACEWAY mMAIN DISTRIBUTION CENTER /MDL) 06 SURFACE MTD PANELBOARD MG RECESSED PANELBOARD ETJ TRANSFORMER �N BRANCH CIRCUIT HOFERUJ AUTHORITY HAVING JRISDOTON CONDUIT CONGEALED IN FLOOR OR UMIDC'RGROIIND AMPERES NM UPTINS GAPAUT' ATS CONDUIT EXPOSED OR CONGEALED IN WALL _ OR CEILING O RACIEWAY UP • RALEHAY DOWN CB LAPPED CONDUIT GT 3 CURRENT TRANSFORMER DEDICATED CIRCUIT CIRCUIT BREAKER 5WITLH •- �J FUSED SWITCH I GROUNDINB ELECTRODE CONDUCTOR ❑M METER EXI5TIN5 TO REMAIN &ROUND FAULT PROTECTION FIRE ALARM ® FIRE ALARM CONTROL PANEL ® FIRE ALARM ANNJNCIATOR/6RAPHIC MAP ® FIRE ALARM REMOTE POWER S Y 13 CONTROL MODULE ® MONITOR MODULE 0 MANUAL PULLDOWN STATION fl WALL MOUNTED ADA STROBE ADA HORN OR SPEAKER WITH STROBE Q� MINI HORN / STROBE �� ELEGTROMA6NETIC DOOR HOLD OPEN 09 SPRINKLER FLOW SWITCH all 5PRINKLER TAMPER SWITCH •T THERMAL DETECTOR •s PHOTOELECTRIC SMOKE DETECTOR DICT 5MOKE DETECTOR, SUPPLY OR RETURN QE REMOTE INDICATIN5 LIGHT (TEST SWITCH) 00 II MOTORIZED 5MOKE DAMPER V� RESCUE ASSISTANCE PHONE -F FIRE FIGHTERS PHONE JACK POWER PANEL, O FIRE ALARM PANEL, OR MASTER CLOCK TO CEDER Z TO CENTER O O $ 0 TO BOTTOM 5 -4" (SEE NOTE 5) TO CENTER NOTES, I. WHERE MULTIPLE LINE VOLTA6E DEVICES ARE SHOWN ADJACENT TO EACH OTHER THEY ARE ALL TO SHARE THE SAME JUNCTION BO%, W TO FOUR 0AN55. 2. WHERE MORE THAN FOUR DEVICES ARE SHOWN ADJACENT TO EACH OUTER, DEVICES ARE TO STALK VERTICALLY ABOVE ONE ANOTHER IN TWO ROWS IN A5 SMALL OF GANG BOXES A5 POSSIBLE. I.E. 51X DEVICES HILL USE TWO THREE &AN5 BOXES, FIVE DEVICES WILL USE ONE THREE 6AN6 AND OE TWO GAN& BOX. 3. SEPARATELY 6AN D DEVICES ARE NOT ALLO^ED TO BE INSTALLED ADJACENT TO ONE ANOTHER HORIZONTALLY WITHIN THE SAME STIR BAY. 4. AIDIBLENISJAL FIRE ALARM DEVICES SHOWN ARE TO BE MOUNTED AT 90' OR 61- BELCH "BELOW CEILING, WHICHEVER 15 LOWER. ADA 5TROBE5 TO BE MOUNTED AT 60' AFF OR 6" BELOW CEILING, WHICHEVER 15 LOWER. 5. THE EC. SHALL REFER TO INTERIOR DE516N ELEVATIONS TO COORDINATE ALL COUNTER HEI 5HT5. ALL 'AC" DEVICES SHALL HAVE BOTTOM OF BACK -BOX MOUNTED 4" ABOVE THE BAGK/SIDE SPLASH. 1 I MOUNTING HEIGHTS DETAIL �E N.T... ABBREVIATIONS AND 5YMBOL5 A AMPERES) AG ABOVE Ca R AFF ABOVE FINISHED FLOOR AF5 ABOVE FINISHED GRADE AIU AUTHORITY HAVING JRISDOTON AIG AMPERES NM UPTINS GAPAUT' ATS AUTOMATIC TRANSFER SWITCH BPF BELOW FINISHED FLOOR L GONCUIT CAN CABLE TELEVISION CB CIR IT BRFMRR GT CURRENT TRNCiORMER DED DEDICATED CIRCUIT DISC DISCONNECT DW DISHWASIHR CHIOS) DRAHIWS) (E EXI5TIN5 TO REMAIN EC ELECTRICAL CONTRAOTOR EF EXHAUST FAN (ERI EXI5TIH& TO BE RAq',ATED EM EER6BNCY BFO EBi6ENCY POWER OFF EAC ELECTRIC WATER COOLEz F USE FLA FULL LOAD AMPS 6 6Rp,ND 5C GENERAL COMMACTOR CO &DREDGE DISPOSAL &FI 6RLLND FAULT CIRCUIT INTERRUPTER 5FP 6RWND FAULT PROTECTION HP HLRSEPOW£R UDF INT $ATE 0I5TMOUTION FALILITT 16 ISOLATED &POFD USC SHORT CIRCUIT CURRENT KVA KILOVOLT AMPERE(5) KW KILOKXTT(5) LTG LIBHNNS MOA MNIMIM CIRCUIT AMP SB) MCB MAIN CIRCUIT BREAKER MDP MAIN DISTRBUTION CENTER MOF MAIN DISTRIBUTION FACILITY MLO MAIN LUSS ONLY MNS MANUAL TRANSFER SWTCH MW MICROWAVE NC IbRMALLY CL(T�® NL NIGHT LIGHT - 5E_ GENERAL Il'JIES NO NORMALLY OPEN OAE OR APPROVED ECMAL ON OVHi1EPD P POLE PART PARTIAL CIRCUIT PH,0 PHASE PW. PANEL (W REMOVED SasnN5 TO BE REMIOVED RCPT RECEPTACLE RE REFRIGERATOR (ftU RELOCATED LOCATION SPD GIR6E PROTECTION DEVICE UC UNDER CONnEP/CABINET W UIOFRGROIIND UDI UNYY OTHERWISE NOTED V VQT(5) W HAMS) OR WRE Was WIRE GUARD WY XFMR WEATHERPROOF TRANSFORMER 0 POOL EQUIPMENT SCHEDULE NOTATION OKITOEN EQUIPMENT SCHEDULE NOTATION OMECHANICAL EQUIPMENT 564EDULE NOTATION O DETAIL NOTE QDELTA REVISION NOTE SEPARATE POWER FROM LOW VOLTAGE LA51-IN6. PROVIDE ELECTRICAL HIRE SIZE QLIGHTING CONTROLS SEQUENCE RECTANGULAR SERVILE PLATE WITH SATIN FINISH. OF OPERATION /TI H DETAIL REFERENCE TAB Cr DOCUMENTS, VISIT THE SITE, AND THOROUGHLY BECOME FAMILIAR WITH CENTER LINE OE516NATON OB LI6HTIN6 FIXTURE5 Aa LUMINAIRE TYPE, REFERENCING LUMINAIRE SCHEDULE, TYPICAL ALL FIXTURE5. Q SUBSCRIPT, IF SHOWN REFERENCES WALL a�dln SWITCH OR RELAY/ZONE CONTROL. 4 WALL MOUNTED LUMINAIRE o SURFACE OR PENDANT MOUNTED ®❑ LUMINAIRE 2. RECESSED LUMINAIRE 0 ❑ D 16HT LUMINAIRE ® SURFACE CEILING LUMINAIRE ID PENDANT LUMINAIRE e ARROW INDICATES DIRECTIONAL 24. LUMINAIRE Q MONOPOINT LUMINAIRE �Q SURFACE OR PENDANT TRACK LUMINAIRE OMOLDED REFER TO FIXTURE SCHEDULE FOR HEAD �I QTY. LED TAPE LUMINAIRE ® FESTOON LIGHTING 0 0 0 o e RECESSED MULTI -HEAD LUMINAIRE ® FLOOR OR TABLE LAMP Q EXIT LUMINAIRE - SHADED INDICATES Tc FADE/ DIRECTIONAL ARROWS AS SHOWN. ® BATTERY PACK EMER5E110Y LUMINAIRE Q Q HATCH INDICATES EMERGENCY LUMINAIRE O PORCELAIN KEYLE55 LAMP HOLDER 8 STEP LIGHT TYPE LUMINAIRE 0 4 IN6RADE UPLI6HT ® BOLLARD OR POST TOP LUMINAIRE Eo EXTERIOR AREA LIGHT WIRIN6 DEVICE5 Q Dllf LE% REGFPTAGLE I. FOUR FLEX RECEPTACLE Q SINGLE RECEPTACLE a�dln COMBO RELEPTALLE/SWITLH SWITCHED DUPLEX RECEPTACLE T® SPECIAL PURPOSE REGEPTAGLE ®❑ FLOORMOUNTEDSPECIAL PURPOSE 2. RECEPTACLE ® ® FLOOR MOUNTED RECEPTACLE DUPLEX/QUAD 5URFACE RACEWAY ID CLOCK RECEPTACLE UNCTION BOX 24. WALL MOUNTED J -BOX FLOOR MOUNTED JUNCTION BOX LASE CIRCUIT BREAKER IN OMOLDED ENCLOSURE �I NON-FUSED DISCONNECT SWITCH FL5ED 01S 11NEGT SWITCH ® MAGNETIC CONTROLLER (STARTER) JaJ COMBINATION STARTERDISCONNECT SWITCH MOTOR Q RELAY Tc TIME CLOCK ® PHOTOCELL $TO THERMAL OVERLOAD 5"1 $ 51NSLE POLE SWITCH $a 3 -WAY SWITCH $4 4 -WAY SWITCH $K KEY OPERATED SWITCH Eo DIMMER SWITCH $TXOaM RECESSED DOOR SWITCH ® LIGHTRLS CONTROL DEVICE. REFER TO LLm D IAIL5 FOR CONTROL INTENT. 5Y5TEM5 TTG, MDF OR UDF SYSTEM BACKBOARD v TELECOMMMUNICATION OUTLET ® FLOOR MOUNTED TELECOMMUNICATION OUTLET ai TELEVISION CURET SPEAKER - PA61N6 AND OR SOUND SYSTEM O° x (X) - INDICATES SPEAKER ZONE ® MICROPHONE OUTLET 0 VOLUME CONTROL OO ASH BUTTON C34 CLOSED CIRCUIT TELEVISION CAMERA GABLE TRAY (LENGTH AS INDICATED ON DRAWINES) r*l MCMIECNfd ftINNNG F^4] ■NR9CR CWOI 1543 champa rt. #200 ■ denver, co 80202 17-0 phone: 303.292.9107 U ■ fm 303.292.4297 Ix AEDESIGN •B w a to Wheargv BON% 00�4 OC ELECTRICAL GENERAL NOTE5 I. THE CONTRACTOR SHALL PROVIDE ALL LABOR AND MATERIAL 22. ALL NEW CIRCUITS SHALL HAVE A &ROUND WIRE INSTALLED. NECESSARY FOR A COMPLETE AND FUNCTIONING ELELTRILAL SYSTEM. ^L' W^ 23. ALL WIRING NOT INSTALLED IN CONDUIT AND INSTALLED IN THE CEILING 2. MATERIALS AND INSTALLATION SHALL COMPLY WITH CODES, LAWS AND SPACE SHALL BE PLENUM RATED. ORDINANCES OF FEDERAL, STATE AND LOCAL GOVERNING BODIES HAVIN6.LRISDIGTION. 24. ELECTRICAL CONTRACTOR SHALL PROVIDE ALL S IAL OUTLET BOXES O THAT MAY BE RE-GNIRED TO ENCLOSE RECEPTACLES. 3. MATERIALS AND EQUIFMENT SHALL BE LISTED AND/OR LABELED BY UL., ETL, 65A OR ANOTHER RECOGNIZED TE5TIN9 LAB, 25. EACH SWITCH, LIGHT, RECEPTACLE AND OTHER M15CEI-LANEDUS DEVICE L SHALL BE PROVIDED WITH A GALVANIZED OR FRE55ED STEEL OUTLET 4. ALL WORK RECUIRED FOR THE INSTALLATION AS SHOWN ON DRAMN65 BOX OF THE KNOCKOUT TYPE, OF NOT LESS THAN NO. 14 U.S. eAUCrE STEEL. INGLUDIN6 LABOR, EQUIPMENT AND MATERIALS SHALL BE IN STRICT CONDUITS SHALL BE FASTENED WITH LOCKNWT5 AND BUSHINGS AND ALL COMPLIANCE WITH THE BUILDING STANDARDS, EXCEPT AS NOTED 1- UNUSED KNOGKOUTS MST BE LEFT SEALED. THERE MST BE SUFFICIENT 3 OTHERWISE. M O ROOM FOR WIRES AND BI 114955 AND DEEP BOXES SHALL BE INSTALLED L.Ld WERE RBAJIRED. BOXES SHALL BE SECURELY AND ADEQUATELY 5. THE CONTRACTOR SHALL SECURE AND PAY FOR ALL PERMITS, LLm SW PORTED. 60VERNMEMAL FEES, TAXES AND LICENSES MECE55ARY FOR THE PROPER EXECUTION AND COMPLETION OF THE ELECTRICAL WORK, 26. IN EXPOSED AND SUSPENDED CEILING APPLICATIONS, ROUTE C IT AS v1 CLOSE TO 5TRUGTURAL SLAB OR DECK AS POSSIBLE, AND SUPPORT 6. THE CONTRACTOR SHALL PREPARE AND SUBMIT TO &OVERNMEMPL Q CONDUIT AND JUNCTION BOXES DIRECTLY FROM THE STRUCTURAL SLAB, A NCIE5 AND UTILITY COMPANIE5 SHOP ORAWINS5, WHICH ARE REQUIRED DECK, OR FRAMING PROVIDED FOR THAT PURPOSE. LI6HTIN6 BRANCH >w BY THESE AGENCIES, FOR THEIR APPROVAL. CIRCUIT CONDUIT5 SHALL NOT BE CLIPPED TO THE CEILINS SYSTEM HAS BEEN S IFICALLY DE51&NED FOR THAT PURPOSE. 1. THE CONTRACTOR SHALL NOTIFY THE ARLHITECTZEN61NEER/OWNER OF ANY MATERIALS OR APPARATUS BELIEVED TO BE INADEQUATE, 2'i. ALL EXPOSED CONDUIT SHALL BE CONGEALED TO THE GREATEST EXTENT UNSUITABLE, IN VIOLATION OF LAYS, ORDINANCES, RULES OR REGULATIONS POSSIBLE, AND SHALL BE INSTALLED PARALLEL AND CLOSE TO OF AUTHORITIES HAVING URISDIGTION. 5TRUCTURAL MEMBERS. GENERAL CONTRACTOR SHALL PAINT CONDUIT TO MATCH ADJACENT FINISHES. 6. FOR ALL JOBS THAT INCLUDE DEMOLITION WORK BY THE ELECTRICAL CONTRACTOR, DURING AND AFTER DEMOLITION, EC SHALL MAINTAIN 2b. WHERE FLOOR PITTINGS R52 IRE PENETRATION OF THE FLOOR SLAB, THEY CIRCUIT CONTIWITY TO ALL EX15TIN6 DEVICES THAT ARE TO REMAIN. EL SHALL BE STANDARD DEVICE LISTED BY UL FOR THE PURPOSE AND HAVE SHALL REMOVE, RELOCATE, AND/OR REWORK ANY CONDUIT AND WIRN6 A UL FIRE RATING EQUAL TO THE FLOOR RATING. FLOOR SERVILE BOXES TO FACILITATE THE NEW CONSTRUCTION SCOPE OF WORK. FOR ALL SHALL BE MODULAR AD.LSTABLE FLUSH TYPE, DUAL SERVILE UNITS LUMINAIRES THAT ARE EXISTING TO REMAIN OR EXI5TIN& TO BE SUITABLE FOR WIRIN6 METHOD USED. COMPARTMENT BARRIERS SHALL RELOCATED, EL SHALL CLEAN LENSES AND REPLACE ALL FXTINGUI54ED SEPARATE POWER FROM LOW VOLTAGE LA51-IN6. PROVIDE LAMPS, UON. RECTANGULAR SERVILE PLATE WITH SATIN FINISH. 4. THE CONTRACTOR SHALL CAREFULLY EXAMINE THE CONTRACT 29. ALL RECEPTACLE5 SHALL BE SPECIFICATION &RADE NEMA 5-2OR UNLESS DOCUMENTS, VISIT THE SITE, AND THOROUGHLY BECOME FAMILIAR WITH OTHERWISE NOTED. THE BUILDING STANDARDS AND LOCAL GONDITIONS RELATING TO THE WORK. FAILURE TO DO SO WILL NOT RELIEVE THE CONTRACTOR OF THE 30. ALL L16HT SWITCHES SHALL BE 5PEOFILATION GRADE, QUIET OPERATION O0J&ATION5 OF THE CONTRACT. RATED 120/2T VOLT, 20 AMPS, UNLESS OTHERWISE NOTED. 10. ALL MATERIALS, AND EQUIPMENT SHALL BE ERECTED, INSTALLED, 31. ALL FACE RATE AND DEVICE COLORS SHALL BE APPROVED BY CONNECTED, GLEANED, ADJUSTED, TESTED, CONDITIONED, AND PLACED IN ARCHITECT OR OWNER/LEASEE. SERVICE IN ACCORDANCE WITH THE MANUFACTURERS DIRECTIONS AND RE -COMMENDATIONS. 32. PROVIDE LUMINAIRES SHOWN AS SHADED WITH EWERBI BATTERY 15 C POWER EMER6ENGY LUMINAIRES SHALL SENSE UNSWITGNED I. ALL CUTTING, DRILLING AND PATCHING OF MASONRY, STEL OR IRON POWER TO THE SPADE AND OPERATE AUTOMATICALLY UPON LOSS OF WORK BELON61N6 TO THE BUILDING MUST BE DONE BY THIS CONTRACTOR NORMAL POWER. ALL EMERGENCY LUMINAIRES WITH LED SOURCES SHALL IN ORDER THAT H15 WORK MAY BE PROPERLY INSTALLED, BUT UNDER NO BE PROVIDED WITH 90 MINUTES OF BATTERY BACKUP POWER. ALL CONDITIOUS MAY STRUCTURAL WORK BE LUT, EXCEPT AT THE DIRECTION EhERSENCY LUMINAIRES SHALL HAVE INTEGRAL OR REMOTE TEST OF THE ARCHITECT-DE516MER OR THEIR REPRESENTATIVE. SWITCHES AS INDICATED IN THE FIXTURE SCHEDULE AND VISIBLE INDICATING LIGHTS. CONNECT THE EMERGENCY BATTERY TO THE 12. EC. 15 TO REFER TO ARCHITECTURAL PLANS AND SPECIFICATIOS FOR UN-51KITOED LE6 OF THE LIOHTIN6 CIRCUIT INDICATED. ALL FIRE RATED PENETRATION INSTALLATION RC-QIIREMENTS. E.G. IS TO NOTIFY ENGINEER AND ARCHITECT PRIOR TO INSTALLING ANY FIXTURES 53. ALL E%IT SIGNAGE LUMINAIRES SHALL BE CONNECTED TO THE LIGHTING WITHIN A FIRE RATED LEILIN6 OR WALL. FIRE RATIN& MST BE CIRCUIT FEEDING THE ADJACENT AREA AND WIRED AHEAD OF ANY LOCAL MAINTAINED FOR THIS TYPE OF INSTALLATION WITH DRYWALL TENTING. SWITCHING, UON. 13. SHOP DRAWIN95 SHALL INCLUDE MANUFACTURERS NAMES, CATALOG 54. UNLESS OTHERWISE NOTED, LUMINAIRES DE516NATED AS NI5HT LIGHT OdU NUMBER5, CUTS, DIASRAM5 AND OTHER SUCH DESCRIPTIVE DATA AS MAY SHALL BE CONNECTED AHEAD OF LOCAL SWITGHIN6 AND REMAIN ON 24 BE REWIRED TO IDENTIFY AND REVIEW THE EGUIPMENT. SUBMITTALS HOURS A DAY. SHALL BE IN L061LAL 6ROUP5, FOR EXAMPLE, ALL LISHTIN6 FI%TURES, PARTIAL SUBMITTALS WILL NOT BE REVIEWED. 35. ALL DIMMED LI6HTN5 CIRGUIT5 ARE TO RECEIVE DEDICATED M EUTRAL5. DO NOT SHARE NEUTRALS ON DIMMED LI,&HTIN5 CIRCUITS. 14. SUBMIT (3) COPIES OF THE FOLLOWING SHOP DRAWINGS FOR REVIEW A. PAMELBOARDS 36. PROVIDE OWNER WITH A COMPLETE LII OF ALL LAMP5 UTILIZED ON B. DISCONNECTS THE PROJECT INCLUDING MANUFACTURER AND CATALOG INFORMATION. G. FIRE ALARM SYSTEM PROVIDE A SUGGESTED SOURCE, INCLUDING CONTACT NAME AND PHONE D. LIGHT FIXTURES LUMBER FOR REORDERING. E. LIGHTING CONTROLS F. PROVIDE 'AS -BUILT' DRAWN55 AND SUBMIT TO 31. THE CONTRACTOR SHALL VERIFY THE CEILING TYPE BEFORE OR 1145 ARCHITELVOE5IGNER. LI6HTN5 FIXTURE5. 6. ALL MATERIAL, EQUIPMENT, WIRIN6 DEVICES, ETC. SHALL BE NEW, UNLES5 56. ROU6H-IN FOR MECHANICAL EQUIPMENT SHALL ONLY OCCUR AFTER SPECIFICALLY INDICATED AS EXI5TIN5 TO BE REUSED. MUECHANILAL EQUIPMENT SUBMITTALS ARE THOROUGHLY REVIEWED FOR CHANGES. NOTIFY EN9INE R OF ANY DISCREPANCIES. 16. CONTRACTOR SHALL OBTAIN AND VERIFY EXALT UTILITY COMPANY DRAWINGS AND REOUIREMENT5. ELECTRICAL CONTRACTOR 15 TO SUBMIT 39. FINAL LAYOUT AMID QUANTITY OF ALL FIRE ALARM DEVICES 5UB.EGT TO A COMPLETE CONSTRUCTION DRAWING SET TO THE EI-ECTRICAL UTILITY APPROVAL OF LOCAL AUTHORITY HAVING .BRISDICTION. COMPANY WITHIN 10 DAY5 OF AWARD OF CONTRACT. COORDINATE TIMELINE OF THE REVIEW, APPROVAL, ALL ASSOCIATED DOW TIME, 40. EC SHALL COORDINATE ELECTRIC WATER COOLER RECEPTACLE GON"TRULTION SCHEDULING, DELIVERY, AND INSTALLATION OF THE UTILITY PLACEMENT SUCH THAT THE RECEPTACLE 15 ACCESSIBLE WITHIN THE TRANSFORMER. NOTIFY OWNER OF 5GHFDULIN5 CONFLICTS. WATER COOLER SHROUD, YET CONGEALED BY THE SHROUD PER MEG 422.33(A). PROVIDE SmA &FLI CIRCUIT BREAKER IN ELECTRICAL PANEL A. ALL NEW CIRCUIT BREAKERS FOR NEW OR EXI5TIN& PANELBOARDS SHALL PER NEG SECTION 422. MATCH EXI5TIN6 BUILDINS PANELBOARD MANUFACTURER AND BREAKER TYPE. THE CONTRACTOR SHALL PROVIDE NEW TYPE WRITTEN PANEL 41. THE POWER AND CONTROL REQUIRE S FOR ALL EQUIPMENT DIRECTORIES FOR ALL NEW PANELS AND EXI5TING PANELS WHICH HAVE CONNECTIONS SHALL BE CONFIRMED WITH APPROVED SHOP ORAWIN55 CHANGED. PA I -BOARD SHALL BE MARKED WHERE THE SOURCE OF PRIOR TO ELECTRICAL ROU& 114. FINAL POWER RECUIREMENTS, POWER SUPPLY ORI&INATE5, AND IF SERIES COMBINATION SYSTEMS ARE DIMENSIONED ROUGH -IN LOCATIONS, LOW VOLTAGE SYSTEM CONMELTION5, UTILIZED AND THEIR LISTED AMPERE RATING. ETC. SHALL BE CONFIRMED AND MODIFIED AS REQUIRED. 16. DO NOT SHARE NEUTRAL CONDUCTORS FOR MULTIWIRE BRANCH CIRGUIT5. 42. ALL DEVICES IN OR ABOVE COUNTERS SHALL HAVE LOCATIONS AND WHERE SHARED NEUTRAL CONDUCTORS ARE REQUIRED (SUCH AS POWERED MOUNTING HEI5HT5 CONFIRMED WITH ARCHITECTURAL ELEVATIONS 4 FURNITURE SYSTEMS), HANDLE TIES SHALL BE PROVIDED ON THE CIRCUIT OWNER PRIOR TO RO 114. ANY ADJGTMENTS TO MOUNTIN5 HE16HT5 BREAKER5, WITH SHARED NEUTRALS, SUCH THAT IT WILL SIMULTANEOUSLY REQUIRED BY LACK OF COORDINATION WILL BE AT THE CONTRACTORS DISCONNECT ALL UNGROUNDED CONDUCTORS. ALL HANDLE TIES ARE EXPENSE REQUIRED TO BE UNDILATED ON THE PAIELBOARD SHOP DRAWIN65. 43. ALL EXISTING ELECTRICAL SERVICES NOT SPECIFICALLY INDICATED TO 19. 5HOULD ACTUAL FIELD CONDITIONS REQUIRE INDICATED CIRCUIT BE REMOVED OR ALTERED SHALL REMAIN AS THEY PRESENTLY EXIST. DESIGNATIONS TO VARY, INDICATE THE CIRCUIT NUMBER U5E0 ON THE "A5 -BUILT" ORAININFf. 44. IDENTIFY EACH RECEPTACLE WITH PANELBOARD IDENTIFICATION AND CIRCUIT LUMBER. USE NOT, STAMPED, OR ENGRAVED MACHINE PRINT 145 20. ALL SERVILE EGLIPMENT (OTHER THAN IN DWELLING UNITS) SHALL BE WITH BLACK -FILLED I.ETTEMIN9 ON FACE OF PLATE, AND DURABLE WIRE LEGIBLY MARKED IN THE FIELD BY THE ELECTRICAL CONTACTOR WITH MARKERS OR TABS INSIDE OUTLET BOXES. THE MAXIMUM AVAILABLE FALI CURRENT AS INDICATED WITHIN THESE DOCU-ENT5. THE FIELD MAR1<046(5) SHALL COMPLY WITH ELEGTRIGAL 45. UNLESS OTHERWISE NOTED, ALL SFO RECEPTACLES SHALL HAVE SPECIFCATIONS FOR READABILITY AND DURABILITY. TESTiRESET SWITC14E5 INTEGRAL TO RECEPTACLE DEVICE. 21. PROVIDE COMPLETE METAL RACEWAY SYSTEMS AND ENCLOSURES FOR ALL WIRIN6 THROUGHOUT THE EXTENT OF THE REQUIRED DISTRIBUTION SYSTEM. A. UTILIZE ELECTRICAL METALLIC TUBING (EMT), MINIMUM SIZE OF 3/4', IN THE FOLLOWING LOCATION5, P. SERVICE AND FEEDERS q. POWER CIRCUIT HOMERUN r. BRANCH CIRCUITS IN CONCEALED OR EXPOSED LOCATIONS s, TELEPHONE/DATA/CATV ROU6H-IN B. UTILIZE METAL- I -AO GABLE (MW IN THE FOLLOWNS LOCATIONS, a. BRANCH CIRCUIT IN CONGEALED LOCATIONS b. FINAL CONNECTION TO RECESSED LI6HTI45 MIXTURES r*l MCMIECNfd ftINNNG F^4] ■NR9CR CWOI 1543 champa rt. #200 ■ denver, co 80202 17-0 phone: 303.292.9107 U ■ fm 303.292.4297 Ix AEDESIGN •B w a to Wheargv BON% 00�4 OC M PNAIEU NUMBIM 21-509.1 DIMM cHEc ^L' W^ Y!N cu ^ucu ^ c O 4=4 ^u^ L 1- 3 M O L.Ld LU O LLm U 0 O elm v1 V) Q �..��,a V >w ■ M PNAIEU NUMBIM 21-509.1 DIMM cHEc 01.29.21 PRELIMINARY 04.27.21 PROGRESS 05.04.21 PERMIT RERSIONS ELECTRICAL COVER SHEET E0m0 D.8 T -Iry PIN WI* I I C 3 4 5 6 7 S 9 ]0 ]1 12 13 RE, ✓*/E2.0 I I I I I I I I II I I I I I I I� I ____ i_ _ ____ _______ ______ II � I I I I I I I I I I I I -T-T- -1 - - I I I I II I I I I I I eJ 11 LV LV � I �LVLVLV - I I I I I I I I I ra h71 h71 n� 17 I TFI I I I I I I I I I I I I I D.8 I I 2 2.4 2.7 3 4 5 6 6.6 7 7.4 S 9 10 11 12 12.1 412 I I -In W010 p� 1 ELECTRICAL OVERALL PLAN E2.0 SCALE: 1/32" = 1'-0" NORTH GENERAL NOTES A. FI MIGAL DEVIGE5 AND E IPMEXT IN UNTED MAIN ELECTRICAL ROOM ARE EXI5TIN6 TO IALL REMAIN. LOCATION OF 6A5 UTILITY METERS r*l MCMIECTUW "NNG F^4] ■NR9CR CWOI 1543 champa rt. #200 I� ■ denver, co 80202 7.0 phone: 303.292.9107 U ■ lax: 303.292.4297 HtIx AEDESIGN W a M1n<W hea(Roo. i l w W � C °oyd.09sp 21-509.1 (E) PAD- UNTED CONTROL PANEL UTILItt PUMP 015CONNECT TRANSF ER i..l. PROGRESS [T] PERMIT RENSIONS cu ❑ (5) OOA 5CC 0 0 (E) 16' FUSSED !w 400 DISC., GUTTER IN5TALLEL7 GT GA6I'�T AND AT TOP OF WALl M METER — / (E) Unum co FIRE PqFP 1— CO SERVICE OT LU O _ D.4 CABINET 0 ME ERD N (FJ E E (E) (E) RP (FJ (E) — D.6 (E) PAN L 'H V' MTTB (� — D.9 (E) 30 KV XFMR O (E) (E) FI rot PAM11 I v FIEM _ >LLI LOCATION OF 6A5 UTILITY METERS r*l MCMIECTUW "NNG F^4] ■NR9CR CWOI 1543 champa rt. #200 I� ■ denver, co 80202 7.0 phone: 303.292.9107 U ■ lax: 303.292.4297 HtIx AEDESIGN W a M1n<W hea(Roo. i l w W � C °oyd.09sp 21-509.1 (E) FIRE PUMP FI CONTROL PANEL (E) JOCKEY FIRE PUMP 015CONNECT 0 PRENMINARY LOCATION OF 6A5 UTILITY METERS r*l MCMIECTUW "NNG F^4] ■NR9CR CWOI 1543 champa rt. #200 I� ■ denver, co 80202 7.0 phone: 303.292.9107 U ■ lax: 303.292.4297 HtIx AEDESIGN W a M1n<W hea(Roo. i l w W � C °oyd.09sp M Ute, j•;lP 15 OS -04-20211 NE GUN No W7D! NlDlo.nN uPcv c WYI Is CwmmwlEo Maaml Me a Nor a WWCAul Qsd m ORER"m WWCAU MMJIr FE YRnp M!RnT c a Nxr MW mw o PROJECT NUMBM 21-509.1 Ems__ 1—' c DRAM CNEC 15511E 01.29.21 PRENMINARY i..l. PROGRESS 05.04.21 PERMIT RENSIONS cu 0 0 L 1— co O 1— CO LU LU O U �CIO ��Q >LLI M Ute, j•;lP 15 OS -04-20211 NE GUN No W7D! NlDlo.nN uPcv c WYI Is CwmmwlEo Maaml Me a Nor a WWCAul Qsd m ORER"m WWCAU MMJIr FE YRnp M!RnT c a Nxr MW mw o PROJECT NUMBM 21-509.1 c DRAM CNEC 15511E 01.29.21 PRENMINARY 04.27.21 PROGRESS 05.04.21 PERMIT RENSIONS ELECTRICAL 2 ELECTRICAL ENLARGED PLAN - ELECTRICAL ROOM OVERALL PLAN E2.0 SCALE: 1/8" = 1'-0" NORTH E2N0 I 1 2 3 4 5 6 1 I I I I I I I I I I I I I I I I I I I TO I@TE2.1, #2iE2 (E) I LI-bfit -b WO W3 W3 LI -p 3 u -b I u -b I uw u- I u r (E) u- I---------------- ------------- I I I I I I I 1 I I �H3 2 112-4 12-4 112-6 126 B11-14 D11-14 �11-Ib �ilElb ail - Ib �l1-IBI I Ll2 I I I I �12-a �12-4 �12-b 12-6 �11-14 INI--114 �II-Ib 111-16�11-161 O — — — — x1 — — — — — — _ a I Ll 1�''L{��' I I �� I I I I (E) (E) []t-2 MM [IL -412-4 1..jt$ X26 B1-14 911-14 �il-Ib DI -16 �il-IB �iI-IBI I I I 5 I 77 DoI F7 1 1 77 %I IX I I %I C1J 911-I6 111-16 911-15 N1IIg (E) Qv �rE� 2 WrF� Q Ii a 1 C a 2-2 4 �2 4 �2� �2lM I-14 I-14 1 1-I6 6 B �l W(E) W(E) 9P<Fr I I I I I I I I NEM NEM1-16Fri-151 IEM I C•5 �ia-2 -2 �ia-4 7%1/ �i2-4 �ia-b �i2-6 �i1-14 7%71111-14 B1ITI-16 911 -IB % II 101 LA LA v I I I � I — — E) NEM NEM HI ( 4 -4 b 2-b I-14 I-14 I-16 I-Ib(E) I -IB I-IHI M-4 �M MI 112-6 111-14 111-814 111-16�1'I-Ib �I-Ib �1N'I-151 I I ���777111��II D.O -4 112-4 112E IT26 111-14 111-14 111-16 Nil -EH �I-IB 111-IHI 1 (E) =ILJ —1 Er — — I I 1 ENLARGED NORTH POWER AND LIGHTING PLAN E2.1 SCALE: 1/] 6" = 1'-0" NORTH GENERAL NOTES A. ALL ELECTRICAL DEVICES AND EGVIPI-ffNT IN vALUE LIGHTER LINEIAEI6 T ARE EXI5TINE TO REMAIN. B. HATG RE610N5 INDICATE AREA5 THAT POWERAMP AUTOMATIC VEHICLE RESTRAINT. ARE NOT IN THI5 ROPE OF WORK. ALL RUN 2#12, 1#126, 3/4"O. COORDINATE EXACT EWIPMENT AND DEVICES IN THESE SPACES LOCATION AND REWIREHENTS PRIOR TO ARE EXISTING TO REMAIN. KEYNOTE LEGEND KEY DRAM vALUE CHEC I. PROVIDE 120V, 20 -AMP CONNECTION FOR POWERAMP AUTOMATIC VEHICLE RESTRAINT. RUN 2#12, 1#126, 3/4"O. COORDINATE EXACT LOCATION AND REWIREHENTS PRIOR TO ROU6H-IK 2. EXISTING UNIT HEATER TO BE RELIR ITED /^ecu I..V� FROM TENANT PANEL AS INDICATED IN NTY,HANICAL EWIPFENT SCHEWLE. 3. PROVIDE 120V, 20 -AMP CONNECTION FOR In-NIORSEPorER ovERHEAD DOOR. RM 2#12, 1#126, 3/40C AND COORDINATE FINAL CONNECTION LOCATION PRIOR TO RO 114. PROVIDE LOCAL, AGCEYIBLE 30MP fl15ED DISCONNECT. 4. EC TO MATCH LOW VOLTAGE RISER DIAGRAM IN IT ROOM. PROVIDE ALL COHIPONENTS REWIRED FOR P)NCTIONAL TELECOMMUNICATIONS ROOM, IHCLWING Q PLYWOOD BACKBOARD AND GROUNDING BAR. 5. ALL LIGHT PIXNRES IN THIS ROOM HAVE INTEGRAL OCCUPANCY SENSING CONTROLS. 6. PROVIDE 120V, 20 -AMP CONECTION POR 1— ILLUMINATED 516HASE. RM 2#12, 1#126, 5/400 AND COORDINATE EXACT LOCATION AND M O HEIGHT WITH OWNER PRIg TO ROU 114. T. PROVIDE ELECTRICAL BOX AND CONDUIT LLj FOR BUZZER CONNECTED TO AUDIBLE 51GNAL 0 IN WAREHOUSE. COORDINATE EXACT DEVICE LLm LOCATIONS WTH OWER MOR TO ROUEN -IN. 2 ENLARGED OFFICE POWER PLAN E2.1 SCALE: 1/16" = 1'-0" NORTH r*l MCMIECTUW "HNG F^4] ■NR9CR CWOI 1543 champa rt. #200 I� IN denver, co 80202 F -I phone: 303.292.9107 U ■ lax: 303.292.4297 F 'x AE DESIGN a c) 4 Ute, j•;lP 15 OS -04-2 211 NL GUN No WnT INHIMIAPN uPLvam xwsN Is ca=rom Maaml Me a NOT a WwCeu. Rsvm mORER•m WwCeU #n«.UT mE Nm1U1 mxseT a Mar aar Nanecmw PROJECT NUMBM 21-509.1 DRAM EEms�• L� CHEC L /^ecu I..V� O L Q 1— v) M O LLj LU 0 LLm U 0 elm v1 V) Q LU 4 Ute, j•;lP 15 OS -04-2 211 NL GUN No WnT INHIMIAPN uPLvam xwsN Is ca=rom Maaml Me a NOT a WwCeu. Rsvm mORER•m WwCeU #n«.UT mE Nm1U1 mxseT a Mar aar Nanecmw PROJECT NUMBM 21-509.1 DRAM CHEC 01.29.21 PRENMINARY 04.27.21 PROGRESS 05.04.21 PERMIT REHSIONS ELECTRICAL ENLARGED PLANS E2.1 _____________ ____________ I I I I 8 911-2 gil-4 Dl -4 I I I I I I I I MI 1%1I-2 1 nil1-a rHl RIEM L a SI� RIM I I XI DI -2 -2 Dl -4 Dil-4 Dil-4 I I I K7 x vN Z �i1-2 D11-2�ii-a RIM I I F 2 Q q�(E) I � fpr B I-2 I-2 2 I-4 I-4 I I I I I I I 8I Ii1-2 Di1-2 I xl I �y I I I I I ��jj HI L�HI-2 DIEM 11-4 lII-4 I I I 7 I I I HI OHI -a 0411-2 Dl -4 Rla I I I I I I I aI 031-2 RIEM D, a 111, I E pp D.O I 12 �+ia �i1F10 �n-10 �ii-1I L}nEii F- IxI v —[11-2 — 1110 9i1-10 — T -I DI -12 O 7• D Fil a D1 10 Irl -101-I M-12 6 (FJ I E ) �H D, 10 910 D41-- 1-1 DE) D.p 6 -+7"1 (E) I I I 1 I ENLARGED SOUTH POWER AND LIGHTING PLAN E2.2 I SCALE: 1/] 6" = 1'-0" NORTH GENERAL NOTES A. ALL ELECTRICAL DEVICES AND EGVIPI-ffNT IN VALUE LIGHTER LINEN 16i4T ARE EXI5TIN9 TO EDR REMAIN. B. HATG RE610N5 INDICATE AREA5 THAT POWERAMP AUTOMATIC VEHICLE RE5TRAINT. NOT THIS ROPE OF WORK. ALL RUN 2#12, 1#126, 3/4"O. COORDINATE EXACT EWIARE T AND DEVICES IN THESE SPACES LOCATION AND RECIUIREHENTS PRIOR TO ARE EXINT ARE EXISTING TO REMAIN. KEYNOTE LEGEND KE DRAW VALUE cHEc EDR I. PROVIDE 120V, 20 -AMP CONNECTION FOR POWERAMP AUTOMATIC VEHICLE RE5TRAINT. RUN 2#12, 1#126, 3/4"O. COORDINATE EXACT LOCATION AND RECIUIREHENTS PRIOR TO ROU6H-IK 2. EXISTING UNIT HEATER TO BE RELIR ITED ^^CIO FROM TENANT PANEL AS INDICATED IN FECHANICAL EWIPFENT SCHEWLE. 3. PROVIDE 120V, 20 -AMP CONNECTION FOR 1/2�OWER OVERHEAD DOOR. RM 2#12, 14126, 3/40C AND COORDINATE FINAL CONNECTION LOCATION PRIOR TO RO 114. 4=1# PROVIDE LOCAL, AGCEYIBLE 30MP fl15ED DISCONNECT. 4. EC TO MATCH LOW VOLTAGE RISER ^u^ DIAGRAM IN IT ROOM. PROVIDE ALL COHIPONENTS REWIRED FOR P TIONAL TELECOMMUNICATIONS ROOM, IHCLWIN6 PLYWOOD BACKBOARD AND GROUNDING BAR. 5. ALL LIGHT PIXNRES IN THIS ROOM HAVE INTEGRAL OCCUPANCY SENSING CONTRDLS. 6. PROVIDE 120V, 20 -AMP CONECTION FOR 1— ILLUMINATED 516HAGE. RUN 2#12, 1#126, 5/4"O AND COORDINATE EXACT LOCATION AND M O HEIGHT WITH OWNER PRIg TO RO 114. T. PROVIDE ELECTRICAL BOX AND CONDUIT LLI FOR BUZZER CONNECTED TO AUDIBLE 51GNAL 0 IN WAREHOUSE. COORDINATE EXACT DEVICE 04 LOCATIONS WTH OWER MOR TO ROUGH -IN. 2I ENLARGED OFFICE LIGHTING PLAN E2.2 SCALE: 1/ 16" = 1'-0" NORTH r*l MCMI Mw "HNG F^4] ■Ihl C EWOI 1543 champa rt. #200 IN denver, co 80202 17� phone: 303.292.9107 U ■ lax: 303.292.4297 H 'x AE DESIGN r.,.e�emwei pw (1-I to Wheatqu c G` 08 Doe NE waw wu Wn w INmwAnw uvc c xasM Is oFw aaem: Mea Nora wwcenn, w5¢o w ORER•a wwcenn #nfUT mE XMnEX Ml T R Mar aar.wa Mw PROJEU NUMBER 21-5569.1 DRAW MAE cHEc EDR L ^^CIO cu O 4=1# ^u^ L 1— C/ 1 M O 05 LLI LU 0 04 U O a Ld o v1 V) Q X CN W Q E NE waw wu Wn w INmwAnw uvc c xasM Is oFw aaem: Mea Nora wwcenn, w5¢o w ORER•a wwcenn #nfUT mE XMnEX Ml T R Mar aar.wa Mw PROJEU NUMBER 21-5569.1 DRAW MAE cHEc EDR 01.29.21 PRELMINARY 04.27.21 PROGRESS 05.04.21 PERMIT REasloNS ELECTRICAL ENLARGED PLANS E2.2 FAULT CURRENT CALCULATION SCHEDULE DOE BFPICIENCY STANDARDS) -=-/-F HY/ AMPS F®ER LONPIIT AND CONDUCTORS KEY/ NTS FHS LONPI)IT AND LONRILTORS SERVILE EifTRh11GE FEEDERS SDS XFFIR FEEDERS (NOTE U 4MN "A RATINS W2IMARY SECONDARY PRIMARY PRIMARY SEGOTmARY SK.ONDARY FLA FLA PROTECTION FEEDER PROTECTION FEEDER POINT LOCATION lH " VOLTAGE DESCRIPTION (HJ 113-U V0.TA95 fEL4p R1K£ I'm fA1LWTLR SM M4IENIIL LGPXTLR TYPE LQPAT V0.1PBE M4hFIPL LLA55 L OF PAR01LL6 VALLE RIMA INE AVAIIPA5P U+'IREAN INE AT GMP R al LET MdI 11.17) POINT FO VnLITYTFI`RilL 6 12 16.1 15A/3P Sill IN26 3/4"C 2JA SP 412 lu% 3/4"C Rub 3/4-C 45l51!i 15 15 11 145LB5 p#gp0 }ITEC 9 FI IMIN DISLOWELT TGG' 50 450 371 5 500 LGffER THREE 5INSP LLRQ,IGTOR5 MNMP"aw L 6500 2610 B WNCO 33931 IS, 3/4.6 M F2 vISCgINELT 00`1.`SRPI IO 450 Zfl 3 350 CGRift TM+ff SIIKLE C RTGRS 51FM 6400 19103 I 3 4T 51 I 2455 F2 F3 P V NV110 480 371 3 31 OOPPER THREE Silloll LgQAGTORS STIES_ 600! 13643 I 311 2IPPSb 506 F3 P4 PRIMARY X Y. IO 4BJ 371 3 6 LGfRR 1 R SINSI LLN0.1GTR6 5l 600P.' 2435 I 21635 116 1#26 3/4'0 F4 FS SLGMPRY %FMR Ti' 315 1263_55 1oON6 150 1605 416.1 225A13P 3X4/0 196 2"6 50P13P `Fkd O G , I#I/06, 3'6 #1/OI 3/4"L 539% 51 P5.0 1:5 FS, PAMEL LV' IO 200 130 5 I COFFER nIREE SnL4E Lg6LGTORS STEEL G4VJ 7392 I 2995 2 EI% FS, Fl FIS FNT 40 450 Z11 5 IX CGRtR 141 SINSLE CGNRKTOR5 NOw"PeAl TL 600P.? 9511 1 IMP 2 - FT FB 4OOA DIS'LWELT 10 9bO 371 3 3X LCFFER THREE SIIl91.E OONV CRA STS. _LVO,: 12643 2 3 Til 31 6 56 FB F9 PANEL HI' 40 450 371 5 3X LGffER THREE 51NSLE Lg6LGTOR5 51PEEL 600PJ IB 2 3L49B 36762 6006 K Flo FPIRI Y XFFiR T' 5 450 ZTI 5 4 CGRiR THREV SINSLE CONDUCTORS 51FM lrU' !0015 1 Jbt63 i5t49 IC00 Flo FII YY.IXIDARY %FTIR TI' --- O, 1#3/0, 3'1. 1600115 54114LYJ IM/CS, 3-In'6 16006 -- 200016 -- 3 O FII P12 I I' 5 20 120 3 IX LGFRR THREE 51NSLE LGN0.1LTORS STEEL MGM' 59'14 3 3 64 P3 FIB 1 PATE_ VQ' 3 1 4GYJ 1ZTI 3 1 CGR£R TNRff SINI Cg QAGToRs STEEL GWJ 1 7292 1 ]b 163 1 41N 620 FI3 FI9 I PRIMVZYk IPi I i4E0i 371 i 3 i 6 i THREE SINxE Lg6LGTORSi SIE 4Q i 343 i I i 4149 i 4 l I i P14 FIS SEGOImMY %FMR T3' 3 DI FI5 F16 I PANEL 'L3' 5 13051 w I 9 I I ICGR£RI TREE 5IN91.E W6L'LTOR5 1 51E9. 1 INA' I 7392 I 1 1 2PPlbb 1 2 Fl6 1401 5. 1. PLL C,ALIAILATIOKa HERE WME WINO G59PPVl1'POIM-TO-POINT' PEMLO. 2. PI TO PIAN5 FCR Piddi IRIUT(TRAIEWG2R 5@ Mil FOR LPLO,LAngK. 3. IRANAFLR!$1 nRE04HLES WEO IN TE LALGILATIONS HERE TAKG1 FROM FATpF FIJUIP IXF,15OP FOR DOE 3040 DRIP_ TE TRA:LFC�W $Z5. 4. CO NWLPPOR LENSP 1NDIC`,F V IN TH5 SOIHTRE PRE FOR nE FIRLPO'8 6 FM.LT GARRENT GPILIILATIOXS OILY. THESE IH49116 PSS.Iff WORST LASE SHOR1EBT DISTPNLE GLWITNMS PHD SWAID NOT M VIII BY TTE ELFl.1RILP1 OGMROCrGft FGR SIODIILS PIROPRS. TE dEI.TRILAL OONTWGTOR 51WL � RCFIXEABLE FOR ESnMAnN9 PRO IFA'ARIIK K.NPL FHD OpplrbN L@19TH5 AS PART OF TE &v PROLGfi. TRANSFORMER SC EI - COPPER WNDINSS (2016 DOE BFPICIENCY STANDARDS) -=-/-F HY/ AMPS F®ER LONPIIT AND CONDUCTORS KEY/ NTS FHS LONPI)IT AND LONRILTORS SERVILE EifTRh11GE FEEDERS SDS XFFIR FEEDERS (NOTE U 4MN "A RATINS W2IMARY SECONDARY PRIMARY PRIMARY SEGOTmARY SK.ONDARY FLA FLA PROTECTION FEEDER PROTECTION FEEDER 6RgMD1413 ELELTROGE cONLIK.TOR(6EL) TRANSFORMER IMFFDPNLE `s`PFP . DIPETYsILNS 71fi MIRE I OffR OPERON HEIGHT SREI.IFIL NOTES 3 36 8.3 15A3p 3#12, 1#120, 3/4"0 15, 3P 4#¢, 180, 3/4"O AS, 3/4.0 451% 15 15 II 140LB5 17- 6 12 16.1 15A/3P Sill IN26 3/4"C 2JA SP 412 lu% 3/4"C Rub 3/4-C 45l51!i 15 15 11 145LB5 p#gp0 }ITEC 9 HOB 25.0 15A/3P 5N2 1#126 3/4"0 30A`5F 4u10 11159 3/4"0 IRS, 3/4'0 457% 20 20 115 245L55 I 15 18.1 411 3g3P 3NO MOPS 3/4.6 150,V31, 9061 Iu% 1-1/4"6 IS, 3/4.6 2BB% 26 2188 1-1.15 25OLB5 4500 15/06, 3 -ITEC] 30 36.1 633 4541E SMS, I1410 11L IOOA3P 4N IM65 1-1n1PL 11%6 3/4"L 256% 3655 2455 21.13 4151.155 4 110 INO6 3/4'c 45 542 125.0 1OA3P 340 ill 1-1/4"0 15OA3P 4 4/0, Me, VC 1116, 5140 3.44% 3680 2480 21.13 418195 506 3 9O3 2063 125MP 3%1 I%bb -In'6 SOA3P 4#15041041 Nle 3'6 IU26 3/4'6 531% 93 W34 24 blbL35 3#4, NCI, 1-1/4'0 1125 135.4 3125 Il5A`5P 3u2/O 1%66 ZIO 40/Y3P 2[45/0 Ipl6 2 -ITEC] 1#26 3/4'0 36%6 51 545 315 1263_55 1oON6 150 1605 416.1 225A13P 3X4/0 196 2"6 50P13P `Fkd O G , I#I/06, 3'6 #1/OI 3/4"L 539% 51 545 315 1410_B5 401/01 111 2G =5 ZTOB 625.0 55OASP 35OOMLM 156 5.6 B0P/3P 24500MLM 1#2/0 3-In"L N2/0 3/4'0 43P06 b0 56 335 11451.55 EI% 30 361.0 6333 450Pl3P 23#4/0,1#26 2'1. IOY0OA3P 4#4OOMGM,15/0 312'0 15/0,3/4" 3.48% 66.16 42.10 335 23541H5 5114/0 11146 2.6 SOO 601.1 1368.9 150A3P 3U5p0146M #1/06 3"C IBOOF9P 4#900416 15/06 }In'6 15/06 3/4" 457% &0 515 36 5450LEI 350N6 -150 9025 20833 1200A13P 4E3#950MLM 15/0 3'01 2500P3P i4a50NRLM 15/0 }ITEC] 15/0 3/4" 4.5-1% 14 56 41 3950LFT 12 IIIIIINIIIIII N0 6 A. ALL TRPaE#ORMER9 ARE 4 ,, 3FIPi DELTA FRIMARY ANO 205YA20J, 3P14£ SEGgIDARY. B. ALL CONDUCTOR5 ARE THHN, GOPFHi SHE PLANS FOR INLREA6111? O,GNPIOTCR 512E PRE TO V0LTA3E DROP. C. EPONOINK AN0 6RglOIN6 WNMCTORS ARE TO BE INSTALLED PER NEC 25030 - 6ROUIll SEFERATELY GB3IVEO F.. E T%9 eueRENT SYSTEMS D. HEIGHT SHORN FOR REFERENCE ONLY, AND MAY VARY BY MPNIFPLTRER. • 11111110 110116. 1. TF2AN'FORMER IMFFDPN6E 15 THE A5.ff MEO VALUE AND IS US® IF 50R41TTED TRANSTGRMEA 15 OF A DIFFERENT VALVE, REVI`V LA1_00L4TION5 MAY BE R52JIRED, 2, EG TO FIELD VTIRI Y hE16NT5 OF NON OCE 2016 AS THEY MAY VARY BY MAWFPLTLRBt 5414/0 1#26 2"0 5OOP 4#250, 1#36, 3.1.j 5006 2 SO, 11261 Z -ITEC DETAIL NOTES NEW O) 2" EMT CONDUIT, ROBED TIGHT TO CEILING 5ET1-LEN MDFLOCATION AND NEW TENANT OFFICE ARE 'TDF' LOCATION IN 'IT' ROOM FOR COPPER TELECOMMUNIGATIONS CABLING RACB'NAY. ELECTRICAL CONTRACTOR SHALL VERIFY CONDUIT SIZING, QUANTITY, AND ROBINS, WITH CORE 4 SHELL CONDITIONS PRIOR TO INSTALLATION. COPPER SERVICE CONNECTION CABLING SHALL BE BY OTHERS. NOT USED. NEW WALL -MOUNTED VOICE/OATA OFFICE AREA SERVICE DEMARCATION LOCATION. NEW WALL -MOUNTED GABLE TV CABINET AND TERMINATIONS TO BE PROVIDED BY UTILITY COMPANY. TELECOMMUNICATION SYSTEM BACKBOARD SHALL CONSIST OF 3/4 INCH FIRE -RETARDANT TREATED PLYWOOD INSTALLED FLOOR TO CEILING IN ROOM, FOR LENGTH AS SHOWN ON DRAWINGS. ALL RECEPTACLE DEVICE5 5HOW1 IN BACKBOARD ON PLANS SHALL BE FLUSH MOUNT, UON TYPICAL WORKAREA OUTLET (NIUIMBER OF JACKS AS NOTED ON PLANS). 2 -INCH DEEP, 2-BAN6 OUTLET BOX WITH 51N&LE-6AN6 PLASTER RING. PROVIDE BLANK COVER OVER ANY UNUSED 5OXE5 AT COMPLETION OF PROJECT. PROVIDE MINIMUM OF I -INCH EMT FROM OUTLET BOX TO STUB OUT ABOVE ACCESSIBLE CEILING. PROVIDE SPARE PULL WIRE IN Al CONDUIT RACEWAYS. TYPICAL VIDEO WORKAREA OUTLET (FACEPLATE HARDPIARE TO MATCH VOICE/DATA HAROKARE). 2 -INCH DEEP, 2-9AN5 OUTLET BOX WITH SINGLE -BAN& PLASTER RING. PROVIDE BLANK COVER OVER ANY UNIUSED BOXES AT COMPLETION OF PROJECT. PROVIDE MINIMUM OF I -INCH EMT FROM OUTLET BOX TO STUB OUT ABOVE ACCESSIBLE GELIN6. PROVIDE SPARE ROLL WIRE IN ALL CONDUIT RAGEWAYS AT COMPLETION OF PROJECT. EG SHALL PROVIDE #6 AWS, COPPER 6ROUND BACK TO GROUND BAR OF PANEL MDG. FACP E4% 0 sEWRITY C� � T T�T T VOICE / DATA / GATV GENERAL NOTES I I. PROVIDE EMT FOR CABLING TM20U6H AREAS WITH EXPOSED STRUCTURAL CEILINGS AND THROUGH INACCESSIBLE CEILINGS. COORDINATE CONDUIT SIZE REC#UIRENEMS WITH CABLE INSTALLER. PROVIDE J4 s ON 4FT CENTERS AT ALL ACCESSIBLE CEILING LOCATIONS FOR ALL CABLE ROPING. ALL CONDUIT IS TO HAVE NYLON PI.IL-STRINKyi FOR ANTICIPATED CABLE RULLIN6. 2. ALL EXPOSED CONDUIT SHALL BE CONCEALED TO THE EXTENT POSSIBLE, AND SHALL BE I45TALLED PARALLEL AND CLOSE TO STRUCTURAL MEMBERS. PAINT CONDUIT TO MATCH ADJACENT RNISHE5. 3. PROVIDE PLLLBOXES AS REWIRED FOR RUNS EXCEEDING MAXIMUM PULL DISTANCE AND FOR RUNS EXCEEDING 270 DEGREE TOTAL TURNS. 4. FOR ALL CATV RECEPTACLE LOCATIONS, CONTRACTOR SHALL MOUNT POPPER RECEPTACLE IMMEDIATELY ADJACENT TO THE CATV FACEPLATE. VOICE / DATA / CAN 211 SYSTEM ONELINE DIAGRAM OEILIN6 IST FLR PAD MMNTED UTILITY TRAN5FORMER ASSJMED TO BE 1500KVA 2"I'l V, 30, 440 FEEDER SCHEDULE (GOPPERI F4 -=-/-F HY/ AMPS F®ER LONPIIT AND CONDUCTORS KEY/ NTS FHS LONPI)IT AND LONRILTORS SERVILE EifTRh11GE FEEDERS SDS XFFIR FEEDERS (NOTE U 4MN 4X3/0 2'G 505 4110, II%, 3/4"L 5001 4550 3'0 5CEi 4416 FIBS, 1-1/4.6 8001 24tl� , 3 -ITEC Imo' 4411, 1%66, 100LN 41400 3_In'c 505 Mvo PINPSI 2e 12001 4550 3'G 2505 441250 IFW 3"0 ICON54X4003-ITEC 400 4X3/0, 1X26,2 -ITEC 20081 p#gp0 }ITEC SIXf 4#250 A/0,91 31PL 25041 .,1.0 , #2/06, 3'1. 3330N S:4#4LU' 15/06 }ITEC 3500N 4500 3 -ITEC 1600" 4#400 15/06 }In"L 40001 114X5.ro 3 -ITEC 25Q.5 4500 15/06, 3 -ITEC] 5WIPMENT FEEDERS 1 ; 2015 4*12d 1 206, 3#12, INZ5, 3/4"6 30N6 4 110 INO6 3/4'c 5N^ SINOP #IO6 3/4.6 4ON5 4#51 NI06 1.0 440 35 NIQS 1.0 SONS 4X6 111106 1-1/4'1. 506 3#6, 1#106, I 6ON5 4#4 FOS 1-1/4Y. 1506 3#4 IN06 I IoN 4#4, #B5, I -I/4'1. t06 3#4, NCI, 1-1/4'0 CONS 45 PbS 1-1/4.6 806 55 11156 1-1/4'e ION& 4#2 I#CS, 1 -ITEC 908 302 I#8Fi I-V4Y. 1oON6 411 1X56 1 -ITEC 1CO6 3#1, Fee, 1-1n'6 11ON6 4N 1#66 21. 111 3N III 1-1ne 1816 401/01 111 2G 1256 3N/o, Nbb, 1-162'L I5ON5 4111/0 11166 2'C I501CIP 3111/0 0169 1-1 'L 1­I5N5 4#2/O, 1#66 2"0 EI% 3#Z/0 I116S 2.6 20ONS 45/0 I#b6 2-In"L 2006 35/0, I", 2'6 22815 4#4/0 1#96 2 -ITEC 2256 5114/0 11146 2.6 25 4#30,1#4513.0 2506 31250,1",2-1n'6 30PiN5 4550 11146 3'1. 300`6 3550 III% 2-In"L 350N6 4500 156 3-In"L 350 35LV, 156 1 5.6 -733w-245/0 1X36 2-1n"L 4006 2 /0,1#35, 2"c 450115 24114/0 Ip26 2 -ITEC 950 5414/0 1#26 2"0 5OOP 4#250, 1#36, 3.1.j 5006 2 SO, 11261 Z -ITEC 63ONS 2 4550 11116 3'1. 6006 2 50 1#116 2-In"L 700 4500 #11/0 }In "L 1005 2 , #11/0,3"L bOONb 4%OO IXI/OS,}In"O 5006 2 I#I/OS,,3'b IOOVN6 4#400 I#2/O53-ITEC IC00 900 1112/0 3'1. 120015 4 ,15/0, 3'1. 12006 O, 1#3/0, 3'1. 1600115 54114LYJ IM/CS, 3-In'6 16006 I 1114/0 3'1. 200016 6[4N(p0, 1#2506 3-I/2'L] 200 I "bIPP1.001 F8091 3'1.1 6RpMDIN6 GONOOGTOR5 AB&2EVIATONS 65 I#B 3/4' LMELH LH S 5EE 1-EGIll bb Hub 5/4-6 XFMR SEE X SLN®IILE 64 1114 3/4' L 2171, 30, 4H 62 1#2 3/4' O 610 I IN/O 3/4' G 620 I N2/O 3/4" L 16'-O' LONG 630 15/0 3/4' G NOTES. L FEEDH2 FOR SECONDARY OF PER (SDS). 6ROMD SIZE FER NETPELE INGLLPm IN NECATELY DINCLUD SYSTEMARTICLE ARTICLE 25066. 2. ALL CONOTE O01 ARE SINGLE LONDULTOR LOPFTH TN C TABLE NCLUV OTERMTC E 310, tt BPSED ON THE IEC TILL INCLUDED IN ARTICLE 310. 3. ALL CONCHITIS ARE EMT NUS55 NOTED OTHERWISE, FILL RATIOS BAS® ON NEC ANNEX L TAELE L.I. ASSUMED 100 HP 480v, 3P, 4 FLA, 110.0 AMPS LRA: 108.0 AMPS M 3#I/O G), 11166, 2" C INTEGRAL SERVICE RATED HEAVY DUTY 5WITCH, NEMA FIRE 3R ENCLOSURE, LOCKABLE IN PUMP F7 TO ON POSITION, CONTROL 100 KAIL RATED PANEL 1/06 4111/0 CU, P 2" O UTILIN M GT METER 4#I/0 OU, #66, 2' T 5.cc. �f PLUS 4 [3-1/2" CONDUIT] 5PARE MAIN 015CONINEOT, TIDO' 3000A 2TI/480V, 30, 440 65KAIC, NEMA 3R r-----------� IN N 6 RE: 2/60.0 GENERAL NOTES I. Al ELECTRICAL EPI/IPMENT IN L16HTER LINBHB6HT IS EXISTING TO REMAIN. I 6ROWIN6 ELEGTRODE 5Y5TEM5 NOTES I L I-ETAI. N ICH 6ROLND 1,VP FIRE - M LONFLTION TO METAL L110RERWIID w4TER FIRE IN DIRG:T CON RACT NIW THE EPRiN FOR 10' OR PNO ELG:TRILALLY cowil Y TO THE PoINT5 OF CONNECTION TO n£ 6 TINS ELELTRLLE COIDLGTOR AND B'JIDI CgITKTORS. CONNECTION POINT TO BE AT A 41.0X14141 OF 5' OF hE POINT OF FNIRMGE mTIE INTERIOR 6 THE FLILDIN6. 3. 9MDIN9 STEEL - Tlff FETK FR4£ LF 11E 9111DITK OR STRIGTl$ WERE ARY LF THIS FO.LCWIN9 NETHOPf .Vff MW TO WXE AN EMTI CCWffLTLN: A. 10' LR IK.fE LG A SINCE SIRIKTIMPL METAL MEI4EB! IN DWELT CONTPLT wlTl TIE EARTH OR 15rG0.5® IN CONLREIE TUT Is IN DIRECT CLNTK.T wn1 THE EARnI. B. THE SIRWNRAL METAL FRPNE IS 501PIDED TO ONE OR MLYB OF THE 6FOIMDIIK ELECTRLLYS 1ON T1ESE PANS. C. THE SIRW METAL FWJE IS ENDED TO A DRIVEN 6POII410 ROV, HI NAS Effi1 1E511AP) TO FF IDE A RESISTPNCE TO 6PCUD OF 0 GME OR LESS. 3. I,FP 6140140 (CONLREIE-BGAE® B.ECIRODFJ - AN M CTROM ENOPSED BY AT L£A5T 2- OF CONCRETE LOLAT® NITMN A ID FE.R 1 E BOTTOM OF A LorvcRElE FLVMAnCN OR FOOTNS THAT 15 IN DIRECT CdRPLT WITH EARTH, CONSISYNS OF AT LE/6T 20' OF ONE OR MORE BARE OR ZINC fiA vmmp OR OTER ELECTNGPLLY CAIIXGTVE WATBJ STEEL REIl60W INS BPRS OR IIID NOT LE55 T4PN In' IN DIPMET6( OR CONSISnNNS OR AT LEAST 20' OF BNE C0F£P COIL:VCTOR NOT SMALLER TNPN ro. a AHLs. rE1NFORGIN6 BARS sNAu IPP FERW rlm To BE eoND® To6tTHac Br THE LSux sn�L nE MREs oR oTER EFP�m.3 MEANS,. 4. 6ROINV ROD -ROD IS TO BFT IN LB15TH AVID SHPLL BE MPHR OP IRL11 OR Sn8 AT IPAST 5/5' DIA^EIHL II6TALLAnCN 1PETA7P FOR 6Rol ROP SNAIL EE INOCfRIPNCE WIN TE NEO 5KN THAT AT LEST W OF LBtlTH 5 IN CONTACT MITI THE EARTH. 11 ELECTRICAL ONE -LINE DIAGRAM r*l MC VWIIIE PLANNING 1543 champa it. #200 1� denveT, co 80202 F -I phone: 303.292.9107 U ■ 1m 303.292.4297 FPPPI 1x AEDESIGN •B n lnc mlamn, mµ.:uww w O 1 W heat .� AO �0y0h1 OC 1� Lu L.L.4 Y.V• O Os C V M M O 00 O W H W 2 01._ MW MD III IXII INKIION urDnlc HDBI Is awmNlm INMNATDI .NR III xN E XI .Il QO.=, ON 011P X .Il II rxE raNEx MZENT W RIN WV MWnecNiS PMECT NUMBER 21-509.1 BR),M GHIPU o WJE 01.29.21 PREUMINARY 04.27.21 PROGRESS 05.04.21 PERMIT RENs1oNA ELECTRICAL ONELINE DIAGRAM E4A F4 , FIO OF WORK , XFMR - -SCOPE - - 1 , 'HOUSE' I OU , PANEL , N PANEL PANEL PANEL '1.v' ' LI' '1.2' I , FI3 , I 1 F3 F6 1 ; FI2 FIS, 1 `---7 , 20016 1 40ON6 XFMR XCEL ' XFMR XFMR , F5 'TI' 30KVA ' FII TI' 45KVA F15 g2:3CKVA , T lbO-12O,2O&V I T 460-12On06v T 460-120rzoev 30, 440 #FRS -R-400 30, 4 30, 440 11 ELECTRICAL ONE -LINE DIAGRAM r*l MC VWIIIE PLANNING 1543 champa it. #200 1� denveT, co 80202 F -I phone: 303.292.9107 U ■ 1m 303.292.4297 FPPPI 1x AEDESIGN •B n lnc mlamn, mµ.:uww w O 1 W heat .� AO �0y0h1 OC 1� Lu L.L.4 Y.V• O Os C V M M O 00 O W H W 2 01._ MW MD III IXII INKIION urDnlc HDBI Is awmNlm INMNATDI .NR III xN E XI .Il QO.=, ON 011P X .Il II rxE raNEx MZENT W RIN WV MWnecNiS PMECT NUMBER 21-509.1 BR),M GHIPU o WJE 01.29.21 PREUMINARY 04.27.21 PROGRESS 05.04.21 PERMIT RENs1oNA ELECTRICAL ONELINE DIAGRAM E4A F4 , FIO FI4 , XFMR - , XFMR - - �---� 'PANEL' 1 rtN 1 PANEL , PANEL N PANEL , 'HV' VIP ' IOON6 :H2: , FI3 , I 1 F3 - - , 20016 1 40ON6 XCEL TO , ENERGY M'HOUSE' i 3800.07 , METER COOPER IP #FRS -R-400 20016 `, FU5E TO BE 200AF/200AT F8 COOPERR5 �ESIAAN �Cv.3R 2[4#3/0, 13/06, 3-1/2'0] 0 MEMA I 1 CLA55 RK5 FUSED DISCONNECT , XCEL4�A 4SCP` T ' ERN , F2 ,ENERGY M CT CABINET , METER NEMA 3R ' 4X350, 1u3506, 2-1/2"L' 2[4#3/0, 1%3/06, L----- --------------J--------� ----------- ---------- I J 3000A BU55ED SUTTER 2171, 30, 4H 65KAIC, NEMA 3R 16'-O' LONG 11 ELECTRICAL ONE -LINE DIAGRAM r*l MC VWIIIE PLANNING 1543 champa it. #200 1� denveT, co 80202 F -I phone: 303.292.9107 U ■ 1m 303.292.4297 FPPPI 1x AEDESIGN •B n lnc mlamn, mµ.:uww w O 1 W heat .� AO �0y0h1 OC 1� Lu L.L.4 Y.V• O Os C V M M O 00 O W H W 2 01._ MW MD III IXII INKIION urDnlc HDBI Is awmNlm INMNATDI .NR III xN E XI .Il QO.=, ON 011P X .Il II rxE raNEx MZENT W RIN WV MWnecNiS PMECT NUMBER 21-509.1 BR),M GHIPU o WJE 01.29.21 PREUMINARY 04.27.21 PROGRESS 05.04.21 PERMIT RENs1oNA ELECTRICAL ONELINE DIAGRAM E4A Uc5HTIN6 LIOHTINO CONTROL NOTES TYPE GENERAL CONTROL NOTES 61. THE LI6HTIN5 CONTROL SYSTEM CONSISTS OF THE FOLLOWING: VLLTASE 0. STAND-ALONE CONTROLS LU-IEN b. ROOM CONTROLLER CONTROLS HPMTIN9 INFORMATION c. NETWORKED RELAY BASED LIi5HTIN5 CONTROL PANEL SYSTEM AMLf ON d. NETWORKED DISTRIB/TED LI6HTIN6HTIN6 CONTROLS 62. APPROVED LII CONTROL SYSTEM TO BE PROVIDED BY ONE OF THE 5WIT04INS FOLLOWINI6 PRE -APPROVED MAN/FACNRERS: -r--WW a. WAT75TOPPER CVTPUr b. CRESTRON LOCATION c. ACUITY BRANDS (NLIGHT, SENSOR 5WITLH) 63. ALTERNATE MANUFACTURERS WILL BE REVIEWED ACLORDI146 TO THE NOTES B-INLH RECESSED, LED DOYNLIBHT PROVIDED IN THE LIGHTINI6 FIXTURE SCHEDULE. 64. ALL WIRINS DIAGRAMS WITHIN THESE DRAN495 ARE P IDED TO COMMUNICATE I THE DESIGN INTENT. SYSTEM SHALL BE WIRED ACCORDI146 TO THE APPROVED SHOP LED DRANN65. G5. ALL 5TRUCTUREP GABLE WIRING SIDWN ON THESE RISER DIAGRAM 15 INTENDED TO RFD = l' BE BY JOB STANDARD STRUCNREp GABLIN6 (CAT515E/6), UNLESS OTHERWI5E NOTED. LQJ VCLTP£E T000LE SWITCH EL SHALL P IDE ALL CABLINS WITHIN THE LI6HTIN5 CONTROL SYSTEM, CABLINS -- BETWEEN THE NETWORKED RELAY PANEL AND THE BUILDIN55 LOMMUNIGATION ^L' W NETWORK SHALL BE PROVIDED BY TIE LOW VOLTAGE CONTRACTOR/OWNER 66. ALL MANUALLY DIMMED LIGHT LOADS SHALL BE CAPABLE OF DIMMING LIGHTS TO OFF 5ETTIN9. DIMMING COMPATIBILITY BETNEEN THE CONTROLS AND LIGHT FIXTURES CEILING SHALL BE COORDINATED BY THE EC TO ENSURE THAT LI6HTIN5 15 ABLE TO DIM TO LEVEL NOTED ON LI6HTIN5 FIXTURE SCHEDULE. 67. LIGHTING CONTROL SYSTEM SHALL INCLUDE A MINIMUM OF (4) HOURS OF #VIHLED{DI-]4N-UN-L890 MANUFACTURERS REPRESENTATIVE TIME ON SITE FOR SYSTEM CHECK-OUT AND 1 OWER TRAININ5. ELECTRICAL CONTRACTOR SHALL VIDEO TAPE TRAININI6 SESSION LED AND PROVIDE COPY OF VIDEO TO OH NER AS, PART OF PROLE -CT COMB_ETION 213 SUBMITTALS. 09. ALL DIGITAL 5WITGIF5 FOR OVERRIDE CONTROL OF LI6HTIN5 CONTROL 5Y5TEM(5) 02 SHALL HAVE A N IMJM SETTIN5 OF 2 HOURS PER II REQUIREMENTS. 69. FINAL OCCUPANCY AND DAYLI6HT SENSOR LOCATION SHALL BE PROVIDED BY MANUFACTURER AND LOCATED PER APPROVED SHOP DRAWIN55. LOCATIONS INDICATED IN THESE DRAWINS5 SHALL BE REVIEW AND ALTERED AS NECESSARY OCI FOR CO IREGT OPERATION BY MAA FALTLRER, IF OPERATIONS OF SENSORS DOES LEILINS NOT MEET THE INTENT OUTLINED IN THESE DOCUMENTS THE MANUFACTURER REPRESENTATIVE SHALL PROVIDE FIELD RECTIFICATION 5ERAGES A5 NECESSARY IN SFT X 2",, LED HIOMAY LUMINAIRE ORDER TO R 0141=I6URE SYSTEM TO MEET OUTLINED INTENT. CIO. ALL DIGITAL SWITCH BUTTONS SHALL HAVE PERMANENTLY ENGRAVED TEM FOR 1 BUTTON LABELS AS INDICATED WITHIN THESE DRA3NIN65 OR SHALL BE PROVIDED IN LFD THE -16 1 6 CONTROL SUBMITTALS. ANY BUTTONS LABELED NTH SPARE' OR 213 BLANK' SHOULD BE PROVIDED WITH A BLANK FACEPLATE. BOF • 25b' 5TAND-ALONE L16HTIN6 CONTROL 6ENERAL NOTES 51. APPROVED STAND-ALONE LIGHTINI6 CONTROLS TO BE PROVIDED BY ONE OF THE POLLONN5 PRE-AFPROVED MANUFACTURERS: a. WATTSTOPPER b. 5ENSOR SWITCH ROOM CONTROLLER GENERAL NOTE5 RI. APPROVED ROOM CONTROLLER LIGHTING CONTROLS TO BE PROVIDED BY ONE OF THE FOLLOWING PRE -APPROVED MANUFALNRB25: 515PNO Y BATTERY O. WATT5TOPPER b. LUTRON c. CRE5TRON d, nl-I HT R2. REFER TO ELECTRICAL LI6HTIN5 LAYOUTS FOR LAYOUT OF REVILES CONNECTED TO ROOM CONTROLLERS. ROOM CONTROLLER COMPONENTS ARE INDICATED IN THE RI LIewIN6 CONTROL DEVICE' SCHEDULE, THESE CAMPONENTS START WITH THE METALX DESIGNATION R'. R3. ROOM CON020LLER MAD END EQUIPMENT LOCATIONS ARE NOT INDICATED IN 30 SPACES AS DRANN95 ARE DIAGRAMMATIC AND EXACT QUANTITY OF ROOM 40LV CONTROLLER HEAD END EQUIPMENT PIECES VARIES FROM MANUFACTURER TO RELES=im MANUFACTURER BASED ON DIMMIN5 UTILIZATION, QUANTITY OF RELAYS, NUMBER OF INPUT DEVICES, QUANTITY OUTPUT ZONES AND RECEPTACLE CONTROL. R4. ALL COMPONENTS TO BE LOCATED ABOVE CEILINS SHALL BE LOCATED ABOVE NEARE5T ACCESSIBLE CEILING. ANY LOCATIONS REQUIRING A DEDICATED ACCESS, PANEL SHALL BE SUBMITTED AS AN RFI FOR E45INEER AND ARCHITECT TO REVIEW. Uc5HTIN6 FIXTURE SCHEDULE TYPE DE5LRIPWH MNiFALNRER CATALOG NUI -HER VLLTASE LAMP LU-IEN MAX HPMTIN9 INFORMATION NOTES AMLf ON AUTOMATIC OFF OCCUPANCY SENSOR, LINE SEI IS NOT HITHIN b' OF MR RETURN 5WIT04INS GTT -r--WW TYi£ CVTPUr mm LOCATION BOFNRFP/oFH m MINRG DI B-INLH RECESSED, LED DOYNLIBHT HALO Mr V6-IS-DOIOB-FOMbB-B35 Z!1 I 14 LED I(s00 14 RECESSED RFD = l' N LQJ VCLTP£E T000LE SWITCH CONYiRC6ATE MJLTIPLE REVILE" UNDER 5IN5LE -- bIV-0 ^L' W FACEPATCS. 4� CEILING HI SFT X 2FT, L07 HIBHBAY LUMINAIRE METAWX #VIHLED{DI-]4N-UN-L890 Zrt 1 114 LED 24 213 P54DANT BOF = 25'-0' 02 WTH INTEGRAL 0.'fLPANLY SBi=iG2 GDI5VFL3 Ld 0 OCI LEILINS v1 HIEN SFT X 2",, LED HIOMAY LUMINAIRE MFTALX Q 1 114 LFD 24000 213 PEIDAM BOF • 25b' WTI INTEGRAL OLCIPANLY SEMOR GEILIN6 515PNO Y BATTERY RI RFT X AFT, REGESSm, DIR2 TANDIRFGT METALX <14R2-Lp4-4pLNV-L835-GDT Sft 1 30 LED 40LV 30 RELES=im RFD = 325" LED TROFFER LMINIARE CEILING RIEM 2FT X AFT, REGES.,FD, DIRIEATANVIREGT METAWX x24Ff2-IDA-40-UN-ELI44FIA35 TI I 30 LED 4GL'0 SO RECESSED RFD =3,8" LED TROFFER LMINIARE, EFH2fRNCY 2D1 LEILINS WI 2Fi, MALL FpU11rED, VANIW UUMINAIRE WdIDBfNALLE635- I14WL- 2" -HFA -VW- Z!1 1 14 LED 1624 14 SURFACE NOTE I -UNIV-WM-ND HALL XI EDGE LIT, LED EXIT SIGN LUMINAIRE SURE LIMB K57 SERIES 2T 1 3 LED WA 5 UNIVERSAL EFBRGBICY BATTERY EYI EMmm NET LOCATWN RATED SURE LUTES SEREST -A -29 -XX -SD Zit I 2 LED WA 2 UNIVERSAL ENCR6BiCY LIGHT FIXTURE, INTEGRAL 90 MINUTE BATTERY AB IIATIONLS: BGF - BUTTON OF FIXTURE RFP - REGES-'.,® FIXTURE LFH - GVERALL FIXTIF2E HEIGHT, APF(AFS) - AB'JVE FINISHED FLOOR ( hFD -WALT. FIXNT2E DEPTH GENERAL N ME5. A. ALL FLUORESLBNr AND IID LAMS TO 5E 3500K COLOR T3P TURE AND A MINIMUM OF WORI, UWF55 NbTED MMRH5E. B. ALL REFLELTLR LANES TO M PROVIDED AS WII FLOOD DISTRIEITION LNLEf NWTED OT ISE. L. ALL TLUORE5C8Nr LUMINAIRES THAT MLIM W IME -ENDED LAMP5 AND COMAIN BALLASTS TMT CAN BE SERVICED IN PLACE SHALL HAVE A gSCC n45 MEANS AS DESCRIBED IN NEG 410.13 6). D. FROVWE LUMIMIRE5 = AS SHADED WTI EMERGEYY BATTERY BALLASTS, UNLESS OIHERHISE NWT ED. BHERGBICY LL INNRES SHALL 55ME Uh51Y1TCMD POWER TO TE SPACE AND OPERATE AUTOMATICALLY UPON LOSS OF NWRIML POW ALL 54ADED LUMINAIRES WITH RFT AND AFT LAMPS 54ALL HAVE ONE (U 40 WINE RATED, T LAMP, I4 LUMEN EMER6I3KY BALLAST. ALL SHADED LUMINAIRES WITI COMPACT FLWRS.LENT LAMPS SHALL HAVE A FACTORY INSTALLED 90 MINUTE EFER6ENCY BALLAST. ALL EMEREENCY LUMINAIRE SHALL HAVE REMWTE TEST 51ITOW5 AND V1515LE INDILATINS LIGM'. OONMCT THE EMERF£NGY BATTCRY BALLAST TO THE UN-SHTCWP LE6 OF THE LI6HNN5 GIRGIIT INPILAT®. SPECIFIC IW TES, I. EC 51M.L1- COORDINATE EXACT LUMINMRE M:.VMN145 ELEVATION 5ZH THAT BOTTOM OF FIXTURE 15 4INCHE ABOVE TOP OF VANITY HAL MIRROR. LI6 TING CONTROL DEVICES TTFE DESORPTION COMMENTS DETAILS STANDALONE GONRRGL SYST 6Hi HPRVI5TIN5 LOMFBT' 051 OBLIN9 NLMNTED, DIAL TECH, EC SMALL CGbRD "M mouI 145 SUCH THAT AMLf ON AUTOMATIC OFF OCCUPANCY SENSOR, LINE SEI IS NOT HITHIN b' OF MR RETURN 5WIT04INS NO VOLTAGE SYSTE45. VI VSWI WALLSMTLH MWLNi, WPL VACANCY m MINRG SWITLHINS mcH, O FANCY SBI SET WA TO VACANCY MODE, SINSLE RBAY N LQJ VCLTP£E T000LE SWITCH CONYiRC6ATE MJLTIPLE REVILE" UNDER 5IN5LE -- ^L' W FACEPATCS. LI6HTINO 5EQUENCE OF OPERATION SEd1ENILE OF OP, ON OFF CHEC TIME dJr DIMMINBA SWITLHINS 6Hi HPRVI5TIN5 LOMFBT' ME TARGET ILLUMNANLE (FL) NTERIOR OI AMLf ON AUTOMATIC OFF O UPANLY 15 MINRES 5WIT04INS NO WA VI MAWAL ON PNOMATL OfF= VACANCY m MINRG SWITLHINS NO WA FIRE ALARM DEVICES SHOWN ARE FOR GENERAL LAYOUT AND IELINE5 ONLY. THE AWARDED FIRE ALARM CONTRACTOR 15 TO VIDE A COMPLETE SET OF SHOP DRAWINGS FOR SUBMITTAL APPROVAL BY THE AUTHORITY HAVING JURISDICTION. THESE UMENTS ARE TO INCLUDE THE FOLLOWING INFORMATION: I. SHOP DRAWIN65 MUST BE PREPARED AND SIGNED BY A MINIMUM OF A NIGET FIRE ALARM LEVEL III CERTIFIED INDIVIDUAL. 2. COMPLETE RISER DIAGRAM SHOWING ALL DEVICES BY FLOOR/AREA AS CONNECTED TO THE CIRCUIT, DEVICE ADDRESSES, WIRE COLOR CODING 5GHEDULE, WIRE COUNT, WIRE TYPE AND CONDUIT FILL WITH CALCULATIONS SHOWN. 3. PROVIDE A 5EGlUENGE OF OPERATION (INPUT/OUTPUT MATRIX) IN COMPLIANCE WITH THE NFPA 72 ANNEX MATERIAL. THE INFORMATION PROVIDED IN THE SEGN)ENGE OF OPERATION MUST BE 5PE61FIC TO THE PROJECT. GENERIC 5EQUENGE OF OPERATIONS WILL NOT BE ACCEPTED. 4. IDENTIFY THE TYPE OF SYSTEM, I.E. CENTRAL, REMOTE, PROPRIETARY, ETC. 5. IDENTIFY THE TYPE OF AUDIBLE NOTIFICATION: TEMPORAL, STEADY, GORED, VOICE, ETC. 6. IDENTIFY THE TYPE OF VISUAL NOTIFICATION: PUBLIC OR PRIVATE MODE. 7. PROVIDE A WIRING LEGEND 5PEGIFIG TO TYPES USED FOR THE PROJECT. IDENTIFY IF WIRING 15 ENCLOSED IN CONDUIT, OPEN WIRING, PLENUM WIRING, POKER LIMITED OR NON -POWER LIMITED 8. PROVIDE AN EQUIPMENT LIST WITH MANUFACTURER, PART NUMBER, BACK BOX AND SYMBOL L15ED TO IDENTIFY THE COMPONENT. IF THERE 15 IN5UFFIGIENT SPACE FOR WIRING LEGEND, EQUIPMENT LIST AND SYMBOL LEGEND ON THE TITLE SHEET, THAN INSERT AN ADDITIONAL SHEET. 9. COMPLETE RISER DIAGRAM SHOWING ALL DEVICES BY FLOOR/AREA AS, CONNECTED TO THE CIRCUIT, DEVICE ADDRESSES, WIRE COLOR CODING SCHEDULE, WIRE COUNT, WIRE TYPE AND CONDUIT FILL WITH CALCULATIONS SHOWN. 10. DETAIL SHEET INCLUDING THE FOLLOWIN61 CIRCUIT WIRING DIAGRAM, DEVIGE/APPLIANGE MOUNTING HEIGHT PROFILE, TYPICAL DEVIGE AND ANCILLARY DEVIGE WIRING, AND THE INTERFACE OF FIRE SAFETY CONTROL FUNCTIONS. II. PROVIDE VOLTAGE DROP CALCULATIONS FOR EACH CIRCUIT SHOWING WIRE SIZE, CIRCUIT LOAD AND VOLTAGE DROP. 12. PROVIDE AUDIO CIRCUIT POWER LOSS CALCULATIONS 13. VOLTAGE DROP CALCULATIONS MUST BE PERFORMED USING THE OUTPUT CIRCUIT VOLTAGE WHEN THE INPUT VOLTAGE TO THE CONTROL PANEL 15 135915 OF ITS NAME PLATE VOLTAGE. (NEPA 72, 2002 ED., SECTION 4.4.4.10)) 14. PROVIDE RE-51STANCE VALUES WITH SUPPORTING DATA 5HEET5 OR PROVIDE NEC VALUES AND REFERENCE. 15. INDICATE METHOD USED AND SHOW ALL FORMULA5/EQUATION5. 16. PROVIDE STAND-BY BATTERY CALCULATIONS FOR EACH CONTROL PANEL, SUB PANEL, MONITORING STATION TRANSMITTER, POWER SUPPLY OR ANY COMPONENT REQUIRING SECONDARY POWER. IT SHOW LOCATION OF ALL FIRE ALARM INITIATING DEVICES AND NOTIFICATION APPLIANCES WITH TEMPERATURE, DEGIBLE AND GANDELA RATINGS, WHEN APPLICABLE. LIGHTING CONTROLS NAMING CONVENTION 5Y5TEM TYPE N = NETWORKED R = ROOM CONTROLLER (THE ABSENCE THE LETTERS ABOVE UNDER SYSTEM TYPE' INDICATE A STANDALONE STSM" AUTOMATIC MEANS OF SHUTOFF L = LIGHT LEVEL NIA PHOTOCELL) M = MANUAL O = OCCUPANCY T = TIMECLOCK V = VACANCY DEVICES L =CONTROLLED RECEPTACLE D = DIMMER P = PHOTOCELL 5 = U UE =UNI UNIGREVILE TYPE W =SWITCTC H MOUNTED REVILE NIMBERIN6 1;2,3... = 6UAHTITY AS REOUIRED FOR DIFFERENT PR06RAMMIH5 SCENARIOS, DEVICE CHARACTERI5TIC5 OR MOUNTING CONDITIONS NOTES: I. THI5 15 A FULLY ADDRE55113LE SYSTEM WITH EACH DEVICE HAVING A DISTINCT 'ADDRESS'. 2. PROVIDE NON -POWER LIMITING, PLENUM RATED WIRING. INSTALL IN EMT WHERE WIRING 15 ROUTED THROUGH HAZARDOUS LOCATIONS, EXPOSED STRUCTURAL CEILINGS, INACCESSIBLE CEILINGS, AND BETWEEN AREAS SEPARATED BY MULTI -STORY ATRIUMS. ALL RACEWAY COMPONENTS SHALL BE PAINTED RED. 3. SPRINKLER SYSTEM 15 A DE5164-BUILD CONTRACT. COORD- IRATE WITH SPRINKLER CONTRACTOR FOR QUANTITIE5 AND LOCATIONS OF ALL FLOW AND TAMPER SWITCHES, AND FOR LOCATION OF FIRE HORN/LI6HT AT EXTERIOR OF BLDG. INSTALL WITH 20% SPARE CAPACITY ON ALL INITIATING AND INDICATING APPLIANCE GIRGUITS. 4. COORDINATE ALL SEQUENGIN6 OF OPERATIONS WITH LOCAL FIRE DEPARTMENT. 5. ALL DEVIGE5 INSTALLED IN DAMP, NET OR EXTERIOR LOCATIONS SHALL BE FURNISHED WITH WP HOUSINGS. ALL DEVIGE5 INSTALLED IN GYMNASIUMS SHALL BE FURNISHED WITH WIRE GUARD. 6. SYSTEM SHALL TRANSMIT REQUIRED FIRE ALARM SIGNALS TO CENTRAL MONITORING AGENCY (SELECTED BY OWNER) VIA DIALER PROVIDED IN FIRE ALARM CONTROL PANEL. 7. PROVIDE SUFFICIENT SPARE CAPACITY FOR FUTURE TENANT FINISH AREAS. PROVIDE ALL NECE55ARY EXPAN51ON CARDS AND REMOTE POWER SUPPLIES. TYPICAL DUCT DETECTOR w aT J1 ccoRDINATE EwcT FMH<LE of TYPICAL. 5 5 GOWER T.ONffS ATH FIFE STFIIKLER WiiY CCM/TY�fTOR� FOR NEON SHUT -DOWN TO 5EOURITY PANEL���IAT ON ALARM CONDITION '_' `' I IMS FAA FAGP IFLERVJNE ____ pry pq GIRGUITlT l DPILER - yI�N 1 IFIRE ALARM RISER DIAGRAM E4.1 scue. uouE r*l MCMIECNfd ftINNNG F^4] ■NR9CR CWOI 1543 champa rt. #200 I� ■ denver, co 80202 F -I phone: 303.292.9107 U ■ fm 303.292.4297 Z AEDESIGN NB .ner�Mel W 0 la Wtleatga r�61.w e4tOip� 0C N� 21-509.1 OIMM CHEC L i.l. O �M ^L' W 4� L1� 1- v) M O LLI LU 0 02 U Ld 0 OCI v1 H /C/� V� Q W < V i . NL GUN ND WO IXHWIAIIN IALV]IG MFAII IS CW19]IID MaaNN ND a Nor W WILCAul QSd m DIHFAMY WI CGU WM TITER MN T H MI Er WV NaDECmw PIMJEU NUMBIM 21-509.1 OIMM CHEC 01.29.21 PREUMINARY 04.27.21 PROGRESS 05.04.21 PERMIT PENSIONS ELECTRICAL SCHEDULES E4N1 W MECHANICAL EQUIPMENT S IDLE KEY DESCRIPTION VOLT5 RI LOAD 110LP/ ERANGII CIRCUIT 17,15LOWIELT CIRCUIT NOTES, LE132cor l: IRDIVAINTYLIGHT:00ther 1 4 14 M HPWA MFS (HIRE AND CONDUIT) Who NJFE£R M RN I ROOF TOP EMIT 4b0 3 II MLA ISA DCP 3X12, IXI2, Woe 3001,551, H2-Ij$ 30945 MAU I MW.E IIP AIR UNIT 4650 5 al MLA 15A 0LP 3012, IXI2, B/4"L 5OAFJ2 Hli I OF I NKKAVI FAN 120 I I He III HOCA 210, MEW, 3/4'C 501 LI -25 A EF EXHAUST FAN IXO I I NP 50A ZXIO, IxIW, 3/4'C WHIP LI -21 20 I SPARE 2 WATER COOLBR 10 II BFGI x1, EUY£D SAKE L 20 I SPARE 5PARE NF EXHAUST FAN 120 1 1 W 3001 2010, 14409,3/410 30MIP LI -29 L a 3 IS 20 I eU NIZE) SNI DCP BB5F9 51"ALE 8 9 W ff, ENIAST FAN 120 1 1 W 3001 2X10, 141409, 3/4'C ROMP Lldl 19 4 234 EXASSED SPACE A � SPACE 360 REST>OOF1 fgGET" 20 21 L ff EXHAUST FAIN IXl I I/10IP 1501 1501 2612, IXI2, 3/4'L 90MP Li -I R 5 L BIYa8 Bei 20 BF56[ 51,0110E OLP 25 DO I BURNED SI OF EXHAUST FAN 120 I 113 W 21 1501 2012,1012,514"1 SOAP L1 -I SPACE 6 DD I 28 Dart Ib MOLP EXASSED SPACE L � SPACE 1000 GOFFNE RC REGIRGdATION PUMP IX) 1 035 A ISA x1, ZXIZ, IXIZ, 3/410 50MIP LZ -I 32 ERIN ELFLTRIC HATER HEATER 120 I 2D00 W 2501 3X10, I•IW, 3/410 ROMP L2i 35 DO I INLRai 5PALE L ani!PALEI DCP 21 I% 57 MIGROh1AVE EH LWT TEETER 120 I I/2 HP 2001 212,1128, 3/4'0 20MP LI -I 2 EI EXISTING E AGROO 1 5 1 40 41 120 L 1351 SPICE EH TESTER 120 5 I/2 HP 2001 212,11126, 3/4'0 20MP LI -3 2 1 N0 WITTING 3 A CLT TYPES L=LI6HTINB, R=RKRPTALLE, M=MOTOR, LM=LAFBE5T IbTOR E=EdIIR E1tT, KE=KITLFEN ECdEIR EIIT, 5=54151FE® PAIR I 5PARE BPEdD SPACE CB TYPE. MT SNIT TEETER 120 12D 12 HP 2001 212, 1.126, 5/4'10 WMP LI -5 2 B ENITHEA CLT TYFE, LIONTIN5, REOEPTALLE. Over NOK. MOTOR. LEST MOTOR, EBtlIIPFBgT. KITCH Edi BRFEED PNC. LOAD MAT CEMMm LOAD 8596 1.23 IOT45 VA O ID OVA O 05 O VA Ell" ID 9194 VA O 13 OVA O ID OVA O O O VA 12648 ID 12698 VA L 28 TOTAL LGeECT® LOAD5 R 360 IT ROOM(d1AD UW EMIT TEETER 110 L In HP 2001 1121x126, 3/4'L 20MP LI -1 Z E4 E%TNEA5 R 360 IT FOOM tlIM 32 20 R A 1 120 EM ENT NEATER 120 5 12 HP 2001 212,1x126, 3/4'0 20MP LI9 2 E5 EXISTING 11 1 at I 5 1 42 SPARE IIXSNEWOR LH WIT TEETER 120 1 law 2001 212,11 3/4'0 201 LI -II 2 E6 EXISTING t1grer D!PALE I I I % 51 1 1 lBUSSED SPACE EH TESTER 120 I A law HP 2001 212, 11126, 3/4'L 20MP LI -13 2 Ii N0 TOTAL LLMCLTED TOADS what I I 1 1 B 1 1 MT W WIT HEI6 INET TEETER 120 I I/2 HP 2001 212,1.126, 5/4'10 20MP LI -15 2 far NXINDTHE'a I I L I I ELINNEV SPACE EVENEE2 SPACE 1 1 EH E (EATER 110 I 6CLEP 2001 112,1x126, 3/4'L 20MP LI -It Z E9 XI AEM 96 4T CGT TYPE. L=LIGHTING, R=RECEPTACLE M=MOTOR LM=1LAF65E5T FIOTLR, E=EdEI E ENT, KE=KITLFEN BdIIFEENT, 5=51BF® PA18 I XO C.B TYPE. T WIN EXT (EATER 120 I 12 HP 2001 212, 1x1245, 3/4'L 2DMP 1I-19 2 E10 WITTING CGT TYPE LIONTIN6, rlELEP1ACLE. Over NOK. MOTOR. 1.95T MOTOR, E6E)1101 T. KITCH EQUIR 51BFEED RLL, LOAD O 4140 O 1428 O T08O O O MILT DEMAND LOAD 1.25 OVA TO 4140 VA 05 O VA ID 1428 VA 13 OVA ID 1080 VA O O VA ID O VA ERABNEVaglidi SPACE TOTAL CLTIECTBJ LOAD5 IM EXT TEETER 120 I law 2001 212, 11 3/4-0 20MP LI -21 2 E11 EXISTING EUY£D SPADE 52 59 SPARE EH L11T TESTER 120 1 law 2001 21p2, 11 3/4-6 20MP LI -29 2 E12 JES05TINS, 6EIERAL MOTES. A. 01LL LGUKTLREi ARE COPPER THHN, UNLBS OITERWISE B. REFER TO ADGATI ICAO PLAIN FOR SPECIFIC EOUIPH9ENT LCGATIGN PND ROUEN C. RE1LR TO R0.51HR CLYORDINATE ALL MELHANILAL ENIPFBIT POMER AND LCTIELnoN REtl11FEFF31T5 w1T1 D CONNECTOR FFLHANE FINAL IL CONTROL- RVDRAWNSE. ALL 120V REFER TO !SPECIFICATIONS FOR FATHER ON, RC WIRNIC GLARIVE D. FOR E. FOR VAV SYSTEM (NATE WITH FELITA ONT ANT EM COORDINATE AIO R30VEDE 1 ID OV ATO SA AS RETLR OtT AND IOT VAV N X O AT GE TRAl- CONTROL. PANEL AS REC11FS2. IF UAR L06ATIO ONS AT EACH VAV BOX CONTROL PANELS ARE Iii KNOWN BID 15 TO ICL ECHO AT IMCES LOLAnONS A E KNO AT NO. C.IS TO INCLUDE 108 IDa0V CONNECTOR AT EPLH VAV DEVICE IN TIE BASE BID PRICE AND DI RME, ON ARE REIOIIl1®. Hiz A CREDIT CURERS CONSTRUCTION KTILN IF LE55 LCNNEGTISE ARE BE PRWIDEp 015 BR N F. INTERIOR DISCONNECT SWIT0 E TO BE UW.E55 OTHERWISE NOTED. EAl I GI HINNEREIAD r O RP^FCLP O, AND AIR V RE WITHIN 25' 01 ROT B. PROVIDE YEATIERR30GF 120 VOLT OINOUNLES O EF I FE AS INDICATED ON PLANS. CIRC ITI S CIRCUIT SPARE CIRCUIT ON NEAREST IDEM PATELB OR 015, INDICATED V IETENCTIO ON ALL RETFW AIR SYSTB45 V RE TER, AND AIR 2,N' OEM OR GREATER AND FIND PLL H. PROVIDE MKT D091 INCE E OR 5ERVINS MELTIPLE FLOORS. PROVIDE ADDITIONAL ESDLYI LFM OR TE MOOT TOR DUCTB45 LSYSTEMS TM1 RET T LI6M'i AS REtAIIREO BY LOCAL ALTNOr DUCT INDICATOR HAVITi L)MESPICONTROL. ORS AND WTALL REFbTE IC. NT Br 15 OFF( A I. FOR ANY BOILBI LAC SYSTEM, EL. 15 TO R30VCH' M NIR(. F RiJBIRON OFF AND ANY C/JNTR0. WIRTIO WITH GONTNCY RECURPR 1000 DINATE IN STALLATION. J. EL TO PROVIDE HANICSEEXACT STARTEES FOR HOTOREIGALCONTRACTORAIDS T MFPRIORTO STARTERS FOR ALL M TO BE RiOVIDED BY THE FELATEED. L WEN NOT IIDILON O THE FIECHANO IRTER 5 M CONTRACTOR ON THE MELHANILAL R.AN5.' 512E OF 510181452 TO EE BASED ERCN 512E OF MOTOR IGft5EPOYER IImILATED. SFEGIFIL NOTES, 1. FROVIDE AUXILIARY STARTER FOR INIERLLGKINB UNIT WITH EXIINST FANS. 2. N STI115 MIT NEATER TO BE RE-LIRLUITED TO 18Y TENANT PA18 AS INDICATED. nCOMcheck Software Version 4.1.5.1 Interior Lighting Compliance Certificate FIrolaeb Information Emmy Own 2018(ECC Fged Tqk: AXIS 70 TI PmpMT1.n: Now ConnnmU6n Determination BR Qvnerl/pek OesgmrCmlreclor. 4990 PARPETST CHRISTINA KELCH WHEAT RIDGE, CO AE DESIGN 4 14 1900WAZEEST MdlNorlel EfficwmY PRCLX90(e) DENVER. CO 80202 18 30 CKELCH®OMAILCEM Hf4uzJ maynorlgmFg power. RosearWb&e Merely a,bWlxMN E'Iar[f 191 Wa:aneemlalsmru. Alloyed Irderior Lighting Poxer A B L D Area Category Fleet Area Alawrd AIbw wW @21 Vifir (BXL) 2Gbro 1085 0.71 M Trial Aluwd Wam. 61m Proposed IMerlor Llghfing Power A D C D E FIAtuM ID: Dfm PUP l Lamp l WMg Per Lamp l WIMM Lmnpw YM RX a (CXDI 1eNrt Mtivx wINL 1-W MIEM:LED HIGH MY. CHI LED I: HIDTITm 1 3g] 1717 3WI8 2Qba LED2.011D1EM: LEODOWMLpH1:Otla. 1 4 14 56 LED2wP/2:3I11HEMAIEDTHOETER: Doer: 1 18 30 AN LE132cor l: IRDIVAINTYLIGHT:00ther 1 4 14 M LOAD CIRCUIT BREAKER BYa CIRCUIT BREAKER LOAD CEY.FIPIION NOTE M) POLE I TRIP I TTME TYPE TRIP POLE DE5LRIPIILN t1YTE N1 LOAD VA roW Pmposw Wtlb- Who Illlerler Lighting Cpmpllance Statement Camgbnce Statement. The proposed interior fightingderagn rearvienLea in miaeacumeratisaanslslenLwth the wilding planr sparamwears.And othercaiaMdonssubmitted with this cermn.pplic%gn. The PMWSs inWmriMhdng,mmshave been designed In meet the 201B IECC requirements In COMI Verson 4.1.5.1 and Her comply wYF my morikmle maMMory requirements Torted In the hspecaon CM1aklist ERIC REITAN, P.E. y,.u; yrl/4A'✓�- 06-22-21 Name - Tore 1gna m Dem RaIM Ttle: "157071 report game: Wiwi DaWfilerN lg5287.W-AaiS70W UIHLIg CaIC6LC@ICIIECK2081ECGCCk Page 101 6 Mb11TEC PLANNINGNINO INT ■ 1N1ER1pi DESKW 1543 champa EL #200 ■ denver, Co 80202 phone: 303.292.9107 ■ 111 303.292.4297 x AE DESIGN •� I \ ,ue Cynpamra.vivasdxtnv V/•� m«.en,mlwmnro®ntim�rNnm w I••I 3 to Whea/R L�] 0 "' w WJ mGO �n9 DM50 PANEL 'HI' PM8 002' PANEL i2' VOLTAGE L{, 400 VOLTAGE L -N, 271 TYFE. 3RV4W MLIINTINSI SI.RFPCE IYJTES, NEW PANEL LOCATION. BIS RATING. MAIN LB, F® FROM. AIL RATIHS, OFFICE IW AMPS MTD. IWA9P W IN PANEL M. FULLY RATBJ AT LEAST ECJIAL TO, 14K AIL 35K AIL LCKATION, BI$ RA TNG. MAIN LB, FED FROM. AIL RATIHS, GIR NO CCT TYPE LOAD VA LOAD CIRCUIT BREAKER BYa CIRCUIT BREAKER LOAD CEY.FIPIION NOTE M) POLE I TRIP I TTME TYPE TRIP POLE DE5LRIPIILN t1YTE N1 LOAD VA GCT TYPE OR NO I M 3048 ROOFTOP UNIT 1TIU-I' 5 15 A W I WMBDISE 1-104TIN5 Fi0 L 2 3 M 30945 252 B 20 I WAREIlIO15E LIBHTHER) 5152 L 4 5 M 3098L — 400 DD I VARBDUnE L16HTINB 3152 L 6 T WATB2 HEATER EWH-I 1 EXASSPACE `E V A W I SPARE 5 M DO 6 9 Fees Ln L EXASSED SPACE B 20 I SPARE 480 WATER COOLBR 10 II BFGI G EUY£D SAKE L 20 I SPARE 5PARE I 12 15 T R ELNEED SPACE A 25 I OFFICE LI INTINS 592 L 14 IS 20 I eU NIZE) SNI B BB5F9 51"ALE 8 9 W IT RESTROOM RECEF T5 1 EXAS`E V SPACE G BM.SV, SPACE 3132 DO IB 19 BYfi875PALE 234 EXASSED SPACE A � SPACE 360 REST>OOF1 fgGET" 20 21 L L EUY£D SAKE B EVENEE2 SPACE SPARE 290 12 29 15 R ELNEED SPACE L BIYa8 Bei 20 BF56[ 51,0110E 24 25 DO I BURNED SI A BBSED!PALE 14 IS 26 21 RVERIBHRATGR 1 BUSSED SPACE BBIY.a® SPACE I I DD I 28 Dart Ib 2O EXASSED SPACE L � SPACE 1000 GOFFNE 3O 51 I G EUY£D SAKE A BIYf.� SPACE SPARE BFF�® SPACE 32 33 19 M WEI SPPLE B BIYa815PALE 20 I 34 35 DO I INLRai 5PALE L ani!PALEI I 21 I% 57 MIGROh1AVE 1 BUSSED SPACE A 45 1 5 150 "A XFFIR 72' TO I 5948 1 5 1 do 39 BESSED SPACE BF_BED SPACE B E AGROO 1 5 1 40 41 120 L 1351 SPICE L I 3200 5 42 254- 25 R 120 OFFICE 102 REGEPM1v 1 20 3 A CLT TYPES L=LI6HTINB, R=RKRPTALLE, M=MOTOR, LM=LAFBE5T IbTOR E=EdIIR E1tT, KE=KITLFEN ECdEIR EIIT, 5=54151FE® PAIR I 5PARE BPEdD SPACE CB TYPE. GFCI.5mA GROUD FALLT CIRCUIT INTERRUPTER, 6FEP•SGrA GROUD FAULT PROTECTION FOR ECdIIPFBII, AFCI=ARL FALLT CIRCUIT INT32RI.PTBR 21 R 12D LPFLI=LOMBINATON APL FAULT L SmA, GROUND FAILT CIRCUIT INTER IA"MR, 5T=5WNT TRIP, HPIS=HANDLE THE WITH BROURNB X 1 20 5 I-C•HANI CLAFP FOR LOOKING IN OWOFF POSITION, LCKK•PHtMAN@TLY LOCKABLE BRFAICB2 35 W I CLT TYFE, LIONTIN5, REOEPTALLE. Over NOK. MOTOR. LEST MOTOR, EBtlIIPFBgT. KITCH Edi BRFEED PNC. LOAD MAT CEMMm LOAD 8596 1.23 IOT45 VA O ID OVA O 05 O VA Ell" ID 9194 VA O 13 OVA O ID OVA O O O VA 12648 ID 12698 VA L 28 TOTAL LGeECT® LOAD5 R 360 IT ROOM(d1AD A B L VA 45028 121100 9580 20 TOTAL DEFM}OED LDADB L A B G VA 9411 12963 10163 AFPS 34 41 5T DO TOTAL ON 33 NDVA PANEL 39 AFP5 SPARE NOTES. IJ5 KVA %FMR T' TO 'LI' 30 51 R 360 IT FOOM tlIM Mb11TEC PLANNINGNINO INT ■ 1N1ER1pi DESKW 1543 champa EL #200 ■ denver, Co 80202 phone: 303.292.9107 ■ 111 303.292.4297 x AE DESIGN •� I \ ,ue Cynpamra.vivasdxtnv V/•� m«.en,mlwmnro®ntim�rNnm w I••I 3 to Whea/R L�] 0 "' w WJ mGO �n9 DM50 PANEL 'HI' PANEL i2' VOLTa6E L{. gory TYPE, E L49. Zit TYPE, NAZFA1 NOTES. SERFAGE NOTES. NEW PANEL. LCLATILW BUS RATING. FEE) LB, FED FROM. AIL RAnIK. VOLTA9E L{, VOLTAIRE L -N, TYFE, MLIINTINSI NOTEI Door 120 51"V9W SI.RFPCE NEW PAFEL 35K AIL LCKATION, BI$ RA TNG. MAIN LB, FED FROM. AIL RATIHS, OFFICE IW AI4P5 100 MRP 3O KVA XFFR T2' FROM PANS W2' FILLY RATE) AT LEAST EQUAL TO, IGC AIL GRONT BREMER GIR NO GGT TYPE LOAD VA LOAD DE5LFIPIION NOTE W) CIRCUIT BREAKER 455 CIRCUIT BREAKER LOAD OE5LREETM tND E NX) LOAD VA GGT TYPE OR NO POLE I TRIP I TTEE TYPE TRIP POLE I M 252 EXHAUST FANS Tsai 1 15 I A 3132 W I 341.1DIN5, S6MA6E 400 E Z B E 2000 WATB2 HEATER EWH-I 1 25 L B 5 M DO I SPARE Fees Ln L 4 5 E 480 WATER COOLBR 1 20 BFGI G I W I 5PARE I NNAREwMSE LT5 6 T R IBD 114REH015E NEI RK.Iffer 1 20 EX15TIRoaIl5 A DO 20 I SPARE L 10 8 9 R 360 RESTROOM RECEF T5 1 20 1 B 3132 DO I SPARE BYfi875PALE 234 10 —ii R 360 REST>OOF1 fgGET" 1 20 L L IS 20 I SPARE 290 B 12 15 R 560 EREAK RWM r3LEPr5 1 20 BF56[ 51,0110E A DO DO I SPARE I NNAREwMSE LT.a 14 IS E (COO RVERIBHRATGR 1 20 Ei B 20 DD I 5PARE Ib 2O W F E 1000 GOFFNE 1 ZO I G DOOR W I SPARE BFF�® SPACE M IB 19 M Iii DIVEROgi 1 20 I A 25 DO I SPARE M Al DCl 21 E 1200 MIGROh1AVE 1 20 4555® SPACE B R W I SPARE BESSED SPACE 22 D9 E ICii LLPIER 1 20 120 L 24 DO I SPARE E%HA5T FAN VE -1- tSQHAULS FAN 30 254- 25 R 120 OFFICE 102 REGEPM1v 1 20 3 A 9411 DO I 5PARE BPEdD SPACE 30 26 21 R 12D Or 102 REGEPI5 1 20 5 B 35 W I SPARE EO L 28 D9 R 360 IT ROOM(d1AD 36 20 B1.Ti® SPACE L 1920 DO I SPARE 1 IJ5 KVA %FMR T' TO 'LI' 30 51 R 360 IT FOOM tlIM 32 20 R A 1 120 — — SPARE 5 40 32 93 I R I 121 IIINTECT r3LEPr5 I 1 1 20 1 1 at I 5 1 42 SPARE IIXSNEWOR 34 3'i I I &LRE ED SPoLE I I I I c I I GET TYPE. NEGI.5mA ORIO.FD FART GIRCUIT INITERRIIPIBL 6f-13'=SGrt4 GROMP FART PROTECTION FOR EdIIP6B1r, AFGI=ML FAULT CIRCUIT INIERRLPIHt t1grer D!PALE I I I % 51 1 1 lBUSSED SPACE I I I I A I I 4555® SPACE I I I 345 39BF_BED TOTAL LLMCLTED TOADS what I I 1 1 B 1 1 A B O VA 31626 55266 M242 AFIPS INS 1345 121 ]EANyi SPACE I I I 40 41 1 1 S Edi SPACE I I I I L I I ELINNEV SPACE EVENEE2 SPACE 1 1 142 SPARE I W B EVEN SPACE 96 4T CGT TYPE. L=LIGHTING, R=RECEPTACLE M=MOTOR LM=1LAF65E5T FIOTLR, E=EdEI E ENT, KE=KITLFEN BdIIFEENT, 5=51BF® PA18 I XO C.B TYPE. 54901=5mA GROIMD FAULT CIRCUIT INTERRITH2, NNErNy,1A GROUP FAULT PROTECTION FOR EWIFET Ir, AFCI=ARL FALLT CIRCUIT INT3dd.FlBR EXASNED BUSSED SPACE LAFCI=CGFIBINATION ARL FAULT L SmA &RC)i FAULT CIRCUIT INTER IA"MR, 5T=5WNT TRIP, HrX=HANDLE THE HI BROLI X SO 49 HC -HANDLE CLAW FOR LPOON15 IN OWOFF POSITION, LCKK•PHtMAN@TLY LOCKABLE HEAKBR SPARE CGT TYPE LIONTIN6, rlELEP1ACLE. Over NOK. MOTOR. 1.95T MOTOR, E6E)1101 T. KITCH EQUIR 51BFEED RLL, LOAD O 4140 O 1428 O T08O O O MILT DEMAND LOAD 1.25 OVA TO 4140 VA 05 O VA ID 1428 VA 13 OVA ID 1080 VA O O VA ID O VA ERABNEVaglidi SPACE TOTAL CLTIECTBJ LOAD5 50 A B o VA 3948 BO.ti 32W TOTAL DBMFO® IDADB SPARE A B G VA 3448 BO.ti 3200 ASPS 29 50 21 W 2O TOTAL ON 13 KVA PANEL. 3i AFP5 CUTE• EUY£D SPADE 52 59 Mb11TEC PLANNINGNINO INT ■ 1N1ER1pi DESKW 1543 champa EL #200 ■ denver, Co 80202 phone: 303.292.9107 ■ 111 303.292.4297 x AE DESIGN •� I \ ,ue Cynpamra.vivasdxtnv V/•� m«.en,mlwmnro®ntim�rNnm w I••I 3 to Whea/R L�] 0 "' w WJ mGO �n9 DM50 PANEL 'HI' PANEL LI' VOLTa6E L{. gory TYPE, E L49. Zit TYPE, NAZFA1 NOTES. SERFAGE NOTES. NEW PANEL. LCLATILW BUS RATING. FEE) LB, FED FROM. AIL RAnIK. ^L, LBlr92 WAREHWfiE FIL AMPi MTD. 40001 RATE DISLONEGT WLLY RAT® AT LEAST EQUAL TO. 35K AIL 206 120 3FW9W BIRFAGE NEW PANEL FEED T1R011511 LII Vs. GGT WTYPE LDAD LOAD VA DEk.RIPrILN NOTE M GRONT BREMER NOK AIL BEGIRGIR BREAKER LOAD DE5LRIPIIOH (NOTE IM) LOAD VA GGT T119E OR WI POLE) T31P TYFE TYPE! TRIP PULE M VIE, MPKBP AIR LWT MAH' 3 15 TYF£ A W I F14REXOUSE LTS 3132 L 2 5 M 2116 W I B 25 I WArBlVsla_d=CTS 5132 L 4 5 M 2116 DO B Fees Ln L W I WATffIbISE LM 3132 L 6 T BYTi® SPACE EW-E3 I 20 A 2D I NNAREwMSE LT5 3152 L B 9 �51ir M His EX15TIRoaIl5 B DO ELAREENxYE_M 5152 L 10 11 BIXf.� SPACE B 9 M G W 1 FIAREXOUSE E,5 3132 L 12 13 BYfi875PALE 234 M 10 A 2O I WArBlVsla_8 _TS 5132 L 14 IS Ssaylar SPACE I VEHICLE F.6T2AINT 290 B 20 I WVffHOU51i 3132 L Ib IT BF56[ 51,0110E DO I G W I NNAREwMSE LT.a 5152 L IB 19 �51ir W B A 20 I SPMg M Ib 2O 21 BIXf.�SPACE EX157149 UH -E9 I XO B W I SPARE DOOR 120 21 23 BFF�® SPACE M HIS EKII I64 E'IFEIO L XJ I SPHff I 24 25 SUNiED 51i Xl 21 M Al EXISTING UH-EII 1 eUx£D &I B 26 T 4555® SPACE 120 R 22 B 11 BESSED SPACE 1 W 25 120 29 4555® 51ir I WADS D0.',K DOOR tlIPfJS 120 L 24 25 eUrY�ED SPACE 4 E%HA5T FAN VE -1- tSQHAULS FAN 30 31 BI5 Ff.�1,0110E 20 I A IW 3 PANEL 002' 9411 5 32 � BPEdD SPACE 30 B B I DOOR 120 12963 5 34 35 BK.fi&] SPACE EXHAUST FAN I EO L I 10163 5 36 5T B1.Ti® SPACE M 1920 FAN £f-4' IRI A 10 1 IJ5 KVA %FMR T' TO 'LI' I5154 5 30 ORriduarear SPACED 32 � R 56o — — — 1Ob42 5 40 41 A 05e.� SPACE 12D R 54 G SPARE 10618 1 5 1 42 IIXSNEWOR CdI01Da 3NEC)R 36 5T GOT TYPE. L=LIBFTWS, R=R DEFTAGM M=MOTOR, 1.M=1-AR91z5T MOROR, E=HdEIRFENT, KE=KITG@I KYI S=SUBFEED PMB_ SH ADE! 5149100"1514915149100"1, I XW O GET TYPE. NEGI.5mA ORIO.FD FART GIRCUIT INITERRIIPIBL 6f-13'=SGrt4 GROMP FART PROTECTION FOR EdIIP6B1r, AFGI=ML FAULT CIRCUIT INIERRLPIHt BUSSED SPACE CAFLI=COFBINATION ARL FAULT 6 5mA BRWMO FALI CIRCUIT INTBRRPTBR, 5T=SHAT TRIP, HTB=HANDLE TIE WITH GRLVPINB i 39 HG•HANDLE GLM11" FOR LCCKI46S IN OWOFF POSITION, LOGK•PBd4AlBHRY LOCKABLE BREAKER B CGT TYPE, LI6MIN6. RErDiff" LE. OvER ILK. MOTOR. -BST FIOTG3, EOJIFIEENT. KITCH EQUIP. SBFEBO ANL. LOAD FELT DB1Al0 LOAD 28188 1.8 MI VA O ID O VA O 05 O VA 8140 ID 8165 VA O 125 O VA O ID OVA O O O VA bT52 1ID 67152 VA 40 TOTAL LLMCLTED TOADS SPARE A B G VA 551 55917 32893 W 2O TOTAL DBIAND® LOAIJ5 A B O VA 31626 55266 M242 AFIPS INS 1345 121 TOTAL ON III KVA PAIR. 154 ATP' H'JTES. 42 45 5PARE I DO Mb11TEC PLANNINGNINO INT ■ 1N1ER1pi DESKW 1543 champa EL #200 ■ denver, Co 80202 phone: 303.292.9107 ■ 111 303.292.4297 x AE DESIGN •� I \ ,ue Cynpamra.vivasdxtnv V/•� m«.en,mlwmnro®ntim�rNnm w I••I 3 to Whea/R L�] 0 "' w WJ mGO �n9 DM50 PANEL LI' ^L, VG_TABE L{, VOLTAGE 1-4h TYPE, FXMINTIN6. CUTE• 206 120 3FW9W BIRFAGE NEW PANEL FEED T1R011511 LII LCGATILW BI$ RATINS. MAIN CB, FED FROM. AIL RAnIK. OBITER WAREHWr£ 2 PMPi I50 MEP 45 KVA XMFR T' FROM PANEL WI' FILI RATED AT LEAST EQUAL TO. NOK AIL leal�.•!1 GIR I GGT TYAE LOAD VA LOAD NOTE W) BREMB2 BIS GIRGIIT SPEAKER COPD DE5LRI LOAD VA GGT T GIR F2 3EE POLE (IIT TYF£ TYF£ TRIP Fred POLE I M T6 ED(lirI I EXISTINLS UII-EI I 21, ZO A W I AD P OREFW) G/BRIEFD DOOR MOTOR IF6 M M 2 5 M IIT6 EX15TINEVL E2 I DO B Fees Ln DO I WB:IEPD WLR IMTIOR I M 4 5 M MayEXI5T EW-E3 I 20 L 20 I OJHRNEAD DOOR FICTOR IFIM M 6 T M His EX15TIRoaIl5 I 2O A d' DO I OVBtlffaR DOOR MOTOR IIT6 M B 9 M HIS WN EXIii E I B I VEHICLE RESTRAINT 234 M 10 II M Ts EXISTING Fab I W ZO C W W I VEHICLE F.6T2AINT 290 M IZ 19 M IIT6 WH EXI5TI" UH -EI I DO A DO I VEHICLE RESTRAINT 2915 M 14 IS M 1116 EXI5TIN8 UFI-EB I W B 20 I VEHICLE RESTRAINT 2945 M Ib F M His EX157149 UH -E9 I XO C DO I DOOR 120 R 16 19 M HIS EKII I64 E'IFEIO I A I WADS COI CLr.I.DWRCJIAIJS 120 R Xl 21 M Ts EXISTING UH-EII 1 W B W 2O I OIKK DOOR 120 R 22 25 11 I W 25 L DO I WADS D0.',K DOOR tlIPfJS 120 R 24 25 M 4 E%HA5T FAN VE -1- tSQHAULS FAN 1 30 A 20 I GLr.I. WOR CdIPD' 120 R 20 21 M MW 19X0 EXHAUST FAN 13-2' I 30 B ZO I DOOR 120 R ZB 29 M 1921 EXHAUST FAN I EO L I WADS CLr.I. DWR CJIAIJS COI li0 R EO 31 M 1920 FAN £f-4' IRI I A W 20 I D00K DOOR CelADS 120 R 32 � R 56o NORTHEDIELAUSTR NORTH ROOF RELEPrs I W DO B DO I DCI'.K WOR LunDS 12D R 54 35 SPARE 1 C IIXSNEWOR CdI01Da 3NEC)R 36 5T E 400 SH ADE! 5149100"1514915149100"1, I XW O A BUSSED SPACE 30 39 SPARE I B D SPACE 40 Al SPARE I W 2O C aglid EUYaFD SPICE 42 45 5PARE I DO A ELINNEV SPACE M 46 SPARE I W B EVEN SPACE 96 4T SPARE I XO C EXASNED BUSSED SPACE SO 49 SPARE I A ERABNEVaglidi SPACE 50 51 SPARE I W 2O B EUY£D SPADE 52 59 SPARE I 20 L a155® SPADE 54 GCT TYPE. L=1-I5HTIN5, R•RELINETAGLE, M•FICTOR, LM•LARGEST MOTOR. E=EOEIIigi KE=KITG EN EGUIPFB4T, S•BIBFEEP PANEL. LB TY 75 iii:5NA 09RL1.W FAULT CIRCUIT INIBWLPIBj BFEP==30M BRCIW FAULT FROTELTILN FOR EdIIRBYT, AFL(:ARO FALLT CIRCUIT INIB:R.PIei CAFCI•COFBINATION ARL FAULT a SmA GRC,FD FNA.T CIRCUIT ST•SILWT TRIP HTx•HANDLE TIE WITH 6'RLUPING It HL=HANDLE OLAMP FOR LWKINS IN OVOFF POSITION, IDLK=iER4ANBLRY IDLKPELE BREAKER LCT TYPE. LIN -MINS. REGB'TM.LE. OVER ILK. MOTOR, -GST FDTOR. EJIIRBNT. KITCH EGUIP. 519ffi> REL. LOAD FELT D94AND LOAD O 1.8 O VA 7200 ID 1200 VA O 05 O VA 21615 ID 21615 VA O 1.8 O VA 400 ID 400 VA O O O VA O ID O VA TOTAL CONNECTED LOAD" A B L VA 137:4 10042 1061b TOTAL GB4AN0® LOADS A B L VA 13154 10842 10610 AMPS 115 40 BB TOTAL ON 35 KVA PPF. 945 AMPS NYOTNI, I. PROVIDE 51.BPEEO LLS• FLR NRRE itTION 2. Mb11TEC PLANNINGNINO INT ■ 1N1ER1pi DESKW 1543 champa EL #200 ■ denver, Co 80202 phone: 303.292.9107 ■ 111 303.292.4297 x AE DESIGN •� I \ ,ue Cynpamra.vivasdxtnv V/•� m«.en,mlwmnro®ntim�rNnm w I••I 3 to Whea/R L�] 0 "' w WJ mGO �n9 DM50 .ALIT MAN NO W IMMAIMI IR EM NC HEMIN B Ri1RMM NMLLATM MB MVIT mI OE WNGIEp Meri M oME T Mi NHYIT THE IRmN 019111 f ,RT YVf IIWMRNNE GRBECT NUMBER 21-509.1 MAW NEMM BWE 01.29.21 PREUMNARY 04.27.21 PROGRESS 05.04.21 PERMIT REASONS A0622.21 PERMIT RESO9 ELECTRICAL SCHEDULES E4■2 ^L, iwwf� leal�.•!1 • V O_ • V ^L' W ^4=^A i� co L I~^ V / O Fees Ln Feas 0 00 LL] L LJ O 1� LL. U O Lon 0 Q W Q d' 3 ■ .ALIT MAN NO W IMMAIMI IR EM NC HEMIN B Ri1RMM NMLLATM MB MVIT mI OE WNGIEp Meri M oME T Mi NHYIT THE IRmN 019111 f ,RT YVf IIWMRNNE GRBECT NUMBER 21-509.1 MAW NEMM BWE 01.29.21 PREUMNARY 04.27.21 PROGRESS 05.04.21 PERMIT REASONS A0622.21 PERMIT RESO9 ELECTRICAL SCHEDULES E4■2 l o W haat Ha. PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING Aon0ory se May 4, 2021 Grey WolfAmhitecome 1543 Champs, Street Suite 200 Denver, CO 80202 Attention: Ms. Jana Hutkova RE: INTERNATIONAL PAPER TI at Axis 70 West New Rooftop Equipment on Existing Joists 4990 Parfet Street Whearidge, Colorado PK. NO.: 20-185.10 At your request, we have analyzed the existing roof framing for the support of one new rooftop unit (RTU -1), two new makeup air unit (MAU-1 and MAU-2), and various exhaust has; (EF -1 to EF -6) for the above referenced project. The unit information is based on preliminary mechanical drawings dated April 27, 2021. Peak Engineering was the Engineer of Record for the original building structure (Axis 70 West). Per the information provided, is understood that all new proposed units are less the 14'-11 long and therefore no new snow drift loads will be applied to the existing roof. RTU -1 weighs 900 lb. and is positioned approximately 30'-0 south of Grid 1, and 25'-0 west of Grid A. The existing framing at this area consists of40LHjoists spooning approximately 60'-0 designed to support a mechanical add -load of 100016. anywhere along the span, as marked up and accounted for on the joist shops/design. MAU-1 and MAU-2 each weigh l 10016. and are located approximately 4'-0 east of Grid C. MAU- 1 is positioned on the north side of Grid 5, and MAU-2 is positioned on the south side of Grid 9. The existing framing in these areas consist of three 40LH joists spanning approximately 60'-0 that are designed to support a mechanical add -load of 1200 lb. for a 20'-0 length of the span, as marked up and accounted for on the joist shops/design. MAU-1 and MAU-2 both are oriented so that they are supported by at least three joists. The exhaust fans each weigh 120 lb. or less and are positioned in various locations where shown on the mechanical drawings. Based on the existing structural drawings, all joists are designed to account for a top/bottom bend load of 10016. anywhere along the joist span. Based upon our review, the existing framing can support the new rooftop equipment described above without any primary structural modifications, with the understanding that they are supported 390 UNio BWLNMD, S in 500,1 :m000, Co.ow,00 80228 moxr 303/2]4-0]0] ru 303/2]4-0808 www.pmkengr.com by at least twojoists and installed within the locations described above and as shown in the attached sketch. Refer to Detail 1/131 for the installation of steel angles around all mechanical openings and below unsupported unit curbs. See Detail 2/D1 for typical joist reinforcing for any point loads exceeding 100 pounds that occur more than 4" away from ajoist panel point. If you have any questions, please contact us. Sincerely, PEAK ENGINEERING, INC. Miriam A. Fox, P.E. Project Manager M 49563 : Diq lly ansae W Miriam A. Reason: I am the auNor of this document Data: M21.05G 10 4048 0600 ENATNAL PAP TYPICAL OPENING FRAMING PEAK EGINEEI I INTTIR-AXIS 70 WESTER I & OAST REINFORCING DETAILS PK. NO.N 0-185.10 G, INC. I 05/04/2021 I D1 5THDE RE: PLAN MAX.a -4- CONTRAGTOR5 OPTION TO LOPE AN61LE5 AND VELD TO U R510E OF X15T TOP CHORD IF HORIZONTAL LE6 BEAWN6 15 NOT ACCESSIBLE AT EX5TIN6 COMITIOI5 It _ ��vt�Q•,'p.0Y0 LICE,I,s Cif 4 V.a ? 49563 °s S athully Olde mount F ax ra Miria®Xct:e�� author of arm, 2021 05 w 10 4117 N 00 x 3 x 3/8 (LLV) OONT. .'PE VERTICAL LE6 OF 46LE ® JOIST OR PRWIDE 5 x 3 x 3/8 x 04 SEAT (ILLY) UIREO FOR ALL OPENINY6 3/18 I TYPICAL DECK OPENING DETAIL D1 N.T.S. IF THIS DIFEK90N 15 MORE CONCENTRATED LOAD THA2N 4', ADD KICKER L x 2 x I/4 ON EACH SIDE OF J015T. (FURNISIED AND DECK INSTALLED 6EIERAL RE L RE: PLAN I 1 CONIRACTOR)RI PROVIDE REINFORCING ANGLES A5 J015T SH" FOR ALL CONCENTRATED RE: PLAN LOADS OVER 100 LBS. SUCH A5 TED LOAD RTU§ AND HAN61N5 PIPE5. 2 TYPICAL JO15T REINFORCEMENT DETAIL D1 N.T.S. W Neater o U � w ,wh bvhj Y m DNALa All work shall comply with 2018 IBC, 2020 NEC and wheat Ridge Municipal Codes 4990 Parfet Street, Wheat Ridge, CO 80033 0 On on Redgvren MR Coog CmRMrn ' 1M1ae towards was roused undo- the aPolltable laws In ¢Rett at are time M submittal.0. aureate edem was everclsed In droking for mEe compliance. The sramping of mere document shall not be construed m be a permit for, or an approval of am vlolMlon W state and/or Iwai tndg oNlnances or mernmente tra er. Man Roaddewer: Steve Jones Dale IVIWM21 City approved plans shall be on-site for all inspections. i YEAR W RRA TY Reviewed for zoning occurrence by the City of Wheat Ridge Planning Division --��'/ APPROVED/�]]]�\I�Ir, I I I`I � Ry: W Jam( DATE. November Y8, 202 COMMENTS. Approved with the following conditions The issuance of a building permit should not be constmed to be approval of a business license. All illuminated signage shall comply with section 26-707(13) of the sign code. N S1gn&alzr GRGTSIGNSATGRGTMKn 1 W Neatga m Main ID Sign: South Elevation Os,� 21'3.5" 36" x 255.5" = 64 SQ FT SIGN Om 155.75" 36" 5T' i amamlR lallmr L127F Power euppses 36"�e�e '��'M�L LEDs FaMrels Weephde FFIWWF FW1myltl6 Standard flush mounted, face 6l channel letters 3116' while acrylic faces 1" Mm, black & 6* deep.040" alulrinum rehlrns, black 3mm ACM a 063' aluminum barks Ince naltyllluminated with white LEDs ■ wN SOL Electrical: GC to make electrical connection Load: 2A at 120V. Power requirement: 20 Amp Dedicated Circuit Attachment: Wx6'Toggle bolls, 2-3 per letter typical Exact attachment as per field contlom I code requirements Lrl Sign&dzi• THIS Ia AN ORIGINAL DESIGN I DMW ING CREATED BY LIGNDEAU APPROVAL: Tx Cuslmpr elP IUI.IM31M1le) KI "t alav0 SCDv01 PAGE Approval Date: CORPORATION DNV L TRANSFER BY SALE. ALL RIGHTS RESERVED. ANYONAG HMM -T5YEAR . WARRA S1000FIRE. COPYRIGHT 2011.20/7 SIGNGEALZ.L°M t,Nhearg6 Main ID Sign: d SIGN 0 South Elevation LL ISM F-71 \ / i y i y L2/5111 I�i_y�I I x IL_�_./ \ Width South Elevation: 240' V1 SigndeaW s' Den�'� 2� "IS IGAM ORIGINAL DESIGN I DMWING CARRIED EYFIG IDEALS CORPORATIONANO REMAINS THE PROPERTY OF SIGNER I APPROVAL: TH Glmonm Bgmw(RDIWS) —I PAGES I /WDIm'al Data. TRANSFER BY ULE. ALL RIGHTS RESERVED. ANY IINAOTRORILED USE 5YEAR WARRA COPYRIGHT 201/2017 SIOHOEALZ.COM lwneoj Site Plan: Exterior Signs a wpm --- -TV To MR "T— I- -- .r OAK STREET TO Il�:.JTZ4in5 _ 6 GMoW r F J L+ .M __ m r t ,T �- m�w --- — — y nmoaIO901 . . mMMD�R �i IQ 1959 NIEW LIT GrKRV I'1 612 I -7o OQVTFQM South EIev. 240' Wide BUILDING 7 AN&I I I I I I I U I I I I I I I I I I I I U I III Ni I I � i I T,, E _ - ,o,rm... l _ _ ___ •-resae __ _ ___ _____ ___ Ell VtLW21 OMMX PAT may Mo .VO % A PARFET STREET °N'0 No ,.MIT— ME L_ siglldGEE CUSiMORMUMe• $TISIIIBUODal Paper DESIGNER APPROVAL: ��S1911C� hlo 15 2DDlGw S1 111T ". EdMiorSgreae TRYEAR IaeGw, CO NO2RE CDNOner slanNwre IISOI01m) ossa Panty so-eal, WhealcoRooss WARRANTY L.,,o."IN: orssmm Cl SNVOscaval PALET U0 &21127 AI)PTQl DM THIS 18 AN ORIGINAL DESIGN I CAUSING CREATED SY SIONOFMS CORPORATION AND REMAINS THE PROPERTY OF SIONDIALZ CORPORATION UNTIL TRANSFER RY SALE. ALL RIGHTS RESERVED. ANY UNAUTHORIZED USE OR DUPLICATION WELL RESULTIN $1000 FINE, COPYRIGHT 2011-20991GNCEALZ.00M �v nan:: mpNftwheatndae co us To: c MmDe. r Mi sayers: Wine wno sul Ul: mmmeruai 1m r llerctlerenant Fish Date: MoN y, May 3, 202112:31:35 PM Commercial Interior Remodel/Tenant Finish Application for Commercial Remodel/Tenant Finish This application is for Commercial Remodels and Tenant Finishes. Do not being work until the permit has been issued to the General Contractor. Required to Submit Proof of Submission to Fire Department Proof of Submission to Arvada Fire Submissionm Fire Department Begin Application PROPERTY INFORMATION Property Address 4880 Parfet Street, Wheat Ridge, CO 80033 Property Owner Name Industrial Partners Qualified Opportunity Fund, LLLP Property Owner Phone 3038818811 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email aglova@westfield-m.com Address Attach City of Wheat Electronic Pawnent Form.odf Ridge Electronic Payment Form - **DO NOT ATTACH A PICTURE OF A CREDIT CARD** APPLICANT INFORMATION Contact Name of Andrew Glova Person Submitting Application What is your role in the Property owner project? Contact Phone Number 30M81ti611 (enter WITH dashes, ag 303-123-0567) Contact Email Address aglova@westfeld- .wm for Plan Review Questions Retype Contact Email aglova@westfeld-w.wm Address DESCRIPTION OF WORK Is this for a new Yes tenant? Business Name of International Paper Tenant Detailed Scope of In Buildout of the Axis 70 West industrial building at 4990 Parfet. Work - Provide a detailed description of work including mechanical, electrical, plumbing work occurring, adding/removing walls, etc Location of Work Axis 70 west Square Footage Area 1500 of Work Being Performed Asbestos Report - if Field mut completed. applicable Construction Plans 050321 4990PaffetSt Internet on Paper Ti Istneinitindf scanned on 11"x17" or larger Project Value (contract 1,370,000.00 Valuation okay value or cost of ALL materials and labor) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have yes been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Andrew Glove Permit Email not displaying conedly? View It in vuur browser DocuSign Envelope ID: 09CE9306-683A-4406-BD00-FOA2C2BC4468 City of Wheatkidge OMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: r)ermitsCe_ci.wheatr,. FOR OFFICE USE ONLY Date: Plan/Permit # Plan Review Fee: Building Permit Application Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 4990 Parfet Street Property Owner (please print): Westfield Company, Inc. Phone: 303-881-6611 Property Owner Email: aglova@westfield-co.com Tenant (Commercial Projects Only) International Paper Property Owner Mailing Address: (if different than property address) Address: 4221 Brighton Boulevard , State, Zip: Denver, CO 80216 FAM 7 1 ;.. Architect/Engineer E-mail: Contractor Name: Si-qndealz. Inc. City of Wheat Ridge License #: 110254 Contractor E-mail Address: amber@signdealz.com For Plan Review Questions & Comments (please print): Phone: Phone: 720-595-1720 CONTACT NAME (please print): Priscilla Heilingoetter Phone: 720-202-4656 CONTACT EMAIL(please print): priscilla@signdealz.com Sub Contractors (Must provide Wheat Ridge License No.): Electrical: Plumbing: W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # 110254 - CLB Sign Contractor Mechanical: W.R. City License # DocuSign Envelope ID: 09CE9306-683A-4406-BD00-FOA2C2BC4468 ® COMMERCIAL ❑ RESIDENTIAL Description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. Installation of one (1) 36" H x 21'-3 1/2" W internally LED illuminated channel letter set on south elevation of existing Building 1. Final connection to existing power to be made by GC's electrician. Sq. FULF 64 _ BTUs Amps 6.6 _ Squares __ Gallons Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ $6,550.00 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLED E. (OWNER) (CONT p lgpd(t)fUTHORIZyED�REPRESENTATIVE) of (OWNER) R) (CONTRACTO Signature (first and last name): pV1SU�a. "U�1 `' �'tgyDATE: 11/1/2021 Printed Name: Priscilla Heilingoetter ZONING COMM MENTS, Reviewer: BUILDING DEPARTMENT COMMENTS Reviewer: PUBLIC WORKS COMMENTS Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION. CONSTRUCTION TYPE. Building Division Valuation: ` DocuSign Envelope ID: 09CE9306-683A-4406-BD00-FOA2C2BC4468 City of f WhejdatP, Building & Inspection Services Division 7500 W. 29"' Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 " Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: FOR OFFICE USE ONLY I Date: Plan/Permit # Plan Review Fee: Building Permit Application * Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 4990 Parfet Street Property Owner (please print): Westfield Company, Inc. Phone: 303-881-6611 Property Owner Email: aglova@westfield-co.com Tenant (Commercial Projects Only) International Paper Property Owner Mailing Address: (if different than property address) Address: 4221 Brighton Boulevard City, State, Zip: Denver, CO 80216 Architect/Engineer E-mail: Phone: Contractor Name: Sicndealz, Inc. City of Wheat Ridge License #: 110254 Phone: 720-595-1720 Contractor E-mail Address: amber@signdealz.com For Plan Review Questions & Comments (please print): CONTACT NAME (please print): Priscilla Heilingoetter CONTACT EMAIL(p/ease print): Priscilla@signdealz.com Phone: 720-202-4656 Sub Contractors (Must provide Wheat Ridge License No.): Electrical: Plumbing: Mechanical: W.R. City License # W. R. City License # W. R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # 110254 - CLB Sign Contractor DocuSign Envelope ID: 09CE9306-683A-4406-BDOO-FOA2C2BC4468 ®COMMERCIAL ❑ RESIDENTIAL Description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. Installation of one (1) 36" H x 21'-3 1/2" W internally LED illuminated channel letter set on south elevation of existing Building 1. Final connection to existing power to be made by GC's electrician. Sq. FULF 64 BTUs Amps 6.6 Squares Gallons Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Project Value: (Contract value or the cost of all materials and labor included in the entire project) 550.00 Valuation Okay OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLED E: (OWNED (CONT p Ilg9P°t4-'UTHORIZEDREPRESENTATIVE) Signature (first and last name): '- - 4A555313 Bbd ... Printed Name: Priscilla Heilingoetter ZONING COMMMENTS. Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer PUBLIC WORKS COMMENTS Reviewer: DEPARTMENT USE ONLY of (OWNER) (CONTRACTOR) DATE: 11/1/2021 OCCUPANCY CLASSIFICATION. CONSTRUCTION TYPE. Building Division Valuation: PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING Project: Axis 70 West PK.NO. 20-185 202100033 Location: Whealridge, Colorado Observation Report Persons Present: Miriam Fox, (Peak Engineering); Nene (KB) Observation: Tilt-uppanels: E06-EI0,N06-N09,W14-W15 Field Findings and Instructions Given: • The contractor was notified of all of the items listed below and were in progress of being adjusted while onsite as needed. • Various locations noted where the bottom bar mat was nearly touching the form liner areas. Contractor will adjust/add chaos as needed to ensure adequate concrete cover is provided. • The remainder of the panel reinforcement appeared to be in conformance with the contract documents. Copies to: Jana Hutkova, Grey Wolf; Anthony Stoffel, Murray & Weather: Sunny, 65F Stafford By: Miriam Fox, P.E. Date: 11/04/2021 Report No.: S-5 Signed: %!7-riic m CG. ' ,Dz 390 Urviw BOULNARD, SUM[ 500, tectwaoo, Cowsvno 80228 rxwa 303/274 0707 m 303/274-0808 w .peakengr.cwn � ► 44" City of Wheat Ridge '/� Comm. Tenant Finish PERMIT - 202100874 PERMIT NO: 202100874 ISSUED: 07/02/2021 JOB ADDRESS: 4990 Parfet St EXPIRES: 07/02/2022 JOB DESCRIPTION: TI Buildout of the Axis 70 West industrial building at 4990 Parfet, 1500 sq ft *** CONTACTS *** OWNER (303)881-6611 INDUSTRIAL PARTNERS QUALIFIED SUB (970)330-2216 GEORGE W. CORMAN III 021020 CORMAN MECHANICAL CONTRACTORS SUB (303)420-7256 ROY JACKSON 018341 ROY JACKSON ELECTRIC, INC. SUB (303)287-8128 FROM OLMOS & JOSH ROSENBERG 021586 CLEAR CREEK MECHANICAL INC. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 5 / AgriBus Vacant BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION:1,370,000.00 FEES Total Valuation 0.00 Plan Review Fee 51186.38 Use Tax 28,770.00 Permit Fee 71979.05 ** TOTAL ** 41,935.43 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. A printed copy of the permit and city stamped on-site plans must be available on-site for the first inspection. Approved per plans and red -line notes on plans. Must comply with 2018 IBC, 2020 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. The issuance of a building permit shall not be construed to be approval of a business license. Business licenses are independent of the building permit and can not be approved until completion of the associated building permit. No C.O. may be issued until public improvements are complete as identified in the Subdivision Improvement Agreement. 1* � 4 41' PERMIT NO: JOB ADDRESS: JOB DESCRIPTION: City of Wheat Ridge Comm. Tenant Finish PERMIT - 202100874 202100874 ISSUED: 07/02/2021 4990 Parfet St EXPIRES: 07/02/2022 TI Buildout of the Axis 70 West industrial building at 4990 Parfet, 1500 sq ft I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this�permrt. I further attest that I am leg ally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1, This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This.permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180, days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and��procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all requ�ired inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, anviolation of any provision of any �pplicabje code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. 07/02/2021 Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. 6 COMcheck Software Version 4.1.5.1 �( Envelope Compliance Certificate Project Information Energy Code: Project Title: Location: Climate Zone: Project Type: Vertical Glazing / Wall Area Skylight/ Roof Area Permit No. Construction Site: 4990 Parfet St Wheat Ridge, CO 80033 2018 IECC Axis 70 West Wheat Ridge, Colorado 5b New Construction 7% 0% 202100033 Owner/Agent: Andrew Glova Westfield Company, Inc 4221 Brighton Blvd Wheat Ridge, CO 80033 3032981111 aglova@westfield-co.com ra`\ey Pbbott gssoc'd f s C4W U eAS •O c Designer/Contractor: Kenneth Harshman Grey Wolf Architecture 1543 Champa St ste 200 Denver, CO 80202 3032929107 kharshman@greywolfsturio.com Additional Efficiency Package(s) Reduced interior lighting power. Requirements are implicitly enforced within interior lighting allowance calculations. Building Area Floor Area 1 -Warehouse : Nonresidential 142200 Envelope Assemblies Assembly Gross Area Cavity Cont. Proposed Budget U - or R -Value R -Value U -Factor Factor(.) Perimeter Roof 1: Insulation Entirely Above Deck, [Bldg. Use 1 - Warehouse] Skylight 1: Metal Frame with Thermal Break: Plastic, With Curb, Perf. Specs.: Product ID pending, SHGC 0.20, [Bldg. Use 1 - Warehouse] (b) loading dock slab edge: Slab -On -Grade: Unheated, [Bldg. Use 1 - Warehouse] (c) typ. slab edge: Slab -On -Grade: Unheated, [Bldg. Use 1 - Warehouse] (c) NORTH Exterior Wall 1: Solid Concrete:8" Thickness, Normal Density, Furring: None, [Bldg. Use 1 - Warehouse] EAST Exterior Wall 2: Solid Concrete:8" Thickness, Normal Density, Furring: None, [Bldg. Use 1 - Warehouse] SOUTH Exterior Wall 3: Solid Concrete:8" Thickness, Normal Density, Furring: None, [Bldg. Use 1 - Warehouse] WEST Exterior Wall 4: Solid Concrete:8" Thickness, Normal Density, Furring: None, [Bldg. Use 1 - Warehouse] 140500 --- 30.0 0.032 0.032 352 --- --- 0.440 0.500 611 --- --- 0.730 0.540 1096 --- --- 0.730 0.540 8070 --- 11.0 0.078 0.090 19155 --- 11.0 0.078 0.090 8102 --- 11.0 0.078 0.090 21638 --- 11.0 0.078 0.090 Project Title: Axis 70 West Report date: 03/08/21 Data filename: P:\509 Wheat Ridge-Westfield\Comcheck\Axis 70 West_IECC 2018_revised.cck Page 1 of 11 Assembly Gross Area cal cont Prepceed Ful Pernal Man ders nalal Simang PAY Use 1 bare 37W 03M 0370 nor OON Manuel Gauge der 14% yesing PAY Ul 1 3312 0 ill 0310 F)BUdgetU silo an Usdil able manage ONLY andare Unity alinement arvall Compliance thermal C.me... gal great, mi ; . °"°" on cc Oani CO• any °° natural axn Kenneth WW Hershman zg.. 03082@1 o.e y o MNEiHW. ♦ HVI 2 w t0� �w....,e f0 P0.G� i j P�O9Wh,eMdg,W,�el�Comcheck�x,7OWeA GCC2012 real Page s Pbbott Asso >, COMcheck Software Version 4.1.5.1 �ra`�e c'df�� Inspection Checklist CAA Energy Code: 2018 IECC 04. loing Requirements: 100.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # I Plan Review Complies? Comments/Assumptions & Req.ID C103.2 Plans and/or specifications provide all ;❑Complies Requirement will be met [PR1]1 information with which compliance :❑Does Not [PR14]1 ;can be determined for the building Observable ;envelope and document where❑Not ;exceptions to the standard are ;❑Not Applicable claimed. C402.4.1 ;The vertical fenestration area <= 30 ;❑Complies Requirement will be met. [PR10]1 'I percent of the gross above -grade wall❑Does Not ;area. ; ,❑Not Observable ;distribution/sorting area, ❑Not Applicable C402.4.1 ;The skylight area <= 3 percent of the ;❑Complies Requirement will be met. [PR11]1 'Igross roof area. ;❑Does Not ❑Not Observable: ❑Not Applicable C402.4.2 In enclosed spaces > 2,500 ft2 ;❑Complies ;Exception: Requirement does not apply. [PR14]1 directly under a roof with ceiling :❑Does Not ;heights >15 ft. and used as an office, Observable' ;lobby, atrium, concourse, corridor,❑Not ;storage, gymnasium/exercise center,❑Not Applicable ;convention center, automotive ;service, manufacturing, non- refrigerated warehouse, retail store, ;distribution/sorting area, ii transportation, or workshop, the 'following requirements apply: (a) the idaylight zone under skylights is >= I half the floor area; (b) the skylight urea to daylight zone is >= 3 percent (with a skylight VT >= 0.40; or a ;minimum skylight effective aperture >= 1 percent. C402.4.2. iSkylights in office, storage, ;❑Complies Requirement will be met. 2 lautomotive service, manufacturing, :❑Does Not [PR15]1 Inon-refrigerated warehouse, retail ; Observable istore, and distribution/sorting area I have a measured haze value > 90 I❑Not ;❑Not Applicable ;percent unless designed to exclude ;direct sunlight. iPlans, specifications, and/or ; ;❑Complies Requirement will be met. C406 [PR9]1 !calculations provide all information :❑Does Not ; iwith which compliance can be Observable ;determined for the additional energy ;efficiency package options. ;❑Not ;❑Not Applicable ; Additional Comments/Assumptions: 111 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 1 3 1 Low Impact (Tier 3) Project Title: Axis 70 West Report date: 03/08/21 Data filename: P:\509 Wheat Ridge-Westfield\Comcheck\Axis 70 West_IECC 2018_revised.cck Page 3 of 11 Section # Footing / Foundation Inspection Complies? Comments/Assumptions & Req.ID C303.2 ',Slab edge insulation installed per❑Complies ',Requirement will be met. [F04]2 !manufacturer's instructions.❑Does Not ❑Not Observable !�� Location on plans/spec: Requirements to be met everywhere where structurally, re: 7/A7.3 & A7.2 for possible ❑Not Applicable revised detai is C303.2.1 (Exterior insulation protected against❑Complies ',Requirement will be met. [F06]1 !damage, sunlight, moisture, wind,❑Does Not !landscaping and equipment i i maintenance activities.❑Not Observable', �❑Not Applicable C105Installed slab -on -grade insulation type❑Complies See the Envelope Assemblies table for values. [F03]2 and R -value consistent with insulation❑Does Not !,specifications reported in plans and ',COMcheck reports. i I❑Not Observable', ��,❑Not Applicable C402.2.4 ',Slab edge insulation depth/length.❑Complies ',Exception: Requirement does not apply. [F07]2 !Slab insulation extending away from ❑Does Not building is covered by pavement or❑Not See the Envelope Assemblies table for values. >= 10 inches of soil. Observable' ❑Not Applicable C402.2.6 !Radiant heating systems panels❑Complies ',Exception: Requirement does not apply. [FO12]3 !insulated to >=R-3.5 on face opposite ❑Does Not !space being heated.See the Envelope Assemblies table for values. ❑Not Observable', ❑Not Applicable 1 Additional Comments/Assumptions: /es Abbott At %\ `Ca %00 W 1 High Impact (Tier 1) 11111 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Axis 70 West Report date: 03/08/21 Data filename: P:\509 Wheat Ridge-Westfield\Comcheck\Axis 70 West_IECC 2018_revised.cck Page 4 of 11 Section # Framing / Rough -In InspectionComplies? Comments/Assumptions & Req.ID C303.1.3 ',Fenestration products rated in❑Complies ',Requirement will be met. [FR12]2 !accordance with NFRC.❑Does Not ❑Not Observable �', ❑Not Applicable C303.1.3 I Fenestration products are certified as❑Complies Requirement will be met. [FR13]1 Ito performance labels or certificates❑Does Not provided. i',❑Not Observable ❑Not Applicable C402.4.3 ',Vertical fenestration SHGC value.❑Complies See the Envelope Assemblies table for values. [FR10]1❑Does Not ❑Not Observable �', ❑Not Applicable 1 C402.4.3 ',Skylight SHGC value.❑Complies See the Envelope Assemblies table for values. [FR1111 ❑Does Not ❑Not Observable �', ❑Not Applicable C402.4.3, ',Vertical fenestration U-Factor.❑Complies See the Envelope Assemblies table for values. C402.4.3.�❑Does Not 4 [FR8]1 I❑Not Observable', ❑Not Applicable C402.4.3. ',Skylight fenestration U-Factor.❑Complies See the Envelope Assemblies table for values. 4❑Does Not [FR9]1 , �',❑Not Observable', ❑Not Applicable C402.4.4 I U -factor of opaque doors associated❑Complies ',See the Envelope Assemblies table for values. [FR14]2 !with the building thermal envelope❑Does Not !� meets requirements. i',❑Not Observable', ,❑Not Applicable 1 C402.5.1. !The building envelope contains a❑Complies Exception: Requirement does not apply. 2.1 (continuous air barrier that is sealed in❑Does Not [FR19]1 !an approved manner and material❑Not permeability <= 0.004 dfm/ft2. Air Observable', Applicable barrier penetrations are sealed in an❑Not approved manner. C402.5.2, ',Factory -built fenestration and doors❑Complies ',Requirement will be met. C402.5.4 ,are labeled as meeting air leakage❑Does Not [FR18]3 ��� requirements. i❑Not Observable', ❑Not Applicable 1 C402.5.7 ',Vestibules are installed on all building❑Complies ',Exception: Requirement does not apply. [FR17]3 !entrances. Doors have self-closing❑Does Not devices. i❑Not Observable', ❑Not Applicable Additional Comments/Assumptions: /as Abbott Aa, 01 O Q DN`yX 1 High Impact (Tier 1) lill medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Axis 70 West Report date: 03/08/21 Data filename: P:\509 Wheat Ridge-Westfield\Comcheck\Axis 70 West_IECC 2018_revised.cck Page 5 of 11 & Req.11 C402.5.5 C403.2.4 3 [ME3]3 Mechanical Rough -In Inspection Stair and elevator shaft vents have motorized dampers that automatically close. Refernece section C403.7.7 for operational details. Additional Comments/Assumptions: Complies? s Not Observable Applicable Comments/Assumptions Exception: Requirement does not apply. 1 High Impact (Tier 1) 111119 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Axis 70 West Report date: 03/08/21 Data filename: P:\509 Wheat Ridge-Westfield\Comcheck\Axis 70 West_IECC 2018_revised.cck Page 6 of 11 Section # Rough -In Electrical Inspection Complies? Comments/Assumptions & Req.ID C405.6 Low -voltage dry -type distribution❑Complies Exception: Requirement does not apply. [EL26]2 !electric transformers meet the❑Does Not minimum efficiency requirements of Table C405.6.❑Not Observable', �',❑Not Applicable C405.7 I Electric motors meet the minimum❑Complies Exception: Requirement does not apply. [EL27]2 !efficiency requirements of Tables❑Does Not C405.7(1) through C405.7(4).❑Not , Efficiency verified through certification Observable ', Applicable !under an approved certification❑Not program or the equipment efficiency ratings shall be provided by motor I manufacturer (where certification I I programs do not exist). i C405.8.2, ',Escalators and moving walks comply❑Complies ',Exception: Requirement does not apply. C405.8.2. !with ASME A17.1/CSA B44 and have❑Does Not 1 !automatic controls configured to i❑Not i', [EL28]2 reduce speed to the minimum Observable Applicable permitted speed in accordance with❑Not !,ASME A17.1/CSA B44 or applicable local code when not conveying (passengers. C405.9 ',Total voltage drop across the❑Complies Exception: Requirement does not apply. [EL29]2 ,combination of feeders and branch❑Does Not !circuits <= 5%. i❑Not Observable', ❑Not Applicable 1 Additional Comments/Assumptions: tae Abbott UQa �a�°r t�dna D� X 1 High Impact (Tier 1) 111119 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Axis 70 West Report date: 03/08/21 Data filename: P:\509 Wheat Ridge-Westfield\Comcheck\Axis 70 West_IECC 2018_revised.cck Page 7 of 11 Section # Insulation Inspection Complies? Comments/Assumptions & Req.ID C303.1 ',Roof insulation installed per❑Complies ',Requirement will be met. [IN3]1 !manufacturer's instructions. Blown or❑Does Not !poured loose -fill insulation is installed ',only where the roof slope is <=3 in❑Not Observable', �',❑Not Applicable 112. C402.2.1 !Insulation installed on a suspended❑Complies Exception: Requirement does not apply. [IN20]1 !ceiling having ceiling tiles is not being❑Does Not i !specified for roor/ceiling assemblies. i ',Continuous insulation board installed❑Not Observable', Applicable in 2 or more layers with edge joints❑Not ffset between layers. C303.1 IBuilding envelope insulation is labeled❑Complies ',Requirement will be met. [IN10]2 (with R -value or insulation certificate ❑Does Not !providing R -value and other relevant 1 i !data. Observable', i , ��,❑Not Applicable C303.2 ',Above -grade wall insulation installed❑Complies ',Requirement will be met. [IN7]1 !per manufacturer's instructions.❑Does Not �', �',❑Not Observable �'I ❑Not Applicable C303.2. Exterior insulation is protected from❑Complies Exception: Requirement does not apply. [IN14]2 !damage with a protective material.❑Does Not !,Verification for exposed foundation insulation may need to occur during Observable', �❑Not Applicable Foundatio n Inspection. C402.2.1. ',Skylight curbs are insulated to the❑Complies I Requirement will be met. 1 !level of roofs with insulation above❑Does Not [IN4]3 !,deck or R-5. i',❑Not Observable', ❑Not Applicable C105 Installed above -grade wall insulation❑Complies See the Envelope Assemblies table for values. [IN6]1 !type and R -value consistent with❑Does Not insulation specifications reported in plans and COMcheck reports.❑Not Observable', �❑Not Applicable C402.2.3 ',Installed floor insulation type and R -❑Complies See the Envelope Assemblies table for values. [IN8]2 !value consistent with insulation❑Does Not !,specifications reported in plans and ',COMcheck reports. I❑Not Observable', ❑Not Applicable C402.2.6 ',Radiant panels and associated❑Complies ',Exception: Requirement does not apply. [IN18]3 !components, designed for heat❑Does Not i,transfer from the panel surfaces to the 1 ',occupants or indoor space are ❑Not Observable', Applicable !insulated with a minimum of R-3.5.❑Not C105 I Installed roof insulation type and R -❑Complies I See the Envelope Assemblies table for values. [IN2]1 !value consistent with insulation❑Does Not !,specifications reported in plans and ',COMcheck reports. For some ceiling❑Not Observable', �',❑Not Applicable !systems, verification may need to occur during Framing Inspection. C402.5.1. All sources of air leakage in the❑Complies I Requirement will be met. 1 !building thermal envelope are sealed,❑Does Not [IN1]1 !,caulked, gasketed, weather stripped ',or wrapped with moisture vapor- I❑Not Observable', �',❑Not Applicable !permeable wrapping material to !minimize air leakage. poborc Asse Additional Comments/Assumptions: Or0�ps oo°a 0 C 1 High Impact (Tier 1) 111119 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Axis 70 West Report date: 03/08/21 Data filename: P:\509 Wheat Ridge-Westfield\Comcheck\Axis 70 West_IECC 2018_revised.cck Page 8 of 11 /pbbotfq� \ �a5 pp `tea` aha O 1 High Impact (Tier 1) medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Axis 70 West Report date: 03/08/21 Data filename: P:\509 Wheat Ridge-Westfield\Comcheck\Axis 70 West_IECC 2018_revised.cck Page 9 of 11 Section # Final Inspection Complies? Comments/Assumptions & Req.ID C402.5.6 ',Weatherseals installed on all loading❑Complies Exception: Requirement does not apply. [FI37]1 !dock cargo door openings and provide❑Does Not !direct contact along the top and sides in the doorway. ❑Not Observable !�� Location on plans/spec: this is core & shell permit only. Dock to be T.I. of vehicles parked shelter part of �❑Not Applicable C402.5.6 lWeatherseals installed on all loading❑Complies Exception: Requirement does not apply. [FI37]1 !dock cargo door openings and provide❑Does Not !,direct contact along the top and sides❑Not ',of Observable !�� Location on plans/spec: this is core & shell permit only. vehicles parked in the doorway. i Dock shelter to be part of T.I. ��,❑Not Applicable C402.5.6 lWeatherseals installed on all loading❑Complies Exception: Requirement does not apply. [FI37]1 !dock cargo door openings and provide❑Does Not !,direct contact along the top and sides ',of in the doorway. ❑Not Observable �! Location on plans/spec: this is core & shell permit only. Dock to be T.I. vehicles parked i shelter part of ��,❑Not Applicable C402.5.6 Weatherseals installed on all loading❑Complies Exception: Requirement does not apply. [FI37]1 !dock cargo door openings and provide❑Does Not !,direct contact along the top and sides ',of in the doorway. ❑Not Observable �! Location on plans/spec: this is core & shell permit only. Dock to be T.I. vehicles parked shelter part of �❑Not Applicable C402.5.8 ',Recessed luminaires in thermal❑Complies ',Exception: Requirement does not apply. [FI26]3 !envelope to limit infiltration and be IC❑Does Not !rated and labeled. Seal between Observable 'interiorfinish and luminaire housing. i��,❑Not Applicable C408.1.1 ',Building operations and maintenance❑Complies ',Requirement will be met. [FI57]1 !documents will be provided to the❑Does Not !owner. Documents will cover manufacturers' information, I❑Not Observable', �',❑Not Applicable !specifications, programming procedures and means of illustrating ',to owner how building, equipment and l systems are intended to be installed, I maintained, and operated. Additional Comments/Assumptions: 4as Wbott U 1 High Impact (Tier 1) 111119 medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Axis 70 West Report date: 03/08/21 Data filename: P:\509 Wheat Ridge-Westfield\Comcheck\Axis 70 West_IECC 2018_revised.cck Page 10 of 11 /pbbotfq� \ �a5 pp `tea` aha O Project Title: Axis 70 West Report date: 03/08/21 Data filename: P:\509 Wheat Ridge-Westfield\Comcheck\Axis 70 West_IECC 2018_revised.cck Page 11 of 11 FACSIMILE THIS ELECTRONIC DOCUMENT ISA FACSIMILE OF THE SIGNED AND SEALED PDF SET 01/06/2021 CO PROFESSIONAL ENGINEER DAT;. MIRIAM A. FOX P.E. NO. 49563 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING Structural Calculations for: Axis 70 West 4990 Parfet Street Wheatridge, CO PEAK NO.: 20-185 Digitally signed by am A. 90 Cs+s,` ° "}=toAox@Peakengr.cam, O=Peak Engineering, M i riaX CN=Miriam A. Fox Reason: I am the author of this document Date: 2021.01.05 13:07:50-07'00' 390 Umcw BrurvAAo, Starr 500, LAu%\crm, Caarux) 80228 nrora 303/274-0707 A%3031274-0608 www.peakengr.com Axis 70 WEST PEAK NO.: 20-185 PEAK ENGINEERING, INC. Table of Contents: Item: Sheets: GENERAL CRITERIA........................................................................................................ 1-19 ROOFFRAMING............................................................................................................. 20-38 COLUMNS..................................................................................................................... 39-50 LATERAL....................................................................................................................... 51-81 FOUNDATIONS............................................................................................................... 82-87 TILT -UP WALL PANELS.............................................................................................. 88-166 ENTRY STOREFRONT & CANOPY FRAMING............................................................... 167-213 MISCELLANEOUS...................................................................................................... 214-218 Axis 70 West Job No.: 20-185 CALCULATIONS FOR: GENERAL CRITERIA COMA Design Criteria The Building Division is operating under the following Godes as of July 1, 2020: 20181Memabonal Building Code 20181Memabonal Property Maintenance Code 2018 International Residential Code 2018 International Energy Conservation Code 2018 International Mechanical Code 2018 International Fire Code 20181Memabonal Plumbing Code with CO State Amendments 2018 International Existing Building Code 2018 International Fuel Gas Code with CO State Amendments 2018 International Swimming Pool and Spa Code 2020 National Electrical Code NFPA 99 Standards for Health Care Facilities, 2015 Edition Uniform Code for the Abatement of Dangerous Buildings, 1997 Edition ICC Al 17.1-2009 Accessible and Usable Buildings and Facilities "Appmdmately Equ alentto 105 mph V+ (flies secand gust) Evpow s C (Gee Tule 8301.2.1.3 forcommrsim) Rev. 082020 Wnd Design' Seismic SugectTo Damage Fmm Ci10und Daegn Meer Ice Bender Flood Air Mean Steed Topp- Wedlw- Fmst Temtite end Rauf (mph) gcapHc Cetegor iry Fe Design UndadaYment Hazads Fmedng Annud Snow Load Effects Y dWM Temp Requied Index Temp 135 mph" 30 pat WrExp. Yes °W Severe 3E 51' N 9 V F Yes 1979 1500 45 F C Fhm Manuel J Design Criteria Wada Summer Allude Indoor Design Design Heating Swation Latibde Heeling Cootire l% CorrectionTe�=Wm TempxaWM Tenpemhae 99% Dry Bub Dry Blb Feria Cooing Dftmnw 5459 R 39' North -7 95 Vades 72' 75' 79' Caotire Temperature Wnd Vdooily Wnd Velocity Coincident Daly Range Wnter Humidity Summer Difference Heating Corina Wet Bub Humidly — 20. 15 mph 7.5 mph 59 Hgh (H) 50% 50% — "Appmdmately Equ alentto 105 mph V+ (flies secand gust) Evpow s C (Gee Tule 8301.2.1.3 forcommrsim) Rev. 082020 PEAK ENGINEERING, INC. PROJECT DESIGN CRITERIA Project: Axis 70 West Jurisdiction: Wheatridge, CO Bldg Code: 20181BC Designed by: MAF Material Specifications Soil Data Minimum Frost Depth 36 in. Concrete: fc = 4,000 psi - Footings Rebar: fy = 60,000 psi Allowable Bearing Pressure 3,000 PSF WF Steel: A992 Minimum Dead Load Pressure N/A PSF HSS Steel: A500,, Gr. B, Fy = 46 ksi - Piers Misc. Steel: A36 Allowable End Bearing Pressure N/A PSF Wood: N/A Skin Friction N/A PSF Masonry: N/A Minimum Dead Load Pressure N/A PSF Precast: fc = 5,000 psi Uplift resistance skin friction N/A PSF Minimum Pier Penetration N/A FT Minimum Pier Length N/A FT Modulus of horiz. subgrade in clay N/A pci Modulus of horiz. subgrade in bedrock N/A pci - Retaining Walls Equivalent Fluid Pressure (wall restrained) 55 PCF Equivalent Fluid Pressure (wall unrestrained) 45 PCF Passive Earth Pressure 200 PCF Coefficient of Friction 0.30 Live Loads Seismic Design Criteria 2nd & 3rd Floor PSF Risk Category 11 Typ. 1st Floor PSF SDs 0.197 1 st Flr - UPS PSF SDS 0.06 Site Class C Seismic Design Category B Basic seismic force resisting system A5 Design Base Shear 340 kips Analysis Procedure Equiv. Lateral Force Snow Load Design Criteria Wind Load Criteria Min. Design Load 30 PSF Basic Wind Speed (ultimate) 135 MPH Pg 30 PSF Basic Wind Speed (ASD) 104.6 MPH C, 1.0 Exposure C Importance Factor 1.0 Importance Factor 1.0 Thermal Factor, Ct 1.0 Risk Category 11 Pf 21.0 PSF Internal Pressure Coefficient 0.18 Loads BALLAST MEMBRANE & INSUL. DECK FRAMING LIGHTS MECHANICAL SPRINKLER CEILING SOLAR ALLOWANCE SLAB PARTITIONS TOTAL DL LL TOTALLOAD 2nd & 3rd Typ. 1st 1st Floor Typ. Roof Floor Floor UPS 2 psf 2 psf 3 psf 1 psf 2 psf 3 psf 2 psf 15 psf 30 Dsf 45 psf 12/22/2020 2:49 PM K:\Projects\2020\20-185 Axis 70 West\Calculations\Spreadsheets\Criteria - Axis 70 :I of 1 Hazards by Location Search Information Address: 4980 Parfet St, Wheat Ridge, CO 00033, USA Coordinates: 39.787051, -105.118807 Elevation: 51841111 Tlmestamp: 2020-11-21 T00:3322.885Z Hazard Type: Seismic Resonance ASCE7-18 Document: 0.08 Risk Category: II Site Class: C MCER Horizontal Response Spectrum Saw , Numeric esismic design value at 1.0s SA 0.25 0.20 0.15 0.10 0.05 0.00 0.0 1.0 2.0 3.0 4.0 Basic Parameters Design Horizontal Response Spectrum sa(g) 0.15 0.10 0.05 0.00 5.0 Period (s) 0.0 Name Value Description SS 0.227 MCER ground motion (penod=0.2s) S1 0.08 MCER ground motion (penod=l.Os) SMS 0.295 Sita -modified spectral acceleration value Sul 0.08 Sita -modified spectral acceleration value SDS 0.198 Numeric seismic design value at 0.2s SA Sol 0.08 Numeric esismic design value at 1.0s SA Additional Information Name Value Description SDC B Seismic design category Fa 1.3 Site amplification factor at 0.2s F„ 1.5 Site amplification factor at 1.0s 1.0 2.0 3.0 4.0 5.0 Period (8) M PEAK ENGINEERING, INC. JOB TITLE Axis 70 West 390 Union Blvd, STE 500 612.0 ft Lakewood, Colorado 80228 JOB No. 20-185 SHEET NO. 303-274-0707 CALCULATED BY MAF DATE 12/22/20 www.peakengr.com CHECKED BY DATE Code Search Code: International Building Code 2018 Occupancy: Occupancy Group = B Business Risk Category & Importance Factors: Risk Category = II Wind factor= 1.00 Snow factor= 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor= 0.0 hr Building Geometry Roof angle (B) 0.25/12 1.2 deg Building length (L) 612.0 ft Least width (B) 240.0 ft Mean Roof Ht (h) 33.5 ft Parapet ht above grd 40.0 ft Minimum parapet ht 2.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor Partitions N/A vmw.struware.com A PEAK ENGINEERING, INC. 390 Union Blvd STE 500 Lakewood Colorado 80228 303-274-0707 wvwvpeakengr. cam Wind Loads: ASCE 7-16 Ultimate Wnd Speed 135 mph Nominal Wind Speed 104 8 mph Risk Category II Exposure Category C Enclosure Classf. Enclosed Building Internal pressure +/_0.18 Diirectionaliry Utd) 085 Kh case 1 1805 Kh case 2 1805 Type ofroof Monoslope Topographic Factor Met Topography Flat Flexible or Dynamically Hill Height (H) 80.0tt 0.20 Half Hill Length(H) 100.0[[ C = Actual WILL =0 80 0 Use WILL 0 50 /b = Modified Lh = 180.0[[ r; Lt From top of crest s= 50.0tt 9a,9n= Bldg up/downwind? downwind ESCARPMENT H/Lh=050 K,=0800 Z: WILL =081 K2=0792 LspRRnnp V(z) z(up�inr9 z(downsonr) z/Lh=021 K=1800 - At Mean Roof Ht Rn = flos KA — (1+K,K2K3)"2= 180 Re = Gust Effect Factor h= 3358 B= 24088 /zIF6C- 20.1ft JOB TITLE Adis 70 West JOB No. 20-185 SHEET No. CALCULATED MAF DATE 12/22/20 CHECKED DATE Fleemle structure if natural frequency < 1 Hz (T> 1 second). If building Na>4 then may be flexible and should be investigated h/B=0.14 Rigid structure(lowdse bids) G= 0.85 Using rigid structure default Rigid j Flexible or Dynamically Sensitive Structure Z 0.20 34rcyIn,)= C�"J upeei rR C = 500 ft Damping ratio ({i)= 0 zmin = 15 ft /b = 0 85 ! r; Lt /a = n i 9a,9n= 34 Vz= ESCARPMENT Li= V(Z) Z: 080 0= LspRRnnp V(z) z(up�inr9 z(downsonr) Rn= H/2 H - Lb H/2 Rn = flos Fleemle structure if natural frequency < 1 Hz (T> 1 second). If building Na>4 then may be flexible and should be investigated h/B=0.14 Rigid structure(lowdse bids) G= 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure e= 0.20 34rcyIn,)= 00Hz C = 500 ft Damping ratio ({i)= 0 zmin = 15 ft /b = 0 85 - 0.20 /a = 0.15 9a,9n= 34 Vz= 1198 Li= 4528 ft N,= 080 0= 0.83 Rn= 0800 - 0.22 Rn = 28.282 H = 0800 h = 33 5 ft G = 0.84 Re = 28.282 H = 0800 RL = 28.282 H = 0800 9R 0800 R 0800 Gf = 0800 PEAK ENGINEERING, INC. 390 Union Blvd, STE 500 Lakewood, Colorado 80228 303-274-0707 wvwv. peakeng r. com JOB TITLE Axis 70 West JOB NO. 20-185 SHEET NO. CALCULATED BY MAF CHECKED BY Test for Enclosed Building: Ao < 0.01 Ag or 4 sf, whichever is smaller Test for Open Building: All walls are at least 80% open. Ao >_ 0.8Ag Test for Partially Enclosed Building: Predominately open on one side only DATE 12122/2U DATE Input Test Ao b . sf Ao >_ 1.1oi Ag 600.0 sf Ao > 4' or 0.01 AA iYES Aoi 1000.0 sf Aoi /Agi <_ 0.20 YES Building is NOT Agi 10000.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao >_ 1.1 Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi < 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Test for Partially Open Building: A building that does not qualify as open, enclosed or partially enclosed. (This type building will have same wind pressures as an enclosed building. Ked Uctlon I -actor for large volume partially enclosed bUlldings (KI) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): Unpartitioned internal volume (Vi) : Ground Elevation Factor (Ke) Grd level above sea level = 5300.0 ft Constant = 0.00256 0 sf 0 cf Ri = 1.00 Adj Constant = 0.00211 Ke = 0.8254 7 PEAK ENGINEERING, INC. 390 Union Blvd, STE 500 Lakewood, Colorado 80228 303-274-0707 www.peakengr.com JOB TITLE Axis 70 West JOB NO. 2U-1bc SHEET NO. CALCULATED BY MAF DATE 12122120 CHECKED BY DATE WindLoads -MWFRS I'll nseBuildings) exceptfor open bwunngs Kz=Kh(case l)= 1.01 Base pressure (qh)= 32.9 psf GCpi= +1-0.18 Wind Pressure Coefficients Edge Strip U= 184ft End Zone (2a)= 28.8 ft Zone 2length = 83.8 ft Ultimate Wind Surface Pressures (psf) 2 CASE A -168 -28.6 3 -63 -18.1 CASE B -63 -18.1 4 -3.6 -15.5 a=1 2deg -8.9 -20.7 5 19.1 7.2 Surface GCpf wl-GCpi wl+GCpi 1E 260 14.2 Cpi wl+GCpi 2 -0.69 -0.51 -0.87 3E -11.5 -234 1 722C711 -0.87 3 -0.37 -0.19 -0.55 5E 9 -0.55 4 -0.29 -0.11 -047 7 -0.635 8 0.226 1 -0471E 0.61 0.79 043 0 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -043 -0.25 -0.61 -048 -0.30 -0.66 5E 0.61 0.79 043 fiE -043 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 2 -168 -28.6 22.7 psf -168 -28.6 3 -63 -18.1 34.2 psf -63 -18.1 4 -3.6 -15.5 -8.9 -20.7 5 19.1 7.2 6 -3.6 -15.5 1E 260 14.2 -9.9 -21.7 2E -29.3 -41.1 -29.3 -41.1 3E -11.5 -234 -11.5 -234 4E -8.2 -20.1 -9.9 -21.7 5E 26 0 14.2 fiE -8.2 -20.1 Parapet Windward parapet= 512 psf (GCpn=+1 5) Leeward parapet=-34.2psf (OOpn=-1.0) Horizontal MWFRS Single Diaohraam Pressures los Transverse direction (normal to L) Interior Zone. Wall 22.7 psf Roof -10.5 psf .. End Zone. Wall 34.2 psf Roof -17.8 psf Longitudinal direction (parallel to L) Interior Zone. Wall 22.7 psf End Zone. Wall 34.2 psf "" NOTE. Total Tons force shall not he less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS he designed fora min ultimate force of 16 psf multiplied bythe wall area plus an 8 psf force applied to the vertical projection of the roof. Windward roof overhangs= 20.0 psf (upward) add to windward roof pressure unNGwAw OVERHANG WIIJOWAROROOF LEEWARORWF VERTICAL � o Ra oe]ANF3 3 MITI IIJOWARO LEEWARORWF III 1 1 1 1 1 1 VERTICAL I -t VPATICAL Ild oeZ/JNC2 3 0 PEAK ENGINEERING, INC. JOB Trace Axis 70 was 5 390 Union Bad 3TE500 150006 Roof ridge height = 360f1 Lakewood Colorado 00220 JOBNo.26105 Total end wall area if solid (As)= Borer NO 303 2)7-Q)0] CALCULATED By MAF DATE -72=20 wwwpeakengrmm CHECKED By 5 BAT E Wind Loads - h�0' Longitudinal Direction MWFRS On Open or Partially Enclosed Buildings with Transverse Frames and Pitched Roofs Base pressure Di- Shop par GCpi= sFgl3 Enclosed ads pmcdure ocean 'tapply Roof Angle (8)= 12deg ASCE ] 16 procedure B= 240011 #of frames in)= 5 Solid are of end wall including fascia (EC)= 150006 Roof ridge height = 360f1 Roof save height = 335f1 Total end wall area if solid (As)= 834006 W ngldlnal Directional Force (F)= pAe p- ph I(GCpgwlndward-(GCpgleewdrdl as as Solidarity ratio (0)= 0180 5 KB= -06 KS= 0803 Zones566 area= 7083 s 5E66Earea= 457 s (G Cot) widows rd-(GCpf) leeward]- 0709 p=-112psf Total force to be resisted b y MFRS (F]= 93.8 kips app lied at tb a cc Fired of the entl wall area As Note: The loggidudinal force acts In combination with roof loads calculated elsewhere for an open or parially enclosed building. PEAK ENGINEERING, INC. 390 Union Blvd STE 500 Lakewood, Colorado 80228 303-214-0101 www.peakengr com 0aHor»h If 3 a vegative CASE A JOB TITLE JOB NO. 20-185 SHEET NO. CALCULATED BY MAF DATE 12/22/20 CHECKED BY DATE CASE B O]ENT mxErnos xaOCE, NOTE. Torsional Toads Bre 25% of zones 1 - B. See code for loading diagram. Exception: One story buildings h<30and 1 to 2 sforyb W Idmgs framed with light frame construction orwllh flexible diaphragms need not be designed for the torsional Toad CBSB. ASCE 7-98 & ASCE 7-10 (& later) - MWFRS wind pressure zones T+anwese, Direction Longitudinal Direction "cl) Wsc;:ot NOTE. Torsional Toads Bre 25% of Zones 1 -4. See Code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storyb W Idmgs framed with light frame construction orwllh flexible diaphragms need not be designed for the torsional Toad Case. ASCE 7-02 and ASCE 7-05 - MWFRS wind pressure zones 10 PEAK ENGINEERING, INC. JOB TITLE Axis 70 West 390 Union Blvd, STE 500 Base pressure (ch) = 32.9 psf Lakewood, Colorado 80228 JOB NO. 20-185 SHEET NO. 303-274-0707 CALCULATED BY MAF DATE 12/22/20 www.peakengr.com CHECKED BY DATE qi = ch = Ultimate Wind Pressures Wind Loads - Comoonents & Claddina : h <_ 60' Kh (case 1) = 1.01 h = 33.5 ft 0.2h = 6.7 ft Base pressure (ch) = 32.9 psf 0.6h = 20.1 ft Minimum parapet ht = 2.0 ft GCpi = +/-0.18 Roof Angle (8) = 1.2 deg qi = ch = 32.9 psf Type of roof = Monoslope -30.6 -26.6 Root Area Negative Zone 1 Negative Zone 1' Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 1 &1' Overhang Zone 2 Overhang Zone 3 Parapet qp = 34.2 psf Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 Surface Pressure(psf) 10 sf 20 sf 50 sfE-76.4 bu Sri 200 sf 350 sf 500 sf 1000 sf -35.5 -35.5 -35.5 98.4 -30.6 -26.6 -24.0 -19.1 -81.6 -76.4 -69.4 - -52.6 -58.9 -54.7 -52.0 -52.0 -111.2 -100.7 -86.9 -65.9 -57.4 -52.0 -52.0 16 16 16 16.0 16.0 16.0 16.0 -55.9 -55 -53.6 -44.2 -37.3 -32.9 -32.9 -75.7 -68.7 -59.4 -45.5 -39.8 -36.2 -36.2 -1053 -93.1 -76.9 -52.4 -42.5 -36.2 -36.2 ver ang pressures In He came a ove assume an Inema pressure coe Iclen cJI) Or Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 5.9 psf) Solid Parapet Pressure 6urrace Pressure ps 10 sfI 20 sfI bu Sri 1 Ju Sri 21JIJ s s Zone Zone 3 : 140.1 127.5 111.0 98.4 85.9 69.3 ntenorzone: Corner zone : - -73.8 - -68.9 - -62.4 - -57.5 - -52.6 - -46.1 GCp+/- GCpi Surface Pressure at h s St 1 21JIJ St I bIJIJ St 1 10 s s s s -1.44 1.08 -1.12 0.92 -1.03 0.87 -0.90 0.81 -47.4 35.5 -36.9 30.3 -33.8 28.7 -29.6 26.7 Note: GCp reduced y I M Due to '00T angle <= 10 Deg. User input 150 sf 800 sf -32.6 -20.7 -61.1 -52.0 -70.2 -52.0 16.0 16.0 -47.7 -32.9 -48.4 -36.2 -57.5 -36.2 ninput User input s s -31.9 27.8 -30.5 27.1 11 PEAK ENGINEERING, INC. 390 Union Blvd STE 500 Lakewood Colorado 80228 303-274-0707 vwwvpeakengr cam JOB TITLE Axis 70 West JOB No. 20-185 SHEET No. CALCULATED MAF DATE 12/22/20 CHECKED DATE Location of C&C Wind Pressure Zones -ASCE 7-10 & earlier Roofs w/ Bs 10 - and all walls M1> 60' o- { \ fto v Walls M1<60' & al[ design hi Gable, Sawtooth and Multispan Gable H s 7 degrees& Monoslope roofs Monoslope s 3 degrees 3-<0<10- M1<60'&alt design hi M1<60'&alt design hi Monoslope roofs 10-<H 530° M1 <60' & AN design hi MulOspan Gable & Gable 7- <0 < 45° Hip 7- < B 527° Sawtooth 10- <H < 45° M1 <60' & al[ design hi Stepped roofs Hs 3- M1 <_ 60' & AN design hi 12 PEAK ENGINEERING, INC. 390 Union Blvd STE 500 Lakewood Colorado 80228 303-274-0707 vwwvpeakengr cam JOB TITLE Axis 70 West JOB No. 20-185 SHEET No. CALCULATED MAF DATE 12/22/20 CHECKED DATE Location of C&C Wind Pressure Zones -ASCE 7-16 Roofs w/ Bs 10 - and all walls h> 60' Monoslope roofs 10-<H 530° h <60' & AN design hi fr A -"a`. Walls h<60' & al[ design hi 111 MulOspan Gable & Gable 7- <0 < 45° Gable, Sawtooth and Multispan Gable H < 7 degrees & Monoslopes 3 degrees IN <60' & al[ design hi Hip 7- < B 527° L, Monoslope roofs 3-<H 510° IN <_ 60' & al[ design h<90' y 4 C { D Sawtooth 10- <H < 45 - IN <60' & al[ design hi Stepped roofs Hs 3- h <_ 60' & AN design hi 13 PEAK ENGINEERING, INC. 390 Union Blvd, STE 500 Lakewood, Colorado 80228 303-274-0707 www.peakengr.com Seismic Loads: IBC 2018 Risk Category: 11 Importance Factor (1) : 1.00 Site Class : C Ss (0.2 sec) = 22.70 %g S1(1.0 sec)= 6.00%g Fa= 1.300 Fv= 1.500 JOB TITLE Axis 70 West JOB No. 20-185 CALCULATED BY MAF CHECKED BY Sms = 0.295 SDS = Sm1 = 0.090 SD1 = Seismic Design Category = B Redundancy Coefficient p = 1.00 Number of Stones: 1 Structure Type: All other building systems Horizontal Struct Irregularities: 2) Reentrant Corners Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Intermediate precast shear walls System Structural Height Limit: Height not limited Actual Structural Height (hn) = 36.0 ft DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 4 Over -Strength Factor (4o) = 2 Deflection Amplification Factor (Cd) = 4 SDS = 0.197 SD1 = 0.060 Seismic Load Effect (E) = Ln +/-EV = p QE +/- U.26DS U Special Seismic Load Effect (Em) = Emh +/- Ev = 4o QE +/- 0.25Ds D PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis Building period coef. (CT) = Approx fundamental period (Ta) = User calculated fundamental period (T) = Long Period Transition Period (TL) = Seismic response coef. (Cs) = need not exceed Cs = but not less than Cs = USE Cs = Model & Seismic Response Analysis SHEET NO. DATE 12/22/20 DATE Strength Level Forces 0.197 Design Category= B 0.060 Design Category= A = Qe +/- 0.000D QE = horizontal seismic force = 2Qe +/- 0.039D D = dead load Permitted 0.020 Cu = 1.70 CThn. = 0.294 sec x= 0.75 Tmax = CuTa = 0.500 0 sec Use T = 0.294 ASCE7 map = 4 SDS'/H = 0.049 Sd1'/RT= 0.051 0.010 0.049 Design Base Shear V = 0.049W ALLOWABLE STORY DRIFT Structure Type: All other structures - Permitted (see code for procedure) Allowable story drift 4a = 0.020hsx where hsx is the story height below level x Cs = 0.061 used in design (SDC = D) 14 12/15/2020 8:44 PM J& PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING SNOW LOAD DESIGN - 2018 IBC (Section 1608) w/ ASCE 7-16 (Chapter 7) Wntten by: John G. Hart, P . Revised. 12/07/16 PROJECT: Acis 70 West AREA: EW drift or parapet was and roof projections, set Lu=Oand U=lengthof upwin roo 30 psf Pg = basic ground snow load 1.0 Ce = Snow exposure factor (IBC Table 1608.3.1) 1.0 Ct = Thermal factor (IBC Table 1608.3.2) 1.0 1 = importance factor (IBC Table 1604.5) 0.25 ft. Y = vertical component of upper roof slope (rise) 12.00 ft. X = horizontal component of upper roof slope (run) 1.2 a = Slope of high roof in degrees 21.0 psf PF = flat -roof snow load 0.0 psf Rain on snow surcharge (ASCE 7 Section 7.10) 1.0 Cs = Slope factor (ASCE 7 Figure 7-2) 2.5 ft. hr = difference in height between upper roof or parapet & lower roof 17.9 pcf y = Density of snow 1.17 ft. hb = height of balanced snow load on lower roof 0 ft. Lu = length of upper roof (25 ft. min.) 240 ft. LC = length of lower roof or length of roof upwind of projection or parapet (25 ft. min.) -1.50 ft. Leeward drift surcharge 3.92 ft. Windward drift surcharge 3.92 ft. hd = maximum height of drift surcharge 1.33 ft. he = clear height from top of balanced snow to upper roof or parapet 23.8 psf Pd = maximum intensity of drift surcharge load 0.0 ft. W = horizontal distance from the eave to ridge for the sloped upper roof 0.0 psf Sliding surcharge = 0.4'pf`W 0 S = horizontal separation between adjacent structures, (ft.) 1.00 Separation Factor = (20-S)/20 (ASCE 7 Section 7.7.2) 44.8 ps Pm = maximum intensity of the load at the height change 10.61 ft.1 w = Width of drift, base of triangular drift load Yes Drift Load Necessary? N VProjectsU020A20-185 Axis 70 WestVCalculations\SpreadsheetsA2018 IBC Snow Drift west, Drift 1 of 1 15 12/15/2020 8:46 PM J& PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING SNOW LOAD DESIGN - 2018 IBC (Section 1608) w/ ASCE 7-16 (Chapter 7) Written by: John G. Hart, P . Revised. 12/07/16 PROJECT: Acis 70 West AREA: EW drift tall or parapet was and roof projections, set Lu=Oand U=lengthof upwin roo 30 psf Pg = basic ground snow load 1.0 Ce = Snow exposure factor (IBC Table 1608.3.1) 1.0 Ct = Thermal factor (IBC Table 1608.3.2) 1.0 1 = importance factor (IBC Table 1604.5) 0.25 ft. Y = vertical component of upper roof slope (rise) 12.00 ft. X = horizontal component of upper roof slope (run) 1.2 a = Slope of high roof in degrees 21.0 psf PF = flat -roof snow load 0.0 psf Rain on snow surcharge (ASCE 7 Section 7.10) 1.0 Cs = Slope factor (ASCE 7 Figure 7-2) 4.3 ft. hr = difference in height between upper roof or parapet & lower roof 17.9 pcf y = Density of snow 1.17 ft. hb = height of balanced snow load on lower roof 0 ft. Lu = length of upper roof (25 ft. min.) 240 ft. LC = length of lower roof or length of roof upwind of projection or parapet (25 ft. min.) -1.50 ft. Leeward drift surcharge 3.92 ft. Windward drift surcharge 3.92 ft. hd = maximum height of drift surcharge 3.08 ft. he = clear height from top of balanced snow to upper roof or parapet 55.1 psf Pd= maximum intensity of drift surcharge load 0.0 ft. W = horizontal distance from the eave to ridge for the sloped upper roof 0.0 psf Sliding surcharge = 0.4'pf`W 0 S = horizontal separation between adjacent structures, (ft.) 1.00 Separation Factor = (20-S)/20 (ASCE 7 Section 7.7.2) 76.1 ps Pm = maximum intensity of the load at the height change 19.93 ft.1 w = Width of drift, base of triangular drift load Yes Drift Load Necessary? 76 psf + 10 psf = 86 psf Max. span = 5-9 1.5B 22 ga. deck o.k. for 95 psf (3 span) N VProjectsU020A20-185 Axis 70 WestVCalculations\SpreadsheetsA2018 IBC Snow Drift EW tall, Drift 1 of 1 16 12/15/2020 9:36 PM J& PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING SNOW LOAD DESIGN - 2018 IBC (Section 1608) w/ ASCE 7-16 (Chapter 7) Written by: John G. Hart, P . Revised. 12/07/16 PROJECT: Acis 70 West AREA: NS low drift or parapet was and roof projections, set Lu=Oand U=lengthof upwin roo 30 psf Pg = basic ground snow load 1.0 Ce = Snow exposure factor (IBC Table 1608.3.1) 1.0 Ct = Thermal factor (IBC Table 1608.3.2) 1.0 1 = importance factor (IBC Table 1604.5) 0.25 ft. Y = vertical component of upper roof slope (rise) 12.00 ft. X = horizontal component of upper roof slope (run) 1.2 a = Slope of high roof in degrees 21.0 psf PF = flat -roof snow load 0.0 psf Rain on snow surcharge (ASCE 7 Section 7.10) 1.0 Cs = Slope factor (ASCE 7 Figure 7-2) 2.3 ft. hr = difference in height between upper roof or parapet & lower roof 17.9 pcf y = Density of snow 1.17 ft. hb = height of balanced snow load on lower roof 0 ft. Lu = length of upper roof (25 ft. min.) 612 ft. LC = length of lower roof or length of roof upwind of projection or parapet (25 ft. min.) -1.50 ft. Leeward drift surcharge 5.76 ft. Windward drift surcharge 5.76 ft. hd = maximum height of drift surcharge 1.16 ft. he = clear height from top of balanced snow to upper roof or parapet 20.8 psf Pd = maximum intensity of drift surcharge load 0.0 ft. W = horizontal distance from the eave to ridge for the sloped upper roof 0.0 psf Sliding surcharge = 0.4'pf`W 0 S = horizontal separation between adjacent structures, (ft.) 1.00 Separation Factor = (20-S)/20 (ASCE 7 Section 7.7.2) 41.8 ps Pm = maximum intensity of the load at the height change 9.28 ft.1 w = Width of drift, base of triangular drift load Yes Drift Load Necessary? N VProjectsU020A20-185 Axis 70 WestVCalculations\SpreadsheetsA2018 IBC Snow Drift NS low, Dnft 1 of 1 17 12/15/2020 9:37 PM J& PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING SNOW LOAD DESIGN - 2018 IBC (Section 1608) w/ ASCE 7-16 (Chapter 7) Written by: John G. Hart, P . Revised. 12/07/16 PROJECT: Acis 70 West AREA: NS mid drift or parapet was and roof projections, set Lu=Oand U=lengthof upwin roo 30 psf Pg = basic ground snow load 1.0 Ce = Snow exposure factor (IBC Table 1608.3.1) 1.0 Ct = Thermal factor (IBC Table 1608.3.2) 1.0 1 = importance factor (IBC Table 1604.5) 0.25 ft. Y = vertical component of upper roof slope (rise) 12.00 ft. X = horizontal component of upper roof slope (run) 1.2 a = Slope of high roof in degrees 21.0 psf PF = flat -roof snow load 0.0 psf Rain on snow surcharge (ASCE 7 Section 7.10) 1.0 Cs = Slope factor (ASCE 7 Figure 7-2) 3.2 ft. hr = difference in height between upper roof or parapet & lower roof 17.9 pcf y = Density of snow 1.17 ft. hb = height of balanced snow load on lower roof 0 ft. Lu = length of upper roof (25 ft. min.) 612 ft. LC = length of lower roof or length of roof upwind of projection or parapet (25 ft. min.) -1.50 ft. Leeward drift surcharge 5.76 ft. Windward drift surcharge 5.76 ft. hd = maximum height of drift surcharge 1.99 ft. he = clear height from top of balanced snow to upper roof or parapet 35.7 psf Pd = maximum intensity of drift surcharge load 0.0 ft. W = horizontal distance from the eave to ridge for the sloped upper roof 0.0 psf Sliding surcharge = 0.4'pf`W 0 S = horizontal separation between adjacent structures, (ft.) 1.00 Separation Factor = (20-S)/20 (ASCE 7 Section 7.7.2) 56.7 ps Pm = maximum intensity of the load at the height change 15.95 ft.1 w = Width of drift, base of triangular drift load Yes Drift Load Necessary? N VProjectsU020A20-185 Axis 70 WestVCalculations\SpreadsheetsA2018 IBC Snow Drift NS mid, Drift 1 of 1 18 12/17/2020 7:14 PM J& PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING SNOW LOAD DESIGN - 2018 IBC (Section 1608) w/ ASCE 7-16 (Chapter 7) Wntten by: John G. Hart, P . Revised. 12/07/16 PROJECT: Acis 70 West AREA: South drift tall or parapet was and roof projections, set Lu=Oand U=lengthof upwin roo 30 psf Pg = basic ground snow load 1.0 Ce = Snow exposure factor (IBC Table 1608.3.1) 1.0 Ct = Thermal factor (IBC Table 1608.3.2) 1.0 1 = importance factor (IBC Table 1604.5) 0.25 ft. Y = vertical component of upper roof slope (rise) 12.00 ft. X = horizontal component of upper roof slope (run) 1.2 a = Slope of high roof in degrees 21.0 psf PF = flat -roof snow load 0.0 psf Rain on snow surcharge (ASCE 7 Section 7.10) 1.0 Cs = Slope factor (ASCE 7 Figure 7-2) 4.0 ft. hr = difference in height between upper roof or parapet & lower roof 17.9 pcf y = Density of snow 1.17 ft. hb = height of balanced snow load on lower roof 0 ft. Lu = length of upper roof (25 ft. min.) 560 ft. LC = length of lower roof or length of roof upwind of projection or parapet (25 ft. min.) -1.50 ft. Leeward drift surcharge 5.56 ft. Windward drift surcharge 5.56 ft. hd = maximum height of drift surcharge 2.83 ft. he = clear height from top of balanced snow to upper roof or parapet 50.6 psf Pd = maximum intensity of drift surcharge load 0.0 ft. W = horizontal distance from the eave to ridge for the sloped upper roof 0.0 psf Sliding surcharge = 0.4'pf`W 0 S = horizontal separation between adjacent structures, (ft.) 1.00 Separation Factor = (20-S)/20 (ASCE 7 Section 7.7.2) 71.6 ps Pm = maximum intensity of the load at the height change 22.61 ft.1 w = Width of drift, base of triangular drift load Yes Drift Load Necessary? 71 psf + 10 psf = 1 psf Max. span = 5-9 1.5B 22 ga. deck o. k. for 95 psf (3 span) N VProjectsU020A20-185 Axis 70 WestVCalculations\SpreadsheetsA2018 IBC Snow Drift South tall, Drift 1 of 1 19 Axis 70 West Job No.: 20-185 CALCULATIONS FOR: ROOF FRAMING 20 Beam Design Criteria RAM Steel 16.01.00.20 Peak Engineering, Inc. u.a,..a.. DataBase: 2020-12-20 Axis 70 West $ePo4y Building Code: IBC TABLES SELECTED: Master Steel Table: ramaisc Default Steel Table: ramaisc Alternate Steel Table: ramaisc UNBRACED LENGTH: Check Unbraced Length Do Not Consider Point of Inflection as Brace Point Noncomposite/Precomposite Beam Design: Deck Perpendicularto Beam Bracesflange Deck Parallel to Beam does not Brace flange Calculate Cb for all Simple Span Beams Use Cb=1 for all Cantilevers SPAN/DEPTH CRITERIA: Maximum Span/Depth Ratio (ft/ft): 0.00 COMPOSITE IEFF: Reduce leff per AISC 360 Commentary DEFLECTION CRITERIA: Default Criteria L/d delta (in) Unshored Initial (Construction Load): 0.0 0.0 Post Composite Live Load: 360.0 0.0 Total Superimposed: 240.0 0.0 Total (Init+Superimp-Camber): 240.0 0.0 Shored Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 0.0 Noncomposite Dead Load: 0.0 0.0 Live Load: 240.0 0.0 Total Load: 240.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS: Do not Camber Beams with Span < 10.0 ft Do not Camber Beams with Weight < 0.0 lbs/ft Do not Camber Beams with Weight> 1000.0 lbs/ft Do not Camber Beams with Depth < 0.0 in Do not Camber Beams with Depth > 100.0 in Do not Camber Beams with Cantilevers Percent of Dead Load used for Camber: 75.00 (For Unshored Composite the specified % of Construction DL is used) Camber Increment (in): 0.250 Minimum Camber (in): 0.500 Maximum Camber (in): 4.000 CAMBER CRITERIA FOR NONCOMPOSITE BEAMS: Do not Camber Beams with Span < 10.0 ft Do not Camber Beams with Weight < 0.0 lbs/ft Do not Camber Beams with Weight> 1000.0 lbs/ft Do not Camber Beams with Depth < 0.0 in Do not Camber Beams with Depth > 100.0 in 12/15/20 21:16:44 Steel Code: AISC 360-16 ASD 21 Beam Design Criteria RAM Steel 16.01.00.20 Page 2/2 Peak Engineering, Inc. u.a..+a.. DataBase: 2020-12-20 Axis 70 West 12/15/20 21:16:44 %oomuy Building Code: IBC Steel Code: AISC 360-16 ASD Do not Camber Beams with Cantilevers Percent of Dead Load used for Camber: 80.00 Camber Increment (in): 0.250 Minimum Camber (in): 0.750 Maximum Camber (in): 4.000 STUD CRITERIA: Stud Distribution: Use Optimum Maximum % of Full Composite Allowed: 100.00 Minimum % of Full Composite Allowed - Short Span: 25.00 Minimum % of Full Composite Allowed -Long Span: 50.00 Long Span Defined as Span Greater Than: 30.00 ft Maximum Rows of Studs Allowed: 3 Minimum Flange Width for 2 Rows of Studs (in): 5.500 Minimum Flange Width for 3 Rows of Studs (in): 8.500 Maximum Stud Spacing - Deck Parallel: Per Code Maximum Stud Spacing - Deck Not Parallel: Per Code Ductility of Shear Connection: Enforce AISC 360-16 Commentary 13.2d(1) for Spans greater than 30' WEB OPENING CRITERIA: Stiffener Fy (ksi): 36.000 Stiffener Dimensions Minimum Width (in): 1.000 Minimum Thickness (in): 0.250 Increment of Width (in): 0.250 Increment of Thickness (in): 0.125 Increment of Length (in): 1.000 Allow Stiffeners on One Side of web Allow Stiffeners on Two Sides of web 22 Joist Design Criteria 0 RAM Steel 16.01.00.20 u.a..+r Peak Engineering, Inc. %0orme r DataBase: 2020-12-20 Axis 70 West 12/15/20 21:16:44 DEFAULT JOIST CRITERIA: Joists with Uniform Loads: Specify Custom Label: LH Joists with Non-uniform Loads: Use Equivalent Uniform Load Method Maximum concentrated Loads (kips): 10.00 Tolerance for Variation of Loads: 100.00 ALTERNATE JOIST CRITERIA: Joists with Uniform Loads: Select from Standard Table: ramsji Tolerance for Variation of Uniform Load: 5.00 Joists with Non-uniform Loads: Select from Constant Shear Table: ramkcs JOIST GIRDERS: Tolerance for Variation of Point Loads: 500.00 Tolerance for Spacing of Point Loads (in): 3.00 Maximum Uniform Load to Lump (k/ft): 0.10 JOIST SELECTION: Allowable Stress Ratio: 1.00 DEFLECTION CRITERIA: Default Criteria L/d delta (in) Dead Load: 0.0 0.0 Live Load: 240.0 0.0 Total Load: 240.0 0.0 Note: 0.0 indicates No Limit 23 RAM Steel 16.01.00.20 Peak Engineering, Inc. u.a,..a.. DataBase: 2020-12-20 Axis 70 West $*m *V Building Code: IBC Floor Type: Roof Floor Map Beam Numbers 12/17/20 14:11:51 Steel Code: AISC 360-16 ASD 24 m men m�2U`m`rvorvrvl9W ------------------------------------------------ mmmmY3P eeeeeee�.......... `2rvrvmm n3lmon mmmm8l rvrvry mmmrvrvrvrvomoYtltl mmmmY]Imme e Oeee4llW ee Imlmlm Imlmlm mrvry no` meeindm�nn m mm]Y```"```I11tl ``n `m``I15Y mm`orvorvl9gi OmmrvWL rvmrvmmmmYtltl mmmmL.fU nmm mmmmLLW me e OeeeMlltl OOO941e Imlmlm lel e�,. lmrvrvry �mm`2 mry .mom mim n3hmm nnm m --------- Om `m `I159 `m`ommmlY----e11mn-----mmmm-- mmmmmm-- mmmmmm-- mIlea Oee-- --- JJImmmmm- - - T di l-, I I 1.�]-11 l .4 111-111k #1I nikI imo``I:LLIIlF ##d nFF44#1i�o ``mF�+4110 mm e�e eeem 24 Floor Map RAM Steel 16.01.00.20 Page 2/2 Peak Engineering, Inc. u.a..+a.. DataBase: 2020-12-20 Axis 70 West 12/17/20 14:11:51 %0e n eW Building Code: IBC Steel Code: AISC 360-16 ASD '. IIV lR.F.T.t 25 Label Uniform NS low drift NS low drift EW drift typ EW drift typ EW drift typ West Drift tall South Drift tall NS low drift NS typ NS typ Type Constant Drift Drift Drift Drift Drift Drift Drift Drift Drift Drift Magnitude 1 psf 30.000 42.000 42.000 45.000 45.000 45.000 76.000 72.000 42.000 58.000 58.000 Magnitude 2 psf --- 42.000 42.000 45.000 45.000 45.000 76.000 72.000 42.000 58.000 58.000 Magnitude 3 psf --- 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 25 RAM Steel 16.01.00.20 Peak Engineering, Inc. u.a,.+a.. Data Base: 2020-12-20 Axis 70 West �aoeoluy Building Code: IBC Floor Type: Roof Floor Map Beam Designs 12/17/20 14:11:51 Steel Code: AISC 360-16 ASD 26 27 Floor Map RAM Steel 16.01.00.20 Page 2/2 Peak Engineering, Inc. uYa..na.. DataBase: 2020-12-20 Axis 70 West 12/17/20 14:11:51 %hrmeW Building Code: IBC Steel Code: AISC 360-16 ASD Surface Loads Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf 0 dead 15.0 0.0 0.0 Reducible 0.0 0.0 0.0 27 Beam Summary RAM Steel 16.01.00.20 Peak Engineering, Inc. ..��....sn.. DataBase: 2020-12-20 Axis 70 West 12/17/20 14:11:51 E3 eenkey Building Code: IBC Steel Code: AISC 360-16 ASD STEEL BEAM DESIGN SUMMARY: Floor Type: Roof Bm # Length +Me -Me Mn/f] Fy Beam Size Studs ft kip -ft kip -ft kip -ft ksi 32 15.42 41.5 0.0 118.0 50.0 W1 4X30 u 34 4.38 0.5 0.0 9.3 36.0 C6X8.2 u 39 4.38 0.6 0.0 9.3 36.0 C6X8.2 u 44 4.38 0.6 0.0 9.3 36.0 C6X8.2 u 45 20.31 70.7 0.0 118.0 50.0 W1 4X30 u 46 4.38 0.6 0.0 12.9 50.0 C6X8.2 u 51 4.38 0.6 0.0 9.3 36.0 C6X8.2 u 56 4.38 0.6 0.0 9.3 36.0 C6X8.2 u 61 4.38 0.6 0.0 9.3 36.0 C6X8.2 u 66 4.38 0.6 0.0 12.9 50.0 C6X8.2 u 219 4.38 0.5 0.0 12.9 50.0 C6X8.2 u 220 20.40 74.1 0.0 118.0 50.0 W1 4X30 u 225 4.38 0.6 0.0 9.3 36.0 C6X8.2 u 226 4.38 0.6 0.0 9.3 36.0 C6X8.2 u 231 4.38 0.6 0.0 9.3 36.0 C6X8.2 u 236 4.38 0.6 0.0 9.3 36.0 C6X8.2 u 237 4.38 0.6 0.0 12.9 50.0 C6X8.2 u 239 20.40 74.1 0.0 118.0 50.0 W1 4X30 u 246 4.38 0.6 0.0 9.3 36.0 C6X8.2 u 251 4.38 0.6 0.0 9.3 36.0 C6X8.2 u 256 4.38 0.6 0.0 9.3 36.0 C6X8.2 u 257 4.38 0.6 0.0 9.3 36.0 C6X8.2 u 262 4.38 0.5 0.0 12.9 50.0 C6X8.2 u 450 4.04 0.6 0.0 9.3 36.0 C6X8.2 u 451 17.33 69.4 0.0 118.0 50.0 W1 4X30 u 456 4.04 0.8 0.0 9.3 36.0 C6X8.2 u 457 4.04 0.8 0.0 9.3 36.0 C6X8.2 u 462 4.04 0.8 0.0 9.3 36.0 C6X8.2 u 468 15.63 50.4 0.0 118.0 50.0 W1 4X30 u 481 15.62 1.7 0.0 118.0 50.0 W1 4X30 u 482 17.33 8.5 0.0 118.0 50.0 W1 4X30 u ' after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. NE Beam Summary RAM Steel 16.01.00.20 Peak Engineering, Inc. u.a,..a.. DataBase: 2020-12-20 Axis 70 West $enn*V Building Code: IBC JOIST SELECTION SUMMARY: Floor Type: Roof Page 2/10 12/17/20 14:11:51 Steel Code: AISC 360-16 ASD Standard Joists: Joist# Length WDL WILL WfL Joist 3 29.67 84.2 199.7 294.0 24LH294/200 4 60.00 84.2 270.9 355.1 40LH356/271 5 59.67 84.2 270.9 355.1 40LH356/271 6 29.67 86.7 184.1 289.2 24LH290/185 7 60.00 86.7 219.1 305.8 40LH306/220 8 59.67 86.7 219.5 309.5 40LH310/220 9 29.67 86.7 182.3 288.2 24LH289/183 10 60.00 86.7 178.8 265.5 40LH266/179 11 59.67 86.7 180.8 278.8 40LH279/181 12 29.67 86.7 182.3 288.2 24LH289/183 13 60.00 86.7 173.3 260.0 40LH261/174 14 59.67 86.7 175.7 275.0 40LH275/176 15 29.67 86.7 182.3 288.2 24LH289/183 16 60.00 86.7 173.3 260.0 40LH261/174 17 59.67 86.7 175.7 275.0 40LH275/176 18 29.67 86.7 182.3 288.2 24LH289/183 19 60.00 86.7 173.3 260.0 40LH261/174 20 59.67 86.7 175.7 275.0 40LH275/176 21 29.67 86.7 182.3 288.2 24LH289/183 22 60.00 86.7 173.3 260.0 40LH261/174 23 59.67 86.7 175.7 275.0 40LH275/176 24 29.67 86.7 182.3 288.2 24LH289/183 25 60.00 86.7 173.3 260.0 40LH261/174 26 59.67 86.7 175.7 275.0 40LH275/176 27 29.67 86.7 182.1 286.5 24LH287/183 28 60.00 86.7 173.3 260.0 40LH260/174 30 59.67 86.7 175.7 275.0 40LH275/176 35 55.29 84.2 196.6 282.3 40LH283/197 36 60.00 85.4 191.6 294.4 40LH295/192 37 60.00 86.7 173.3 260.0 40LH260/174 38 59.67 86.7 175.7 275.0 40LH275/176 40 55.29 86.7 176.3 268.0 40LH268/177 41 60.00 86.7 175.8 262.5 40LH263/176 42 60.00 86.7 173.3 260.0 40LH260/174 43 59.67 86.7 175.7 275.0 40LH275/176 47 55.29 86.7 173.9 266.0 40LH266/174 48 60.00 86.7 173.3 260.0 40LH260/174 49 60.00 86.7 173.3 260.0 40LH260/174 50 59.67 86.7 175.7 275.0 40LH275/176 52 55.29 86.7 173.9 266.0 40LH266/174 53 60.00 86.7 173.3 260.0 40LH260/174 54 60.00 86.7 173.3 260.0 40LH260/174 55 59.67 86.7 175.7 275.0 40LH275/176 57 55.29 86.7 173.9 266.0 40LH266/174 58 60.00 86.7 173.3 260.0 40LH260/174 59 60.00 86.7 173.3 260.0 40LH260/174 60 59.67 86.7 175.7 275.0 40LH275/176 62 55.29 86.7 173.9 266.0 40LH266/174 63 60.00 86.7 173.3 260.0 40LH260/174 29 Beam Summary RAM Steel 16.01.00.20 Page 3/10 Peak Engineering, Inc. uYa..na.. DataBase: 2020-12-20 Axis 70 West 12/17/20 14:11:51 %oornuy Building Code: IBC Steel Code: AISC 360-16 ASD Joist# Length WDL WILL WrL Joist 64 60.00 86.7 173.3 260.0 40LH260/174 65 59.67 86.7 175.7 275.0 40LH275/176 67 59.67 86.5 175.3 269.4 40LH270/176 68 60.00 86.7 173.3 260.0 40LH260/174 69 60.00 86.7 173.3 260.0 40LH260/174 70 59.67 86.7 175.7 275.0 40LH275/176 71 59.67 86.7 175.7 275.0 40LH275/176 72 60.00 86.7 173.3 260.0 40LH260/174 73 60.00 86.7 173.3 260.0 40LH260/174 74 59.67 86.7 175.7 275.0 40LH275/176 75 59.67 86.7 175.7 275.0 40LH275/176 76 60.00 86.7 173.3 260.0 40LH260/174 78 60.00 86.7 173.3 260.0 40LH260/174 80 59.67 86.7 175.7 275.0 40LH275/176 82 59.67 86.7 175.7 275.0 40LH275/176 83 60.00 86.7 173.3 260.0 40LH260/174 84 60.00 86.7 173.3 260.0 40LH260/174 85 59.67 86.7 175.7 275.0 40LH275/176 86 59.67 86.7 175.7 275.0 40LH275/176 87 60.00 86.7 173.3 260.0 40LH260/174 88 60.00 86.7 173.3 260.0 40LH260/174 89 59.67 86.7 175.7 275.0 40LH275/176 90 59.67 86.7 175.7 275.0 40LH275/176 91 60.00 86.7 173.3 260.0 40LH260/174 92 60.00 86.7 173.3 260.0 40LH260/174 93 59.67 86.7 175.7 275.0 40LH275/176 94 59.67 86.7 175.7 275.0 40LH275/176 95 60.00 86.7 173.3 260.0 40LH260/174 96 60.00 86.7 173.3 260.0 40LH260/174 97 59.67 86.7 175.7 275.0 40LH275/176 98 59.67 86.7 175.7 275.0 40LH275/176 99 60.00 86.7 173.3 260.0 40LH260/174 100 60.00 86.7 173.3 260.0 40LH260/174 101 59.67 86.7 175.7 275.0 40LH275/176 102 59.67 86.7 175.7 275.0 40LH275/176 103 60.00 86.7 173.3 260.0 40LH260/174 104 60.00 86.7 173.3 260.0 40LH260/174 105 59.67 86.7 175.7 275.0 40LH275/176 106 59.67 86.7 175.7 275.0 40LH275/176 107 60.00 86.7 173.3 260.0 40LH260/174 108 60.00 86.7 173.3 260.0 40LH260/174 109 59.67 86.7 175.7 275.0 40LH275/176 110 59.67 86.7 175.7 275.0 40LH275/176 111 60.00 86.7 173.3 260.0 40LH260/174 112 60.00 86.7 173.3 260.0 40LH260/174 113 59.67 86.7 175.7 275.0 40LH275/176 114 59.67 86.7 175.7 275.0 40LH275/176 115 60.00 86.7 173.3 260.0 40LH260/174 117 60.00 86.7 173.3 260.0 40LH260/174 119 59.67 86.7 175.7 275.0 40LH275/176 121 59.67 86.7 175.7 275.0 40LH275/176 122 60.00 86.7 173.3 260.0 40LH260/174 123 60.00 86.7 173.3 260.0 40LH260/174 124 59.67 86.7 175.7 275.0 40LH275/176 125 59.67 86.7 175.7 275.0 40LH275/176 30 Beam Summary RAM Steel 16.01.00.20 Page 4/10 Peak Engineering, Inc. u.a,..a.. DataBase: 2020-12-20 Axis 70 West 12/17/20 14:11:51 $*m *V Building Code: IBC Steel Code: AISC 360-16 ASD Joist# Length WDL WILL WrL Joist 126 60.00 86.7 173.3 260.0 40LH260/174 127 60.00 86.7 173.3 260.0 40LH260/174 128 59.67 86.7 175.7 275.0 40LH275/176 129 59.67 86.7 175.7 275.0 40LH275/176 130 60.00 86.7 173.3 260.0 40LH260/174 131 60.00 86.7 173.3 260.0 40LH260/174 132 59.67 86.7 175.7 275.0 40LH275/176 133 59.67 86.7 175.7 275.0 40LH275/176 134 60.00 86.7 173.3 260.0 40LH260/174 135 60.00 86.7 173.3 260.0 40LH260/174 136 59.67 86.7 175.7 275.0 40LH275/176 137 59.67 86.7 175.7 275.0 40LH275/176 138 60.00 86.7 173.3 260.0 40LH260/174 139 60.00 86.7 173.3 260.0 40LH260/174 140 59.67 86.7 175.7 275.0 40LH275/176 141 59.67 86.7 175.7 275.0 40LH275/176 142 60.00 86.7 173.3 260.0 40LH260/174 143 60.00 86.7 173.3 260.0 40LH260/174 144 59.67 86.7 175.7 275.0 40LH275/176 145 59.67 86.7 175.7 275.0 40LH275/176 146 60.00 86.7 173.3 260.0 40LH260/174 147 60.00 86.7 173.3 260.0 40LH260/174 148 59.67 86.7 175.7 275.0 40LH275/176 149 59.67 86.7 175.7 275.0 40LH275/176 150 60.00 86.7 173.3 260.0 40LH260/174 151 60.00 86.7 173.3 260.0 40LH260/174 152 59.67 86.7 175.7 275.0 40LH275/176 153 59.67 86.7 175.7 275.0 40LH275/176 154 60.00 86.7 173.3 260.0 40LH260/174 156 60.00 86.7 173.3 260.0 40LH260/174 158 59.67 86.7 175.7 275.0 40LH275/176 160 59.67 86.7 175.7 275.0 40LH275/176 161 60.00 86.7 173.3 260.0 40LH260/174 162 60.00 86.7 173.3 260.0 40LH260/174 163 59.67 86.7 175.7 275.0 40LH275/176 164 59.67 86.7 175.7 275.0 40LH275/176 165 60.00 86.7 173.3 260.0 40LH260/174 166 60.00 86.7 173.3 260.0 40LH260/174 167 59.67 86.7 175.7 275.0 40LH275/176 168 59.67 86.7 175.7 275.0 40LH275/176 169 60.00 86.7 173.3 260.0 40LH260/174 170 60.00 86.7 173.3 260.0 40LH260/174 171 59.67 86.7 175.7 275.0 40LH275/176 172 59.67 86.7 175.7 275.0 40LH275/176 173 60.00 86.7 173.3 260.0 40LH260/174 174 60.00 86.7 173.3 260.0 40LH260/174 175 59.67 86.7 175.7 275.0 40LH275/176 176 59.67 86.7 175.7 275.0 40LH275/176 177 60.00 86.7 173.3 260.0 40LH260/174 178 60.00 86.7 173.3 260.0 40LH260/174 179 59.67 86.7 175.7 275.0 40LH275/176 180 59.67 86.7 175.7 275.0 40LH275/176 181 60.00 86.7 173.3 260.0 40LH260/174 182 60.00 86.7 173.3 260.0 40LH260/174 183 59.67 86.7 175.7 275.0 40LH275/176 31 Beam Summary RAM Steel 16.01.00.20 Page 5/10 Peak Engineering, Inc. uYa..na.. DataBase: 2020-12-20 Axis 70 West 12/17/20 14:11:51 210*rn4y Building Code: IBC Steel Code: AISC 360-16 ASD Joist# Length WDL WILL WrL Joist 184 59.67 86.7 175.7 275.0 40LH275/176 185 60.00 86.7 173.3 260.0 40LH260/174 186 60.00 86.7 173.3 260.0 40LH260/174 187 59.67 86.7 175.7 275.0 40LH275/176 188 59.67 86.7 175.7 275.0 40LH275/176 189 60.00 86.7 173.3 260.0 40LH260/174 190 60.00 86.7 173.3 260.0 40LH260/174 191 59.67 86.7 175.7 275.0 40LH275/176 192 59.67 86.7 175.7 275.0 40LH275/176 193 60.00 86.7 173.3 260.0 40LH260/174 195 60.00 86.7 173.3 260.0 40LH260/174 197 59.67 86.7 175.7 275.0 40LH275/176 199 59.67 86.7 175.7 275.0 40LH275/176 200 60.00 86.7 173.3 260.0 40LH260/174 201 60.00 86.7 173.3 260.0 40LH260/174 202 59.67 86.7 175.7 275.0 40LH275/176 203 59.67 86.7 175.7 275.0 40LH275/176 204 60.00 86.7 173.3 260.0 40LH260/174 205 60.00 86.7 173.3 260.0 40LH260/174 206 59.67 86.7 175.7 275.0 40LH275/176 207 59.67 86.7 175.7 275.0 40LH275/176 208 60.00 86.7 173.3 260.0 40LH260/174 209 60.00 86.7 173.3 260.0 40LH260/174 210 59.67 86.7 175.7 275.0 40LH275/176 211 59.67 86.7 175.7 275.0 40LH275/176 212 60.00 86.7 173.3 260.0 40LH260/174 213 60.00 86.7 173.3 260.0 40LH260/174 214 59.67 86.7 175.7 275.0 40LH275/176 215 59.67 86.4 174.8 266.2 40LH267/175 216 60.00 86.7 173.3 260.0 40LH260/174 217 60.00 86.7 173.3 260.0 40LH260/174 218 59.67 86.7 175.7 275.0 40LH275/176 221 55.29 86.7 173.9 266.0 40LH266/174 222 60.00 86.7 173.3 260.0 40LH260/174 223 60.00 86.7 173.3 260.0 40LH260/174 224 59.67 86.7 175.7 275.0 40LH275/176 227 55.29 86.7 173.9 266.0 40LH266/174 228 60.00 86.7 173.3 260.0 40LH260/174 229 60.00 86.7 173.3 260.0 40LH260/174 230 59.67 86.7 175.7 275.0 40LH275/176 232 55.29 86.7 173.9 266.0 40LH266/174 233 60.00 86.7 173.3 260.0 40LH260/174 234 60.00 86.7 173.3 260.0 40LH260/174 235 59.67 86.7 175.7 275.0 40LH275/176 238 55.29 86.7 173.9 266.0 40LH266/174 240 60.00 86.7 173.3 260.0 40LH260/174 242 60.00 86.7 173.3 260.0 40LH260/174 244 59.67 86.7 175.7 275.0 40LH275/176 247 55.29 86.7 173.9 266.0 40LH266/174 248 60.00 86.7 173.3 260.0 40LH260/174 249 60.00 86.7 173.3 260.0 40LH260/174 250 59.67 86.7 175.7 275.0 40LH275/176 252 55.29 86.7 173.9 266.0 40LH266/174 253 60.00 86.7 173.3 260.0 40LH260/174 254 60.00 86.7 173.3 260.0 40LH260/174 32 Beam Summary RAM Steel 16.01.00.20 Page 6/10 Peak Engineering, Inc. u.a,..a.. DataBase: 2020-12-20 Axis 70 West 12/17/20 14:11:51 �aoen14y Building Code: IBC Steel Code: AISC 360-16 ASD Joist# Length WDL WILL WrL Joist 255 59.67 86.7 175.7 275.0 40LH275/176 258 55.29 86.7 173.9 266.0 40LH266/174 259 60.00 86.7 173.3 260.0 40LH260/174 260 60.00 86.7 173.3 260.0 40LH260/174 261 59.67 86.7 175.7 275.0 40LH275/176 263 59.67 86.4 174.8 266.2 40LH267/175 264 60.00 86.7 173.3 260.0 40LH260/174 265 60.00 86.7 173.3 260.0 40LH260/174 266 59.67 86.7 175.7 275.0 40LH275/176 267 59.67 86.7 175.7 275.0 40LH275/176 268 60.00 86.7 173.3 260.0 40LH260/174 269 60.00 86.7 173.3 260.0 40LH260/174 270 59.67 86.7 175.7 275.0 40LH275/176 271 59.67 86.7 175.7 275.0 40LH275/176 272 60.00 86.7 173.3 260.0 40LH260/174 273 60.00 86.7 173.3 260.0 40LH260/174 274 59.67 86.7 175.7 275.0 40LH275/176 275 59.67 86.7 175.7 275.0 40LH275/176 276 60.00 86.7 173.3 260.0 40LH260/174 277 60.00 86.7 173.3 260.0 40LH260/174 278 59.67 86.7 175.7 275.0 40LH275/176 279 59.67 81.0 164.3 257.1 40LH258/165 280 60.00 81.0 162.1 243.1 40LH244/163 281 60.00 81.0 162.1 243.1 40LH244/163 282 59.67 81.0 164.3 257.1 40LH258/165 283 59.67 49.0 99.2 155.3 XXLH156/100 284 60.00 49.0 97.9 146.9 XXLH147/98 285 60.00 49.0 97.9 146.9 XXLH147/98 286 59.67 49.0 99.2 155.3 XXLH156/100 290 59.67 49.0 99.2 155.3 40LH156/100 291 60.00 49.0 97.9 146.9 40LH147/98 292 60.00 49.0 97.9 146.9 40LH147/98 293 59.67 49.0 99.2 155.3 40LH156/100 294 59.67 81.0 164.3 257.1 40LH258/165 295 60.00 81.0 162.1 243.1 40LH244/163 296 60.00 81.0 162.1 243.1 40LH244/163 297 59.67 81.0 164.3 257.1 40LH258/165 298 59.67 86.7 175.7 275.0 40LH275/176 299 60.00 86.7 173.3 260.0 40LH260/174 300 60.00 86.7 173.3 260.0 40LH260/174 301 59.67 86.7 175.7 275.0 40LH275/176 302 59.67 86.7 175.7 275.0 40LH275/176 303 60.00 86.7 173.3 260.0 40LH260/174 304 60.00 86.7 173.3 260.0 40LH260/174 305 59.67 86.7 175.7 275.0 40LH275/176 306 59.67 86.7 175.7 275.0 40LH275/176 307 60.00 86.7 173.3 260.0 40LH260/174 308 60.00 86.7 173.3 260.0 40LH260/174 309 59.67 86.7 175.7 275.0 40LH275/176 310 59.67 86.7 175.7 275.0 40LH275/176 311 60.00 86.7 173.3 260.0 40LH260/174 312 60.00 86.7 173.3 260.0 40LH260/174 313 59.67 86.7 175.7 275.0 40LH275/176 314 59.67 86.7 175.7 275.0 40LH275/176 315 60.00 86.7 173.3 260.0 40LH260/174 33 Beam Summary RAM Steel 16.01.00.20 Page 7/10 Peak Engineering, Inc. u.a,..a.. DataBase: 2020-12-20 Axis 70 West 12/17/20 14:11:51 $en14y Building Code: IBC Steel Code: AISC 360-16 ASD Joist# Length WDL WILL WrL Joist 316 60.00 86.7 173.3 260.0 40LH260/174 317 59.67 86.7 175.7 275.0 40LH275/176 318 59.67 86.7 175.7 275.0 40LH275/176 319 60.00 86.7 173.3 260.0 40LH260/174 320 60.00 86.7 173.3 260.0 40LH260/174 321 59.67 86.7 175.7 275.0 40LH275/176 322 59.67 86.7 175.7 275.0 40LH275/176 323 60.00 86.7 173.3 260.0 40LH260/174 324 60.00 86.7 173.3 260.0 40LH260/174 325 59.67 86.7 175.7 275.0 40LH275/176 326 59.67 86.7 175.7 275.0 40LH275/176 327 60.00 86.7 173.3 260.0 40LH260/174 329 60.00 86.7 173.3 260.0 40LH260/174 331 59.67 86.7 175.7 275.0 40LH275/176 333 59.67 86.7 175.7 275.0 40LH275/176 334 60.00 86.7 173.3 260.0 40LH260/174 335 60.00 86.7 173.3 260.0 40LH260/174 336 59.67 86.7 175.7 275.0 40LH275/176 337 59.67 86.7 175.7 275.0 40LH275/176 338 60.00 86.7 173.3 260.0 40LH260/174 339 60.00 86.7 173.3 260.0 40LH260/174 340 59.67 86.7 175.7 275.0 40LH275/176 341 59.67 86.7 175.7 275.0 40LH275/176 342 60.00 86.7 173.3 260.0 40LH260/174 343 60.00 86.7 173.3 260.0 40LH260/174 344 59.67 86.7 175.7 275.0 40LH275/176 345 59.67 86.7 175.7 275.0 40LH275/176 346 60.00 86.7 173.3 260.0 40LH260/174 347 60.00 86.7 173.3 260.0 40LH260/174 348 59.67 86.7 175.7 275.0 40LH275/176 349 59.67 86.7 175.7 275.0 40LH275/176 350 60.00 86.7 173.3 260.0 40LH260/174 351 60.00 86.7 173.3 260.0 40LH260/174 352 59.67 86.7 175.7 275.0 40LH275/176 353 59.67 86.7 175.7 275.0 40LH275/176 354 60.00 86.7 173.3 260.0 40LH260/174 355 60.00 86.7 173.3 260.0 40LH260/174 356 59.67 86.7 175.7 275.0 40LH275/176 357 59.67 86.7 175.7 275.0 40LH275/176 358 60.00 86.7 173.3 260.0 40LH260/174 359 60.00 86.7 173.3 260.0 40LH260/174 360 59.67 86.7 175.7 275.0 40LH275/176 361 59.67 86.7 175.7 275.0 40LH275/176 362 60.00 86.7 173.3 260.0 40LH260/174 363 60.00 86.7 173.3 260.0 40LH260/174 364 59.67 86.7 175.7 275.0 40LH275/176 365 59.67 86.7 175.7 275.0 40LH275/176 366 60.00 86.7 173.3 260.0 40LH260/174 368 60.00 86.7 173.3 260.0 40LH260/174 370 59.67 86.7 175.7 275.0 40LH275/176 372 59.67 86.7 175.7 275.0 40LH275/176 373 60.00 86.7 173.3 260.0 40LH260/174 374 60.00 86.7 173.3 260.0 40LH260/174 375 59.67 86.7 175.7 275.0 40LH275/176 376 59.67 86.7 175.7 275.0 40LH275/176 34 Beam Summary RAM Steel 16.01.00.20 Page 8/10 Peak Engineering, Inc. u.a,..a.. DataBase: 2020-12-20 Axis 70 West 12/17/20 14:11:51 $en14y Building Code: IBC Steel Code: AISC 360-16 ASD Joist# Length WDL WILL WrL Joist 377 60.00 86.7 173.3 260.0 40LH260/174 378 60.00 86.7 173.3 260.0 40LH260/174 379 59.67 86.7 175.7 275.0 40LH275/176 380 59.67 86.7 175.7 275.0 40LH275/176 381 60.00 86.7 173.3 260.0 40LH260/174 382 60.00 86.7 173.3 260.0 40LH260/174 383 59.67 86.7 175.7 275.0 40LH275/176 384 59.67 86.7 175.7 275.0 40LH275/176 385 60.00 86.7 173.3 260.0 40LH260/174 386 60.00 86.7 173.3 260.0 40LH260/174 387 59.67 86.7 175.7 275.0 40LH275/176 388 59.67 86.7 175.7 275.0 40LH275/176 389 60.00 86.7 173.3 260.0 40LH260/174 390 60.00 86.7 173.3 260.0 40LH260/174 391 59.67 86.7 175.7 275.0 40LH275/176 392 59.67 86.7 175.7 275.0 40LH275/176 393 60.00 86.7 173.3 260.0 40LH260/174 394 60.00 86.7 173.3 260.0 40LH260/174 395 59.67 86.7 175.7 275.0 40LH275/176 396 59.67 86.7 175.7 275.0 40LH275/176 397 60.00 86.7 173.3 260.0 40LH260/174 398 60.00 86.7 173.3 260.0 40LH260/174 399 59.67 86.7 175.7 275.0 40LH275/176 400 59.67 86.7 175.7 275.0 40LH275/176 401 60.00 86.7 173.3 260.0 40LH260/174 402 60.00 86.7 173.3 260.0 40LH260/174 403 59.67 86.7 175.7 275.0 40LH275/176 404 59.67 86.7 185.9 307.1 40LH308/186 405 60.00 86.7 173.3 260.0 40LH260/174 407 60.00 86.7 173.3 260.0 40LH260/174 409 59.67 86.7 175.7 275.0 40LH275/176 411 59.67 86.7 196.2 339.1 40LH340/197 412 60.00 86.7 173.3 260.0 40LH260/174 413 60.00 86.7 173.3 260.0 40LH260/174 414 59.67 86.7 175.7 275.0 40LH275/176 415 59.67 86.7 196.2 339.1 40LH340/197 416 60.00 86.7 173.3 260.0 40LH260/174 417 60.00 86.7 173.3 260.0 40LH260/174 418 59.67 86.7 175.7 275.0 40LH275/176 419 59.67 86.7 196.2 339.1 40LH340/197 420 60.00 86.7 173.3 260.0 40LH260/174 421 60.00 86.7 173.3 260.0 40LH260/174 422 59.67 86.7 175.7 275.0 40LH275/176 423 59.67 86.7 196.2 339.1 40LH340/197 424 60.00 86.7 173.3 260.0 40LH260/174 425 60.00 86.7 173.3 260.0 40LH260/174 426 59.67 86.7 175.7 275.0 40LH275/176 427 59.67 86.7 196.2 339.1 40LH340/197 428 60.00 86.7 173.3 260.0 40LH260/174 429 60.00 86.7 173.3 260.0 40LH260/174 430 59.67 86.7 175.7 275.0 40LH275/176 431 59.67 86.7 196.2 339.1 40LH340/197 432 60.00 86.7 173.3 260.0 40LH260/174 433 60.00 86.7 173.3 260.0 40LH260/174 434 59.67 86.7 175.7 275.0 40LH275/176 35 Profis Anchor 2.8.8 Company: Page. 1 Specifier ISIDE ENTRY BEAM Project Anis 70West Address. Design method ACI 318-14 / CIA Sub -Project I Pos. No 20-185 Phone I Fax CONNECTION Date. 1223/2020 E -Mail cracked concrete, 4000, , - 4 00 psi', h - 8.000 in. Reinforcement . tension condition B, shear: condition B', Specifier's comments: Beam connection Input data Anchor type and diameter : A AWS D1.1 GR. B 1/2TT Effective embedment depth. hat-5.000in. Material Proof Design method ACI 318-14 / CIA Stand-off installation so- 0.000 in (no stand-off),t-0500in. Anchor plate I,xIyxt-20.000in.x16.000in.x0500in.',(Recommended plate thickness: not calculated Prefile S shape( RISC), 53X57 TxWxTxFT) =3.000 in. x 2330 in. x 0.1]0 in. x 0260 in. Base material cracked concrete, 4000, , - 4 00 psi', h - 8.000 in. Reinforcement . tension condition B, shear: condition B', edge reinforcement . none or No.4 bar R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] 8, Loading [Ib, in.Ib] Input data and results must be checked for agreement with the. existing conditions and for wauseliryl 36 PROPSAnchor( c 120032009 Hill AG, FT 94948chaan run is a registered Trademark of Hill AG, BMaan www.hilti.us Company: Speafier Address. Phonel Fax: Nvlail 2 Load case/Resulting anchor forces Load case Design loads Anchor reactions [Ib] Tension Nrce. (+Tension, -Compression) Profis Anchor 2.8.8 Page. 2 Project Axis ]O West Sub reject l Pos. No.' 20-185 Date. 12/23/2020 Anchor Tension force Shearforee Shear forcex Shearforcey 1 1,221 1,449 1,444 111 2 593 1,449 1,444 111 3 0 1,449 1,444 111 4 1 221 1,449 1,444 111 5 593 1,449 1,444 111 6 0 1,449 1,444 111 1221 1,449 1,444 111 8 593 1,449 1,444 111 9 0 1,449 1,444 111 max. concrete compressive strain 0.05 [%o] max. concrete compressive stress: 213 psi] resulting tension force in (x/y)��849/0.000}. 5,441 [Ib] resulting compression Nree in (x/y)=(8935/0.000)'.5,441 [Ib] Anchor Nrces are calculated based on the assumption of a rigid anchor plate. 3 Tension load *anchorhaving the highest loading **anchorgroup (anchors in tension) 3.1 Steel Strength 12,]40 0.]50 9555 1,221 3.2 Pullout Strength N, [Ib] w=a �a 0 0 Nay [Ib] N�, [Ib] 18,848 1.000 1 0 ]00 13,194 1 221 3.3 Concrete Breakout Strength 59954 225.00 25000 1.000 124] 0.85] 0.000 1000 1.000 24 2, Nti [Ib] t t Nme [Ib] N„ [Ib] 1.000 169]1 0.]00 2],142 5,441 ��a�r lora a�d,as��rs m�sr ea cna�ad ro, a9,aama�r win rna a�sr��9 ��d�r�o�s aid ro, a�a�s�e���rv� 37 PROFla MMm(c)]11IXL200.9 HIIrIAa, FL5A94 acM1aan HIAI Isa �egl9e�etl Tatlema�k of HllrlAa, aMaan Loatl N,,, [Ib] CapacitymN„[Ib] Utilization �=Nu/m N„ Status Steel Strength* 1,221 9,555 13 OK Pullout Strength* 1221 13,194 10 OK Concrete Breakout Strength** 5,441 2],142 21 OK Concrete Side -Face Blowout. direction ** N/A N/A N/A N/A *anchorhaving the highest loading **anchorgroup (anchors in tension) 3.1 Steel Strength 12,]40 0.]50 9555 1,221 3.2 Pullout Strength N, [Ib] w=a �a 0 0 Nay [Ib] N�, [Ib] 18,848 1.000 1 0 ]00 13,194 1 221 3.3 Concrete Breakout Strength 59954 225.00 25000 1.000 124] 0.85] 0.000 1000 1.000 24 2, Nti [Ib] t t Nme [Ib] N„ [Ib] 1.000 169]1 0.]00 2],142 5,441 ��a�r lora a�d,as��rs m�sr ea cna�ad ro, a9,aama�r win rna a�sr��9 ��d�r�o�s aid ro, a�a�s�e���rv� 37 PROFla MMm(c)]11IXL200.9 HIIrIAa, FL5A94 acM1aan HIAI Isa �egl9e�etl Tatlema�k of HllrlAa, aMaan www.hilti.us Profis Anchor 2.8.8 Company: Speafier Address. Phonel Fax: Nvlail 4 Shear load Page. 3 Project Axis ]O West Sub reject l Pos. No.' 20-185 Date. 12/23/2020 *anchorhaving the highest loading **anchorgroup (relevant anchors) 4.1 Steel Strength V� [Ib] t t V� [Ib] V„ [Ib] 12,]40 0.650 8281 1,449 4.2 Pryout Strength ]94 0] Loatl V,,, [Ib] Capacity mV„[Ib] Utilization �,=V,,,/m V„ Status Steel Strength* 1,449 8,281 18 OK Steel failure (with lever ann)* N/A N/A N/A N/A Pryout Strength** 13,038 83,849 16 OK Concrete edge failure in direction y--** 13,000 65,111 20 OK *anchorhaving the highest loading **anchorgroup (relevant anchors) 4.1 Steel Strength V� [Ib] t t V� [Ib] V„ [Ib] 12,]40 0.650 8281 1,449 4.2 Pryout Strength ]94 0] 225.00 25 000 2 - 1.000 ecv[in] Wacv e¢v[in.] Wa¢v Waary ka 0.000 1.000 0.000 1000 1.000 24 2, Nti [Ib] t t Vmg [Ib] V„ [Ib] t Vag [Ib] 1.000 169]1 0.]00 83,849 13,038 13,000 4.3 Concrete etlge failure in tlirection y - I, [m.] do gym.] G [m.] Aw [in �] Avm [in �] 4.000 0500 48000 89128 10368.00 wade waa���a�e ete [In] wa=e w=� wne 1.000 2.000 0.000 1000 1.000 3.000 2, Vti [Ib] t t Vag [Ib] V„ [Ib] 1.000 180,33] 0.]00 65,111 13,000 5 Combined tension and shear loads ('ry � [ Utilrzation prvv [�] Status 0200 0200 5/3 14 OK prvv=('�' ('��=1 6 Warnings • The anchor design methods in PRORS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EGTA TR029, etc). This m Bans load r�disMbufion on the anchors due to elastic deNnnations of the anchor plate are not considered -the anchor plate is assumed to be suffiaently stiff, in ober not to be deformed when subjected to the design loading. PROF IS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PRO FIS Anchor. Input data and results must be checked Nragreement with the exisfing conditions and for plausibility) • Condition Aapplies when supplementary reinNreement is used. Themfa ctoris increased for nonsteel Design Strengths except Pullout Strength and Pryoutstrength. Condition Bapplies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Referto yourlocal standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 orthe relevant standaN I Fastening meets the design criteria! ��a�r lora a�d,as��rs m�sr ea cna�ad ro, a9,aama�r win rna a�sr��9 ��d�r�o�s aid ro, a�a�s�e���rv� 38 PROFlBMMm(c)]11IXL2o0.9 HIIrIAa, FL5A948cM1aan HIAI Isa �egl9e�etl Tatlema�k of HllrlAa, BMaan Axis 70 West Job No.: 20-185 CALCULATIONS FOR: COLUMNS 39 Gravity Column Design Criteria RAM Steel 16.01.00.20 Peak Engineering, Inc. u.a..+a.. DataBase: 2020-12-20 Axis 70 West 12/17/20 14:15:05 %oomuy Building Code: IBC Steel Code: AISC360-16 ASD DEFAULT SPLICE LEVELS: Level Splice Roof Y DESIGN DEFAULTS: Maximum Angle from column axis at which beam reaction is not split between column sides for calculating unbalanced moments: 30.0 deg. Skip -load the Live Load around Column STANDARD COLUMN TRIAL GROUPS: Trial Group 1 Trial Group 2 Trial Group 3 1 Section W12 W10 W8 Rect. HSS HSS12X12 HSS10X10 HSS8X8 Round HSS HSS10 HSS18 HSS6 HANGING COLUMN TRIAL GROUPS: Trial Group 1 Trial Group 2 Trial Group 3 1 Section W14 W12 W10 Rect. HSS HSS22X22 HSS20X20 HSS18X18 Round HSS HSS20 HSS18 HSS16 Channel C15 C12 C10 Tee WT22 WT20X16 WT20X12 Flat Bar FlatBar FlatBar FlatBar Round Bar Round Bar RoundBar Round Bar Single Angle _12X12 L10X10 _8X8 Double Angle 21_12X12 21_10X10 2L8X8 COLUMN BRACING: Deck Braces Column Maximum Angle from column axis from which beam braces column: 60.0 deg. BASE PLATES: Design Code: AISC360-16 ASD Plate Fy (ksi) Minimum Dimension From Face of Column to Edge of Plate (in) Minimum Dimension From Side of Column to Edge of Plate (in) Increment of Plate Dimensions (in) Increment of Plate Thickness (in) Minimum Footing Dimension Parallel to Web (ft) Minimum Footing Dimension Perpendicular to Web (ft) Keep Base Plate Square: 36.000 3.000 3.000 1.000 0.125 2.00 2.00 Y MY Gravity Column Design Summary RAM Steel 16.01.00.20 Peak Engineering, Inc. u.a..+a.. DataBase: 2020-12-20 Axis 70 West 12/17/20 14:15:42 s0enneW Building Code: IBC Steel Code: AISC360-16 ASD Column Line 2-C Pa Max May LC Interaction Eq. Angle Fy Size Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 122.9 8.6 -2.2 1 0.79Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 2-13 Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 137.2 -0.6 3.2 6 0.80 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 2.2-D.8 Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 25.5 4.0 0.0 1 0.63 Eq H1 -1a 0.0 50 HSS8X8X3/16 Column Line 2.7-D.8 Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 16.8 -5.4 0.2 1 0.81 Eq H1 -1a 0.0 50 HSS8X8X1/8 Column Line 3-D Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 134.7 1.0 -3.2 10 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 3-C 41 Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.5 -0.0 3.2 6 0.80 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 3-13 Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.3 0.0 3.2 6 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 4-D Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.3 0.0 -3.2 10 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 4-C Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.4 0.0 3.2 6 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 4-13 Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.3 0.0 3.2 6 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 5-D Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.3 0.0 -3.2 10 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 5-C Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.4 0.0 3.2 6 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 41 Gravity Column Design Summary RAM Steel 16.01.00.20 Page 2/4 Peak Engineering, Inc. u.a,..a.. DataBase: 2020-12-20 Axis 70 West 12/17/20 14:15:42 $enn*V Building Code: IBC Steel Code: AISC360-16 ASD Column Line 5-13 Pa Max May LC Interaction Eq. Angle Fy Size Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.3 0.0 3.2 6 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 �271111'i1�R���: Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 135.9 -0.2 -3.2 10 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 6-C Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.4 0.0 3.2 6 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 6-13 Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.3 0.0 3.2 6 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 6.6-D.8 Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 14.3 4.5 0.1 1 0.68 Eq H1 -1a 0.0 50 HSS8X8X1/8 Column Line 7-D.8 42 Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 29.6 0.0 -2.8 1 0.68 Eq H1 -1a 0.0 50 HSS8X8X3/16 Column Line 7-D Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 133.4 0.0 -3.2 10 0.78 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 7-C Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.5 0.0 3.2 6 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 7-13 Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.3 0.0 3.2 6 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 7.4-D.8 Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 14.3 -4.5 0.1 1 0.68 Eq H1 -1a 0.0 50 HSS8X8X1/8 Column Line 8-D Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 94.6 33.2 0.0 8 0.86 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 8-C Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 94.8 33.1 0.0 8 0.86 Eq H1 -1a 0.0 50 HSS12X12X1/4 42 Gravity Column Design Summary RAM Steel 16.01.00.20 Page 3/4 Peak Engineering, Inc. u.a..+a.. DataBase: 2020-12-20 Axis 70 West 12/17/20 14:15:42 s0enneW Building Code: IBC Steel Code: AISC360-16 ASD Column Line 8-13 Pa Max May LC Interaction Eq. Angle Fy Size Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 94.7 33.1 0.0 8 0.86 Eq H1 -1a 0.0 50 HSS12X12X1/4 Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.3 -0.0 -3.2 10 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 9-C Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.5 -0.0 3.2 6 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 9-13 Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.3 -0.0 3.2 6 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 10-D Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.3 0.0 -3.2 10 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 10-C 43 Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.4 0.0 3.2 6 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 10-B Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.3 0.0 3.2 6 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 11-D Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 137.5 0.7 3.3 6 0.81 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 11-C Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.4 0.0 3.2 6 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 11-B Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 136.3 0.0 3.2 6 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 12-D Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 127.6 -9.4 0.1 1 0.81 Eq H1 -1a 0.0 50 HSS12X12X1/4 Column Line 12-C Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 125.4 -9.2 0.0 1 0.79 Eq H1 -1a 0.0 50 HSS12X12X1/4 43 Gravity Column Design Summary RAM Steel 16.01.00.20 Page 4/4 Peak Engineering, Inc. u.a,..a.. DataBase: 2020-12-20 Axis 70 West 12/17/20 14:15:42 $enn*V Building Code: IBC Steel Code: AISC360-16 ASD Column Line 12-B Pa Max May LC Interaction Eq. Angle Fy Size Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 125.2 -9.3 0.0 1 0.79Eq H1 -1a 0.0 50 HSS12X12X1/4 �271111'i1�R--L6IiE�)F: Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 14.9 4.6 0.2 1 0.71 Eq H1 -1a 0.0 50 HSS8X8X1/8 Column Line 592.00ft-4.38ft Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 26.1 -2.0 0.0 1 0.92 Eq H1 -1a 0.0 50 HSS8X8X1/8 Column Line 12.9-D.9 Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 13.3 -4.1 -0.1 1 0.63 Eq H1 -1a 0.0 50 HSS8X8X1/8 Column Line 607.63ft-20.00ft Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 2.5 0.0 0.0 1 0.09 Eq Axial 0.0 50 HSS8X8X1/8 Column Line 12.9-D.4 Level Pa Max May LC Interaction Eq. Angle Fy Size Roof 2.4 0.0 0.0 1 0.07 Eq Axial 0.0 50 HSS8X8X1/8 Refer to storefront framing design for HSS 8x8 entry column designs M. Column Load Summary RAM Steel 16.01.00.20 Peak Engineering, Inc. u.a,..a.. DataBase: 2020-12-20 Axis 70 West 12/17/20 14:16:08 $enn*V Building Code: IBC Steel Code: AISC360-16 ASD UNFACTORED COLUMN LOADS: Units: kips Column Line 2-C Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 1 34.00 40.1 1.2 81.6 0.0 41.3 122.9 Column Line 2-13 Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 2 34.00 46.5 1.2 94.6 0.0 47.8 142.4 Column Line 2.2-D.8 Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 3 34.00 7.9 0.6 17.0 0.0 8.5 25.5 Column Line 2.7-D.8 Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 4 34.00 5.2 0.4 11.1 0.0 5.7 16.8 Column Line 3-D Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 5 34.00 46.1 1.2 92.6 0.0 47.3 139.9 Column Line 3-C Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 6 34.00 46.8 1.2 93.6 0.0 48.0 141.7 Column Line 3-13 Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 7 34.00 46.7 1.2 93.6 0.0 47.9 141.5 Column Line 4-D Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 8 34.00 46.7 1.2 93.6 0.0 47.9 141.5 Column Line 4-C Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 9 34.00 46.8 1.2 93.6 0.0 48.0 141.6 45 Column Load Summary RAM Steel 16.01.00.20 Page 2/5 Peak Engineering, Inc. u.a,..a.. DataBase: 2020-12-20 Axis 70 West 12/17/20 14:16:08 $enn*V Building Code: IBC Steel Code: AISC360-16 ASD Column Line 4-13 Level Col# Length Dead Self Roof 10 34.00 46.7 1.2 Column Line 5-D Level Col# Length Dead Self Roof 11 34.00 46.7 1.2 Column Line 5-C Level Col# Length Dead Self Roof 12 34.00 46.8 1.2 Column Line 5-13 Level Col# Length Dead Self Roof 13 34.00 46.7 1.2 Column Line 6-D Level Col# Length Dead Self Roof 14 34.00 46.5 1.2 Column Line 6-C Level Col# Length Dead Self Roof 15 34.00 46.8 1.2 Column Line 6-13 Level Col# Length Dead Self Roof 16 34.00 46.7 1.2 Column Line 6.6-D.8 Level Col# Length Dead Self Roof 17 34.00 4.5 0.4 Column Line 7-D.8 Level Col# Length Dead Self Roof 18 34.00 9.3 0.6 Column Line 7-D +Live -Live MinTot MaxTot 93.6 0.0 47.9 141.5 +Live -Live MinTot MaxTot 93.6 0.0 47.9 141.5 +Live -Live MinTot MaxTot 93.6 0.0 48.0 141.6 +Live -Live MinTot MaxTot 93.6 0.0 47.9 141.5 +Live -Live MinTot MaxTot 93.3 0.0 47.8 141.1 +Live -Live MinTot MaxTot 93.6 0.0 48.0 141.6 +Live -Live MinTot MaxTot 93.6 0.0 47.9 141.5 +Live -Live MinTot MaxTot 9.5 0.0 4.9 14.3 +Live -Live MinTot MaxTot 19.7 0.0 9.9 29.6 47 Column Load Summary RAM Steel 16.01.00.20 Page 3/5 Peak Engineering, Inc. uYaiw.+gr DataBase: 2020-12-20 Axis 70 West 12/17/20 14:16:08 %Isenney Building Code: IBC Steel Code: AISC360-16 ASD Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 19 34.00 45.6 1.2 91.3 0.0 46.8 138.2 Column Line 7-C Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 20 34.00 46.8 1.2 93.6 0.0 48.1 141.7 Column Line 7-13 Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 21 34.00 46.7 1.2 93.6 0.0 47.9 141.5 Column Line 7.4-D.8 Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 22 34.00 4.5 0.4 9.5 0.0 4.9 14.3 Column Line 8-D Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 23 34.00 46.5 1.2 93.3 0.0 47.8 141.1 Column Line 8-C Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 24 34.00 46.8 1.2 93.6 0.0 48.0 141.6 Column Line 8-13 Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 25 34.00 46.7 1.2 93.6 0.0 47.9 141.5 Column Line 9-D Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 26 34.00 46.7 1.2 93.6 0.0 47.9 141.5 Column Line 9-C Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 27 34.00 46.8 1.2 93.6 0.0 48.1 141.7 Column Line 9-13 Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 28 34.00 46.7 1.2 93.6 0.0 47.9 141.5 47 Column Load Summary RAM Steel 16.01.00.20 Page 4/5 Peak Engineering, Inc. u.a..+a.. DataBase: 2020-12-20 Axis 70 West 12/17/20 14:16:08 s0enneW Building Code: IBC Steel Code: AISC360-16 ASD Column Line 10-D Level Col# Length Dead Self Roof 29 34.00 46.7 1.2 Column Line 10-C Level Col# Length Dead Self Roof 30 34.00 46.8 1.2 Column Line 10-B Level Col# Length Dead Self Roof 31 34.00 46.7 1.2 Column Line 11-D Level Col# Length Dead Self Roof 32 34.00 46.7 1.2 Column Line 11-C Level Col# Length Dead Self Roof 33 34.00 46.8 1.2 Column Line 11-B Level Col# Length Dead Self Roof 34 34.00 46.7 1.2 Column Line 12-D Level Col# Length Dead Self Roof 35 34.00 40.6 1.2 Column Line 12-C Level Col# Length Dead Self Roof 36 34.00 41.2 1.2 Column Line 12-B Level Col# Length Dead Self Roof 37 34.00 41.1 1.2 �271111'i1�R--L6IiE�)F: +Live -Live MinTot MaxTot 93.6 0.0 47.9 141.5 +Live -Live MinTot MaxTot 93.6 0.0 48.0 141.6 +Live -Live MinTot MaxTot 93.6 0.0 47.9 141.5 +Live -Live MinTot MaxTot 94.8 0.0 47.9 142.7 +Live -Live MinTot MaxTot 93.6 0.0 48.0 141.6 +Live -Live MinTot MaxTot 93.6 0.0 47.9 141.5 +Live -Live MinTot MaxTot 85.8 0.0 41.8 127.6 +Live -Live MinTot MaxTot 82.9 0.0 42.5 125.4 +Live -Live MinTot MaxTot 82.8 0.0 42.4 125.2 W Column Load Summary RAM Steel 16.01.00.20 Page 5/5 Peak Engineering, Inc. uYaiw.+gr DataBase: 2020-12-20 Axis 70 West 12/17/20 14:16:08 %Isenney Building Code: IBC Steel Code: AISC360-16 ASD Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 38 34.00 3.8 0.4 10.7 0.0 4.2 14.9 Column Line 592.00ft-4.38ft Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 39 34.00 7.0 0.4 18.7 0.0 7.4 26.1 Column Line 12.9-D.9 Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 40 34.00 3.3 0.4 9.5 0.0 3.8 13.3 Column Line 607.63ft-20.00ft Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 41 34.00 0.5 0.4 1.9 0.0 0.9 2.8 Column Line 12.9-D.4 Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 42 34.00 0.4 0.4 1.6 0.0 0.8 2.4 W Base Plate Design Summary RAM Steel 16.01.00.20 Peak Engineering, Inc. u.a..+a.. DataBase: 2020-12-20 Axis 70 West 12/17/20 14:16:40 %0e n eW Building Code: IBC Steel Code: AISC360-16 ASD BASE PLATES: Design Code: AISC360-16 ASD Plate Fy (ksi) 36.000 Minimum Dimension From Face of Column to Edge of Plate (in) 3.000 Minimum Dimension From Side of Column to Edge of Plate (in) 3.000 Increment of Plate Dimensions (in) 1.000 Increment of Plate Thickness (in) 0.125 Minimum Footing Dimension Parallel to Web (ft) 2.00 Minimum Footing Dimension Perpendicular to Web (ft) 2.00 Keep Base Plate Square: Y Column Line Column Size Fy N B tp (ksi) (in) (in) (in) 2-C HSS12X12X1/4 36 18.00 18.00 0.625 2-B HSS12X12X1/4 36 18.00 18.00 0.750 2.2-D.8 HSS8X8X3/16 36 14.00 14.00 0.375 2.7-D.8 HSS8X8X1/8 36 14.00 14.00 0.375 3-D HSS12X12X1/4 36 18.00 18.00 0.750 3-C HSS12X12X1/4 36 18.00 18.00 0.750 3-B HSS12X12X1/4 36 18.00 18.00 0.750 4-D HSS12X12X1/4 36 18.00 18.00 0.750 4-C HSS12X12X1/4 36 18.00 18.00 0.750 4-B HSS12X12X1/4 36 18.00 18.00 0.750 5-D HSS12X12X1/4 36 18.00 18.00 0.750 5-C HSS12X12X1/4 36 18.00 18.00 0.750 5-B HSS12X12X1/4 36 18.00 18.00 0.750 6-D HSS12X12X1/4 36 18.00 18.00 0.750 6-C HSS12X12X1/4 36 18.00 18.00 0.750 6-B HSS12X12X1/4 36 18.00 18.00 0.750 6.6-D.8 HSS8X8X1/8 36 14.00 14.00 0.375 7-D.8 HSS8X8X3/16 36 14.00 14.00 0.500 7-D HSS12X12X1/4 36 18.00 18.00 0.750 7-C HSS12X12X1/4 36 18.00 18.00 0.750 7-B HSS12X12X1/4 36 18.00 18.00 0.750 7.4-D.8 HSS8X8X1/8 36 14.00 14.00 0.375 8-D HSS12X12X1/4 36 18.00 18.00 0.750 8-C HSS12X12X1/4 36 18.00 18.00 0.750 8-B HSS12X12X1/4 36 18.00 18.00 0.750 9-D HSS12X12X1/4 36 18.00 18.00 0.750 9-C HSS12X12X1/4 36 18.00 18.00 0.750 9-B HSS12X12X1/4 36 18.00 18.00 0.750 10-D HSS12X12X1/4 36 18.00 18.00 0.750 10-C HSS12X12X1/4 36 18.00 18.00 0.750 10-B HSS12X12X1/4 36 18.00 18.00 0.750 11-D HSS12X12X1/4 36 18.00 18.00 0.750 11-C HSS12X12X1/4 36 18.00 18.00 0.750 11-B HSS12X12X1/4 36 18.00 18.00 0.750 12-D HSS12X12X1/4 36 18.00 18.00 0.750 12-C HSS12X12X1/4 36 18.00 18.00 0.750 12-B HSS12X12X1/4 36 18.00 18.00 0.625 12.1-D.9 HSS8X8X1/8 36 14.00 14.00 0.375 592.00R-4.38ft HSS8X8X1/8 36 14.00 14.00 0.375 12.9-D.9 HSS8X8X1/8 36 14.00 14.00 0.375 607.63ft-20.00R HSS8X8X1/8 36 14.00 14.00 0.125 12.9-D.4 HSS8X8X1/8 36 14.00 14.00 0.125 50 Axis 70 West Job No.: 20-185 CALCULATIONS FOR: LATERAL 51 Job No.: 20-185 Designed by: MFOX Project: Axis 70 West Feature: Lateral Detail: Seismic Seismic Loads - 1 story Tilt -up Building - 121 3 -Sided diaphragms Roof Area - Diaphragm 1 82,680 ft Roof Area - Diaphragm 2 59,520 ft Roof DL 15 psf Seismic Response, Cs 0.061 See Enercalc for diaphragm loads/design 52 North Wall South Wall East Wall West Wall Avg. panel thickness 8.0 in 8.0 in 8.0 in 8.3 in Avg. panel height 36.0 ft 37.5 ft 33.5 ft 39.0 ft Avg. diaphragm height 33.3 ft 33.3 ft 30.5 ft 35.0 ft Total Wall Length 240.0 ft 240.0 ft 612.0 ft 612.0 ft Wall weight 100 psf 100 psf 100 psf 103 psf Total Wall Weight 465 kips 501 kips 1117 kips 1357 kips Total Roof Area 142,200 ft Roof WT 2133 kips Seismic Base Shear 340 ki Diaphragm 1 Diaphragm 2 North South L1 = 364 ft L2 = 248 ft Diaphragm Forces West Diaphragm 1 Diaphragm 2 Diaphragm Length, L1 364 ft Diaphragm Length, L2 248 ft Load in N/S Direction 194 kips Load in N/S Direction 146 kips Distributed, N/S 807 plf Distributed, N/S 609 plf See Enercalc for diaphragm loads/design 52 Job No.: 20-185 Designed by: MAF Project: Axis 70 West Feature: EW Wind Detail: Wind Load to Diaohraam Location East corner WW Top of Parapet 40.00 It Diaphragm Height 35.50 It Wall Pressure 26.0 psf Parapet Pressure 51.2 psf Reaction at Diaphragm 707 Ib/ft Location Top of Parapet Diaphragm Height Wall Pressure Parapet Pressure Reaction at Diaphragm Location Top of Parapet Diaphragm Height Wall Pressure Parapet Pressure Reaction at Diaphragm Location Top of Parapet Diaphragm Height Wall Pressure Parapet Pressure Reaction at Diaphragm East corner WW 37.00 It 33.83 It 26.0 psf 51.2 psf 610 lb/ft Typical WW 39.00 It 35.50 It 19.1 psf 51.2 psf 527 Ib/ft Typical WW 38.00 It 35.50 It 19.1 psf 51.2 psf 472 Ib/ft Location Top of Parapet Diaphragm Height Wall Pressure Parapet Pressure Reaction at Diaphragm Location Top of Parapet Diaphragm Height Wall Pressure Parapet Pressure Reaction at Diaphragm Location Top of Parapet Diaphragm Height Wall Pressure Parapet Pressure Reaction at Diaphragm Location Top of Parapet Diaphragm Height Wall Pressure Parapet Pressure Reaction at Diaphragm West Corner LW 33.50 It 30.50 It 8.2 psf 34.2 psf 233 lb/ft 939 lb/ft West Corner LW 33.50 It 30.50 It 8.2 psf 34.2 psf 233 lb/ft 842 lb/ft Typical LW 33.50 It 30.50 It 3.6 psf 34.2 psf 163 lb/ft 690 lb/ft Typical LW 33.50 It 30.50 It 3.6 psf 34.2 psf 163 lb/ft 634 lb/ft 53 Project: Axis 70 West Wind Load to Diaphragm Location North corner WW Top of Parapet Diaphragm Height Wall Pressure Parapet Pressure Reaction at Diaphragm Location Top of Parapet Diaphragm Height Wall Pressure Parapet Pressure Reaction at Diaphragm Location Top of Parapet Diaphragm Height Wall Pressure Parapet Pressure Reaction at Diaphragm Location Top of Parapet Diaphragm Height Wall Pressure Parapet Pressure Reaction at Diaphragm Job No.: 20-185 Designed by: MAF Feature: NS Wind Detail: Location South Corner LW 33.50 ft Top of Parapet 30.75 ft Diaphragm Height 14.2 psf Wall Pressure 51.2 psf Parapet Pressure 365 Ib/ft Reaction at Diaphragm North corner WW 34.17 ft 30.75 ft 20.1 psf 34.2 psf 432lb/ft 798lb/ft Location South Corner LW 37.50 ft Top of Parapet 35.00 ft Diaphragm Height 14.2 psf Wall Pressure 51.2 psf Parapet Pressure 381 Ib/ft Reaction at Diaphragm North corner WW 35.50 ft 33.50 ft 14.2 psf 51.2 psf 343 lb/ft Typical WW 36.50 ft 33.00 ft 7.2 psf 51.2 psf 308 lb/ft Location Top of Parapet Diaphragm Height Wall Pressure Parapet Pressure Reaction at Diaphragm Location Top of Parapet Diaphragm Height Wall Pressure Parapet Pressure Reaction at Diaphragm 40.00 ft 35.00 ft 20.1 psf 34.2 psf 535lb/ft 916lb/ft South Corner LW 36.00 ft 33.50 ft 20.1 psf 34.2 psf 425lb/ft 769lb/ft Typical LW 36.50 ft 33.00 ft 15.5 psf 34.2 psf 382lb/ft 689lb/ft 54 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL LNGINLLRING�Rfmr�o By MAF Due; IZI WIWLV F'MF:_ (U O L 09 1 l I N 3 _ — �� `�� I iha�`A'Fgrr '� ��• JOTr11- ' �sfiyl.nn a—nl — � N Q c 2T u � L�nu#h� SN2p1 (v90 pl4 94oplf — wF.wlbcLvnit(Lwrn+)' 532 pll- w� ult II (vow) = 0q plr W a,ta smlL (rWAt+l - KDl plk k SEf� iGNiRCAtC �SUL1S FOi PIA?HFAGM 1 AlX Wlac.seiunv,(scutYL)' (.tUq PlT Two 3- 3idCd diaplar �' # E '1 55 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Beam DESCRIPTION: EW Wind - north diaphragm 1 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 52.0 ft Applied Loads Uniform Load : W = 0.8420 klft, Tributary Width= 1.0ft DESIGN SUMMARY Project Title: Engineer: Project ID: Project Descr: Printed: 21 DEC 2020, 12:01 AN File = K: Trojects12020120-185 Axis 70 WesKalculatioWEnercalcwis 70 West.ec6 Software copyright ENERCALC, INC. 1983-2019, BuildA2.19.11.12 Area= 10.0 in"2 Momentoflnertia = 100.0 in"4 W(0-842) X Span = 52-0 ft Service loads entered. Load Factors will be applied for calculations Maximum Bending = 284.596 k -ft Maximum Shear= 21.892 k Load Combination +1.20D+0.50Lr+L+W+1.60H Load Combination +1.20D+0.50Lr+L+W+1.60H Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 26.000ft Location of maximum on span 0.000 ft Maximum Deflection +D+0.750L+0.750S+H Max Downward Transient Deflection 48.147 in 12 13.135 Max Upward Transient Deflection 0.764 in 816 +D+0.750L+0.750S+0.450W+H Max Downward Total Deflection 28.888 in 21 13.135 Max Upward Total Deflection 0.344 in 1814 Vertical Reactions Load Combination Support 1 Support 2 Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 13.135 13.135 +D+0.750Lr+0.750L+0.450W+H 9.851 9.851 +D+0.750L+0.750S+0.450W+H 9.851 9.851 +0.60D+0.60W+0.60H 13.135 13.135 +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only 21.892 21.892 E Only H Only Support notation : Far left is #1 Values in KIPS 56 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Beam DESCRIPTION: E -W Wind - north diaphragm 2 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 312.0 ft Project Title: Engineer: Project ID: Project Descr: Printed: 20 DEC 2020, 5:28PN File = K: Trojects12020120-185 Axis 70 WesKalculatioWEnercalcwis 70 West.ec6 Software copyright ENERCALC, INC. 1983-2019, BuildA2.19.11.12 Area= 10.0 in"2 Momentoflnertia = 100.0 in"4 Span = 312-0 ft Applied Loads Load for Span Number 1 Uniform Load : W = 0.1520 klft, Extent = 0.0 -->> 27.0 ft, Tributary Width =1.0 ft Uniform Load : W = 0.690 klft, Tributary Width =1.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations Maximum Bending = 33639.084 k -ft Maximum Shear= 219.384 k Load Combination +1.20D+0.50Lr+L+W+1.60H Load Combination +1.20D+0.50Lr+L+W+1.60H Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft Location of maximum on span 0.000 ft Maximum Deflection +D+0.750L+0.750S+H +D+0.60W+H Max Downward Transient Deflection ####.### in 0 +D+0.750L+0.750S+0.450W+H Max Upward Transient Deflection 0.000 in 0 +D+0.70E+0.60H Max Downward Total Deflection ####.### in 0 +0.60D+0.70E+H Max Upward Total Deflection 0.000 in 0 Lr Only Vertical Reactions Load Combination Support 1 Support 2 Overall MAXimum 219.384 Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 131.630 +D+0.750Lr+0.750L+0.450W+H 98.723 +D+0.750L+0.750S+0.450W+H 98.723 +0.60D+0.60W+0.60H 131.630 +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only 219.384 E Only H Only Support notation : Far left is #1 Values in KIPS 57 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Beam DESCRIPTION: E -W Wind - south diaphragm 3 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 248.0 ft Project Title: Engineer: Project ID: Project Descr: Printed: 22 DEC 2020, 1:43PN File = K: Trojects12020120-185 Axis 70 WesKalculatioWEnercalcwis 70 West.ec6 Software copyright ENERCALC, INC. 1983-2019, BuildA2.19.11.12 Area= 10.0 in"2 Momentoflnertia = 100.0 in"4 W(o-69) W(0-25) Span = 248-0 ft Applied Loads Load for Span Number 1 Uniform Load : W = 0.250 klft, Extent = 0.0 -->> 52.0 ft, Tributary Width =1.0 ft Uniform Load : W = 0.690 klft, Tributary Width =1.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations Maximum Bending = 21556.880 k -ft Maximum Shear= 184.120 k Load Combination +1.20D+0.50Lr+L+W+1.60H Load Combination +1.20D+0.50Lr+L+W+1.60H Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft Location of maximum on span 0.000 ft Maximum Deflection +D+0.750L+0.750S+H +D+0.60W+H Max Downward Transient Deflection ####.### in 0 +D+0.750L+0.750S+0.450W+H Max Upward Transient Deflection 0.000 in 0 +D+0.70E+0.60H Max Downward Total Deflection ####.### in 0 +0.60D+0.70E+H Max Upward Total Deflection 0.000 in 0 Lr Only Vertical Reactions Load Combination Support 1 Support 2 Overall MAXimum 184.120 Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 110.472 +D+0.750Lr+0.750L+0.450W+H 82.854 +D+0.750L+0.750S+0.450W+H 82.854 +0.60D+0.60W+0.60H 110.472 +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only 184.120 E Only H Only Support notation : Far left is #1 Values in KIPS Keel Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Beam DESCRIPTION: N -S Wind General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 240.0 ft Project Title: Engineer: Project ID: Project Descr: Printed: 21 DEC 2020, 9:52PN File = K: Trojects12020120-185 Axis 70 WesKalculatioWEnercalcwis 70 West.ec6 Software copyright ENERCALC, INC. 1983-2019, BuildA2.19.11.12 Area= 10.0 in"2 Momentoflnertia = 100.0 in"4 W(0-08) a a a a b W(011) W(0-226) W(0-69) Span = 240-0 ft Applied Loads Uniform Load : W = 0.690 klft, Tributary Width= 1.0ft Uniform Load : W = 0.2260 klft, Extent = 0.0 -->> 45.0 ft, Tributary Width =1.0 ft Uniform Load : W = 0.110 klft, Extent = 213.0 -->> 240.0 ft, Tributary Width =1.0 ft Service loads entered. Load Factors will be applied for calculations Uniform Load : W = 0.080 klft, Extent = 76.50 -->> 103.50 ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending = 5,201.504 k -ft Maximum Shear= 93.534 k Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 117.600ft Location of maximum on span 0.000 ft Maximum Deflection +D+S+H Max Downward Transient Deflection ####.### in 0 Max Upward Transient Deflection 301.151 in 9 Max Downward Total Deflection ####.### in 0 +D+0.70E+H Max Upward Total Deflection 135.518 in 21 42.090 Vertical Reactions Load Combination Support 1 Support 2 Overall MAXimum 93.534 87.366 Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 56.120 52.420 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 42.090 39.315 +D+0.750L+0.750S+0.450W+H 42.090 39.315 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 56.120 52.420 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only 93.534 87.366 E Only H Only Support notation : Far left is #1 Values in KIPS 59 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Beam DESCRIPTION: EW Seismic - 52' diaphragm 1(north) General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 52.0 ft Applied Loads Uniform Load : E = 0.5323 klft, Tributary Width= 1.0ft DESIGN SUMMARY Project Title: Engineer: Project ID: Project Descr: Printed: 20 DEC 2020, 11:59PN File = K: Trojects12020120-185 Axis 70 WesKalculatioWEnercalcwis 70 West.ec6 Software copyright ENERCALC, INC. 1983-2019, BuildA2.19.11.12 Area= 10.0 in"2 Momentoflnertia = 100.0 in"4 E(0-5323) X Span = 52-0 ft Service loads entered. Load Factors will be applied for calculations Maximum Bending = 179.917 k -ft Maximum Shear= 13.840 k Load Combination +1.20D+L+0.20S+E+1.60H Load Combination +1.20D+L+0.20S+E+1.60H Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 26.000ft Location of maximum on span 0.000 ft Maximum Deflection +D+S+H Max Downward Transient Deflection 30.438 in 20 Max Upward Transient Deflection 0.483 in 1291 Max Downward Total Deflection 21.307 in 29 +D+0.750Lr+0.750L+0.450W+H Max Upward Total Deflection 0.254 in 2460 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.840 13.840 Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H 9.688 9.688 +D+0.750L+0.750S+0.5250E+H 7.266 7.266 +0.60D+0.70E+H 9.688 9.688 D Only Lr Only L Only S Only W Only E Only 13.840 13.840 H Only •l Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Beam DESCRIPTION: EW Seismic- north diaphragm 2 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 312.0 ft Applied Loads Uniform Load : E = 0.5323 klft, Tributary Width= 1.0ft DESIGN SUMMARY Project Title: Engineer: Project ID: Project Descr: Printed: 20 DEC 2020, 5:21 PN File = K: Trojects12020120-185 Axis 70 WesKalculatioWEnercalcwis 70 West.ec6 Software copyright ENERCALC, INC. 1983-2019, BuildA2.19.11.12 Area= 10.0 in"2 Momentoflnertia = 100.0 in"4 Span = 312-0 ft Service loads entered. Load Factors will be applied for calculations Maximum Bending = 25908.106 k -ft Maximum Shear= Load Combination +1.20D+L+0.20S+E+1.60H Load Combination Span # where maximum occurs Span # 1 Span # where maximum occurs Location of maximum on span 0.000ft Location of maximum on span Maximum Deflection Max Downward Transient Deflection ####.### in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection ####.### in 0 Max Upward Total Deflection 0.000 in 0 Vertical Reactions Load Combination Support 1 Support 2 Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H 116.254 +D+0.750L+0.750S+0.5250E+H 87.191 +0.60D+0.70E+H 116.254 D Only Lr Only L Only S Only W Only E Only 166.078 H Only 166.078 k +1.20 D+L+0.20S+E+1.60 H Span # 1 0.000 ft Support notation : Far left is #1 Values in KIPS 61 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Beam DESCRIPTION: EW Seismic- south diaphragm General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 248.0 ft Applied Loads Uniform Load : E = 0.590 klft, Tributary Width =1.0 ft DESIGN SUMMARY Project Title: Engineer: Project ID: Project Descr: Printed: 20 DEC 2020, 4:02PN File = K: Trojects12020120-185 Axis 70 WesKalculatioWEnercalcwis 70 West.ec6 Software copyright ENERCALC, INC. 1983-2019, BuildA2.19.11.12 Area= 10.0 in"2 Momentoflnertia = 100.0 in"4 Span = 248-0 ft Service loads entered. Load Factors will be applied for calculations Maximum Bending = 18143.680 k -ft Maximum Shear= Load Combination +1.20D+L+0.20S+E+1.60H Load Combination Span # where maximum occurs Span # 1 Span # where maximum occurs Location of maximum on span 0.000ft Location of maximum on span Maximum Deflection Max Downward Transient Deflection ####.### in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection ####.### in 0 Max Upward Total Deflection 0.000 in 0 Vertical Reactions Load Combination Support 1 Support 2 Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H 102.424 +D+0.750L+0.750S+0.5250E+H 76.818 +0.60D+0.70E+H 102.424 D Only Lr Only L Only S Only W Only E Only 146.320 H Only 146.320 k +1.20 D+L+0.20S+E+1.60 H Span # 1 0.000 ft Support notation : Far left is #1 Values in KIPS 62 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Beam DESCRIPTION: N -S Seismic - north diaphragm 112 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 240.0 ft Applied Loads Uniform Load : E = 0.8070 klft, Tributary Width= 1.0ft DESIGN SUMMARY Project Title: Engineer: Project ID: Project Descr: Printed: 22 DEC 2020, 10:55AN File = K: Trojects12020120-185 Axis 70 WesKalculatioWEnercalcwis 70 West.ec6 Software copyright ENERCALC, INC. 1983-2019, BuildA2.19.11.12 Area= 10.0 in"2 Momentoflnertia = 100.0 in"4 E(0-807) X Span = 240-0 ft Service loads entered. Load Factors will be applied for calculations Maximum Bending = 5,810.400 k -ft Maximum Shear= 96.840 k Load Combination +1.20D+L+0.20S+E+1.60H Load Combination +1.20D+L+0.20S+E+1.60H Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 120.000ft Location of maximum on span 0.000 ft Maximum Deflection +D+S+H Max Downward Transient Deflection ####.### in 0 Max Upward Transient Deflection 332.371 in 8 Max Downward Total Deflection ####.### in 0 +D+0.750Lr+0.750L+0.450W+H Max Upward Total Deflection 174.495 in 16 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 96.840 96.840 Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H 67.788 67.788 +D+0.750L+0.750S+0.5250E+H 50.841 50.841 +0.60D+0.70E+H 67.788 67.788 D Only Lr Only L Only S Only W Only E Only 96.840 96.840 H Only 63 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Beam DESCRIPTION: N -S Seismic- south diaphragm 3 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 240.0 ft Applied Loads Uniform Load : E = 0.610 klft, Tributary Width =1.0 ft DESIGN SUMMARY Project Title: Engineer: Project ID: Project Descr: Printed: 22 DEC 2020, 10:43AN File = K: Trojects12020120-185 Axis 70 WesKalculatioWEnercalcwis 70 West.ec6 Software copyright ENERCALC, INC. 1983-2019, BuildA2.19.11.12 Area= 10.0 in"2 Momentoflnertia = 100.0 in"4 E(0-61) X Span = 240-0 ft Service loads entered. Load Factors will be applied for calculations Maximum Bending = 4,392.000 k -ft Maximum Shear= 73.20 k Load Combination +1.20D+L+0.20S+E+1.60H Load Combination +1.20D+L+0.20S+E+1.60H Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 120.000ft Location of maximum on span 0.000 ft Maximum Deflection +D+S+H Max Downward Transient Deflection ####.### in 0 Max Upward Transient Deflection 251.235 in 11 Max Downward Total Deflection ####.### in 0 +D+0.750Lr+0.750L+0.450W+H Max Upward Total Deflection 131.898 in 21 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 73.200 73.200 Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H 51.240 51.240 +D+0.750L+0.750S+0.5250E+H 38.430 38.430 +0.60D+0.70E+H 51.240 51.240 D Only Lr Only L Only S Only W Only E Only 73.200 73.200 H Only Me PEAK ENGINEERING, INC. 303-274-0707, FAX: 303-274-0808 Project: Axis 70 West Date: 12/22/2020 Job No.: 20-185 Designed by: MAF Page: Feature: EW roof 1 Detail: EastlWest - north Diaphragm Shear and Chord Design Diaphragm Span Diaphragm Shear Depth Diaphragm Moment Depth Deck Shear Factor- Wind Deck Shear Factor- Earthquake For service loads 0 Nit 52 It Divide Earthquake Loads by 1.4 150 It Divide Wind Loads by 1.67 150 It Chord Fy 36 ksi Weld Strength 70 ksi 1.00 (for use with 2008 Vulcraft Tables) 0.78 (for use with 2008 Vulcraft Tables) Method 1 - Uniform Wind Load and Concentrated Earthquake Load Uniform Wind Load 0 Nit 1.67 = 170 ft -k Direct Wind Left End Reaction Point Earthquake Load 0 k 13.1 k at 60 ft from left end 22 k Wind Moment ft -k Direct Earthquake Moment 180 ft -k 1.40 = Wind Left End Reaction 0.0 k 14 k 1.67 = 0.0 k Wind Right End Reaction 0.0 k 1.10 = 1.67 = 0.0 k Earthquake Moment ft -k 1.40 = ft -k Earthquake Left End Reaction 0.0 k Design Left End Reaction 13.1 k 1.10 = 0.0 k Earthquake Right End Reaction 0.0 k 1.10 = 0.0 k Method 2 - Point Load Point Wind Load 0 k at midspan Point Earthquake Load 0 k at 0 It from left end Wind Moment ft -k Wind Left End Reaction 0.0 k 1.67 = 0.0 k Wind Right End Reaction 0.0 k 1.67 = 0.0 k Earthquake Moment ft -k 1.40 = ft -k Earthquake Left End Reaction 0.0 k 1.10 = 0.0 k Earthquake Right End Reaction 0.0 k 1.10 = 0.0 k Method 3 - Direct Entry of Moment and Reactions Direct Wind Moment 285 ft -k 1.67 = 170 ft -k Direct Wind Left End Reaction 22 k 1.67 = 13.1 k Direct Wind Right End Reaction 22 k 1.67 = 13.1 k Direct Earthquake Moment 180 ft -k 1.40 = 129 ft -k Direct Earthquake Left End Reaction 14 k 1.10 = 12.6 k Direct Earthquake Right End Reaction 14 k 1.10 = 12.6 k Select Load Entry Method 0 Design Moment 170 ft -k Design Tension 1.0 k Design Left End Reaction 13.1 k Design Left End Shear 87 Ib/ft Design Right End Reaction 13.1 k Design Rlght End Shear 87 Ib/ft Steel Chord Design Area of Steel Required 0.0 in^2 Horizontal splice bar width 1.50 in Vertical splice bar width 1.50 in Required splice bar thickness 0.01 in Chord Design for Concrete Floor Splice weld size 0.25 Horizontal splice bar weld length required 0.1 in Vertical splice bar weld length required 0.1 in Mu 273ft-k (1) #3 = 0.11 in^2 Area of Steel Required 0.04 in^2 (1) #4 = 0.20 in^2 (1) #5 = 0.31 in^2 K:\Projects\2020\20-185 Axis 70 West\Calculations\Spreadt{@L�bts\Diaphragm and chords - 3 -sided finaRRoist?EI-VW6-59-06 PEAK ENGINEERING, INC. 303-2740707, FAX: 303-274-0808 Job No.: 20-185 Project: Axis 70 West Feature: EW roof Diaphragm Shear and Chord Design Diaphragm Span Diaphragm Shear Depth Diaphragm Moment Depth Deck Shear Factor - Wind Deck Shear Factor - Earthquake Date: 12/22/2020 Designed by: MAF Page: Detail: East/West - north diaphragm 2 For service loads 0lb/ft 312 ft Divide Earthquake Loads by 1.4 240 ft Divide Wind Loads by 1.67 240 ft Chord Fy 36 ksi Weld Strength 70 ksi 1.00 (for use with 2008 Vulcraft Tables) 0.78 (for use with 2008 Vulcraft Tables) Method 1 - Uniform Wind Load and Concentrated Earthquake Load Uniform Wind Load 0lb/ft / 1.67 = 20,144ft-k Direct Wind Left End Reaction Point Earthquake Load 0 k at 60 ft from left end 219 k Wind Moment ft -k Direct Earthquake Moment 25,910 ft -k / 1.40 = Wind Left End Reaction 0.0 k / 1.67 = 0.0 k Wind Right End Reaction 0.0 k / 1.67 = 0.0 k Earthquake Moment ft -k / 1.40 = ft -k Earthquake Left End Reaction 0.0 k / 1.10 = 0.0 k Earthquake Right End Reaction 0.0 k / 1.10 = 0.0 k Method 2 - Point Load Point Wind Load 0 k at midspan Point Earthquake Load 0 k at 0 ft from left end Wind Moment ft -k Wind Left End Reaction 0.0 k / 1.67 = 0.0 k Wind Right End Reaction 0.0 k / 1.67 = 0.0 k Earthquake Moment ft -k / 1.40 = ft -k Earthquake Left End Reaction 0.0 k / 1.10 = 0.0 k Earthquake Right End Reaction 0.0 k / 1.10 = 0.0 k Method 3 - Direct Entt y of Moment and Reactions Direct Wind Moment 33,640ft-k / 1.67 = 20,144ft-k Direct Wind Left End Reaction 219 k / 1.67 = 131.4 k Direct Wind Right End Reaction 219 k / 1.67 = 131.4 k Direct Earthquake Moment 25,910 ft -k / 1.40 = 18,507 ft -k Direct Earthquake Left End Reaction 166 k / 1.10 = 151.5 k Direct Earthquake Right End Reaction 166 k / 1.10 = 151.5 k Select Load Entry Method 0 Design Moment 20,144 ft -k Design Tension 71.3 k Design Left End Reaction 151.5 k Design Left End Shear 631 Ib/ft Design Right End Reaction 151.5 k Design Rlght End Shear 631 Ib/ft Steel Chord Design Area of Steel Required 3.3 inA2 Horizontal splice bar width 2.50 in Vertical splice bar width 3.50 in Required splice bar thickness 0.55 in Chord Design for Concrete Floor Mu 32,230 ft -k Area of Steel Required 2.80 inA2 Splice weld size 0.3125 Horizontal splice bar weld length required 6.4 in Vertical splice bar weld length required 9.0 in (26) #3 = 2.87 inA2 (15) #4 = 2.95 inA2 (10) #5 = 3.07 inA2 K:\Projects\2020\20-185 Axis 70 West\Calculations\SpreadsheGMDiaphragm and chords - 3 -sided final Roof ReVv§g: 1669-06 PEAK ENGINEERING, INC. 303-2740707, FAX: 303-274-0808 Job No.: 20-185 Project: Axis 70 West Feature: EW roof Diaphragm Shear and Chord Design Diaphragm Span Diaphragm Shear Depth Diaphragm Moment Depth Deck Shear Factor - Wind Deck Shear Factor - Earthquake Date: 12/22/2020 Designed by: MAF Page: Detail: East/West- south diaphragm 3 For service loads 0lb/ft 248 ft Divide Earthquake Loads by 1.4 235 ft Divide Wind Loads by 1.67 235 ft Chord Fy 36 ksi Weld Strength 70 ksi 1.00 (for use with 2008 Vulcraft Tables) 0.78 (for use with 2008 Vulcraft Tables) Method 1 - Uniform Wind Load and Concentrated Earthquake Load Uniform Wind Load 0lb/ft / 1.67 = 12,908ft-k Direct Wind Left End Reaction Point Earthquake Load 0 k at 60 ft from left end 184 k Wind Moment ft -k Direct Earthquake Moment 18,144ft-k / 1.40 = Wind Left End Reaction 0.0 k / 1.67 = 0.0 k Wind Right End Reaction 0.0 k / 1.67 = 0.0 k Earthquake Moment ft -k / 1.40 = ft -k Earthquake Left End Reaction 0.0 k / 1.10 = 0.0 k Earthquake Right End Reaction 0.0 k / 1.10 = 0.0 k Method 2 - Point Load Point Wind Load 0 k at midspan Point Earthquake Load 0 k at 0 ft from left end Wind Moment ft -k Wind Left End Reaction 0.0 k / 1.67 = 0.0 k Wind Right End Reaction 0.0 k / 1.67 = 0.0 k Earthquake Moment ft -k / 1.40 = ft -k Earthquake Left End Reaction 0.0 k / 1.10 = 0.0 k Earthquake Right End Reaction 0.0 k / 1.10 = 0.0 k Method 3 - Direct Entt y of Moment and Reactions Direct Wind Moment 21,557ft-k / 1.67 = 12,908ft-k Direct Wind Left End Reaction 184 k / 1.67 = 110.3 k Direct Wind Right End Reaction 184 k / 1.67 = 110.3 k Direct Earthquake Moment 18,144ft-k / 1.40 = 12,960ft-k Direct Earthquake Left End Reaction 146 k / 1.10 = 133.4 k Direct Earthquake Right End Reaction 146 k / 1.10 = 133.4 k Select Load Entry Method 0 Design Moment 12,960 ft -k Design Tension 46.9 k Design Left End Reaction 133.4 k Design Left End Shear 568 Ib/ft Design Right End Reaction 133.4 k Design Rlght End Shear 5681b/ft Steel Chord Design Area of Steel Required 2.2 inA2 Horizontal splice bar width 2.00 in Vertical splice bar width 2.00 in Required splice bar thickness 0.54 in Chord Design for Concrete Floor Mu 20,736 ft -k Area of Steel Required 1.84 inA2 Splice weld size 0.3125 Horizontal splice bar weld length required 5.1 in Vertical splice bar weld length required 5.1 in (17) #3 = 1.88 inA2 (10) #4 = 1.96 inA2 (6) #5 = 1.84 inA2 K:\Projects\2020\20-185 Axis 70 West\Calculations\SpreadsheGMDiaphragm and chords - 3 -sided final Roof ReWW: 16-19-06 PEAK ENGINEERING, INC. 303-274-0707, FAX: 303-274-0808 Job No.: 20-185 Designed by: MAF Project: North Pecos Bldg 7 Feature: North Roof Detail: N -S Diaphragm Shear and Chord Design Diaphragm Span Diaphragm Shear Depth Diaphragm Moment Depth Deck Shear Factor- Wind Deck Shear Factor- Earthquake For service loads 240 ft Divide Earthquake Loads by 310 ft Divide Wind Loads by 300 ft Chord Fy Weld Strength 1.00 (for use with 2008 Vulcraft Tables) 0.78 (for use with 2008 Vulcraft Tables) Method 1 - Uniform Wind Load and Concentrated Earthquake Load Date: 12/22/2020 Page: 1.4 1.67 36 ksi 70 ksi Uniform Wind Load 0 Ib/ft 1.67 = 3,115 ft -k Direct Wind Left End Reaction Point Earthquake Load 0 k 56.0 k at 60 ft from left end 94 k Wind Moment ft -k Direct Earthquake Moment 5,810 ft -k 1.40 = Wind Left End Reaction 0.0 k 97 k 1.67 = 0.0 k Wind Right End Reaction 0.0 k 1.10 = 1.67 = 0.0 k Earthquake Moment ft -k 1.40 = ft -k Earthquake Left End Reaction 0.0 k Design Left End Reaction 88.3 k 1.10 = 0.0 k Earthquake Right End Reaction 0.0 k 1.10 = 0.0 k Method 2 - Point Load Point Wind Load 0 k at midspan Point Earthquake Load 0 k at 0 ft from left end Wind Moment ft -k Wind Left End Reaction 0.0 k 1.67 = 0.0 k Wind Right End Reaction 0.0 k 1.67 = 0.0 k Earthquake Moment ft -k 1.40 = ft -k Earthquake Left End Reaction 0.0 k 1.10 = 0.0 k Earthquake Right End Reaction 0.0 k 1.10 = 0.0 k Method 3 - Direct Entry of Moment and Reactions Direct Wind Moment 5,202 ft -k 1.67 = 3,115 ft -k Direct Wind Left End Reaction 94 k 1.67 = 56.0 k Direct Wind Right End Reaction 94 k 1.67 = 56.0 k Direct Earthquake Moment 5,810 ft -k 1.40 = 4,150 ft -k Direct Earthquake Left End Reaction 97 k 1.10 = 88.3 k Direct Earthquake Right End Reaction 97 k 1.10 = 88.3 k Select Load EntryMethod 0 Design Moment 4,150 ft -k Design Tension 13.8 k Design Left End Reaction 88.3 k Design Left End Shear 285 Ib/ft Design Right End Reaction 88.3 k Design Rlght End Shear 285 Ib/ft Steel Chord Design Area of Steel Required 0.6 in^2 Horizontal splice bar width 2.00 in Vertical splice bar width 2.00 in Required splice bar thickness 0.16 in Chord Design for Concrete Floor Splice weld size 0.25 Horizontal splice bar weld length required 1.9 in Vertical splice bar weld length required 1.9 in Mu 6,640 ft -k (5) #3 = 0.55 in^2 Area of Steel Required 0.46 in^2 (3) #4 = 0.59 in^2 (2) #5 = 0.61 in^2 K:\Projects\2020\20-185 Axis 70 West\Calculations\Spread/S@L�bts\Diaphragm and chords - 3 -sided flnaRRoisbN. SW -06 PEAK ENGINEERING, INC. 303-274-0707, FAX: 303-274-0808 Job No.: 20-185 Designed by: MAF Project: Axis 70 West Feature: South roof Detail: N -S Diaphragm Shear and Chord Design Diaphragm Span Diaphragm Shear Depth Diaphragm Moment Depth Deck Shear Factor- Wind Deck Shear Factor- Earthquake For service loads 240 It Divide Earthquake Loads by 246 It Divide Wind Loads by 236 It Chord Fy Weld Strength 1.00 (for use with 2008 Vulcraft Tables) 0.78 (for use with 2008 Vulcraft Tables) Method 1 - Uniform Wind Load and Concentrated Earthquake Load Date: 12/22/2020 Page: 1.4 1.67 36 ksi 70 ksi Uniform Wind Load 0 Nit 1.67 = 3,115 ft -k Direct Wind Left End Reaction Point Earthquake Load 0 k 56.0 k at 601t from left end 94 k Wind Moment ft -k Direct Earthquake Moment 4,392 ft -k 1.40 = Wind Left End Reaction 0.0 k 73 k 1.67 = 0.0 k Wind Right End Reaction 0.0 k 1.10 = 1.67 = 0.0 k Earthquake Moment ft -k 1.40 = ft -k Earthquake Left End Reaction 0.0 k Design Left End Reaction 66.7 k 1.10 = 0.0 k Earthquake Right End Reaction 0.0 k 1.10 = 0.0 k Method 2 - Point Load Point Wind Load 0 k at midspan Point Earthquake Load 0 k at 0 It from left end Wind Moment ft -k Wind Left End Reaction 0.0 k 1.67 = 0.0 k Wind Right End Reaction 0.0 k 1.67 = 0.0 k Earthquake Moment ft -k 1.40 = ft -k Earthquake Left End Reaction 0.0 k 1.10 = 0.0 k Earthquake Right End Reaction 0.0 k 1.10 = 0.0 k Method 3 - Direct Entry of Moment and Reactions Direct Wind Moment 5,202 ft -k 1.67 = 3,115 ft -k Direct Wind Left End Reaction 94 k 1.67 = 56.0 k Direct Wind Right End Reaction 94 k 1.67 = 56.0 k Direct Earthquake Moment 4,392 ft -k 1.40 = 3,137 ft -k Direct Earthquake Left End Reaction 73 k 1.10 = 66.7 k Direct Earthquake Right End Reaction 73 k 1.10 = 66.7 k Select Load EntryMethod 0 Design Moment 3,137 ft -k Design Tension 13.3 k Design Left End Reaction 66.7 k Design Left End Shear 271 Ib/ft Design Right End Reaction 66.7 k Design Rlght End Shear 271 Ib/ft Steel Chord Design Area of Steel Required 0.6 in^2 Horizontal splice bar width 2.00 in Vertical splice bar width 2.00 in Required splice bar thickness 0.15 in Chord Design for Concrete Floor Splice weld size 0.25 Horizontal splice bar weld length required 1.8 in Vertical splice bar weld length required 1.8 in Mu 5,019 ft -k (5) #3 = 0.55 in^2 Area of Steel Required 0.44 in^2 (3) #4 = 0.59 in^2 (2) #5 = 0.61 in^2 K:\Projects\2020\20-185 Axis 70 West\Calculations\Spreadt{@L�bts\Diaphragm and chords - 3 -sided finaR lRuisbdl:-SI69-06 PEAK ENGINEERING INC. CONSULTING STRUCTURAL ENCINEERING !1( n�� 'q �/1�16.f1� dca No.. L n Descrveo Br:__ tt! Dar_: 4 L V b Pace _,6qLS_16 West ___ ......._ BEAT. lniered Duds mild D=raw _ PEAK E_NCINEERING, INC. CONSU L TI NG PflOJELT. {1 h�11 STRUCT URAL ENCINEfRTIG 10 VA{Joo NOL.. w'LUl�wI(J� .LD_aAOJe6W—^NeYoBYI/MI I3v As' - .... -ro ='.. PEAK ENGINEERING) MC. CONSUi TtAC STRUCTORAI ENGNEERING J.a No: LU .I WM �l ��l j, �.�q /f +I�/' Dcs'.crven er Dnre PROJECT A�Yis Lp Well fE,,, LLYYI-VSAT �[jµ�� DEiNI PEAK ENGINEERING INC nI^ O n CONTO SUUETNE STRUCRAI ENGINEERWG Joe Nol LD-19S D.,' .„B,� i v: f�'L/'�Y DALE ,sear A-XIS 7o Wt4 _ Pe”. L/P 1 LOfA& - vv_ -,: 'Vu' °7kr�tp'= 313_ai��l_ Z�x2x'�s�x�'r�-h'.e anr�Pes.o�. PEAK ENGINEERING INC. CONSU LYING STRUCTURAL ENGINEER WG J. 1, 20-Ike D l,.E.B, DaiE Paodcc�. S 70 YY��'' Ee,,,U _: LA+era) Deiau. DIAPHRAGM SHEARS N-5 Wind Direct 2-3 3-4 4-5 5-6 6-7 7-8 8-9 9-10 10-11 11-12 12-13 2-3 33 45 5-6 6-7 7-8 8-9 410 10-11 11-12 12-13 A -B 304 304 304 304 304 304 W2 382 382 382 382 9-C 136 136 136 136 136 136 171 _ 171 171 171 171 6D 136 136 136 136 136 136 171 171 171 171 171 D -E 304 304 304 304 304 304 382 M21 382 382 382 E -W Wind Direct 2-3 3-4 4-5 5-6 6-7 7-8 8A 9-10 10-11 11-12 12-13 All 2-3 3-4 4-5 5-6 6-7 7-8 a-9 9-10 10-11 11-12 12-13 A -B915 20 746 600 448 300 150 150 302 450 611 784 &C 915 746 600 448 300 150 750 302 450 611 784 C D 915 746 600 448 300 150 150 302 450 611 784 D -E 915 746 600 448 300 150 150 302 450 611 784 75 2-3 3-4 4-5 5-6 6-7 7-8 8-9 9-10 10-11 11-12 12-13 A -B 904 625 400 225 100 26 33 128 286 504 740 B -C 678 469 300 169 75 20 25 96 215 378 555 C -D 678 469 300 169 75 20 25 96 215 378 555 D -E 904 625 400 225 100 26 33 128 286 504 740 E -W Wind Intemel 2-3 3-4 4-5 5-6 6-7 7-8 8A 9-10 10-11 11-12 12-13 All 40 40 40 40 40 40 40 40 40 40 40 B -C 20 20 20 20 20 20 20 20 20 20 20 C -D 20 20 20 20 20 20 20 20 20 20 20 D -E 40 40 40 40 40 40 40 40 40 40 40 E Wind T+I 2-3 3-4 4-5 5-6 6-7 7-8 B-9 9-10 10-11 11-12 12-13 A -B944 665 440 265 140 66 73 168 326 544 780 &C 698 489 320 189 95 40 45 116 235 398 575 C -D 698 489 320 189 95 40 45 116 235 398 575 D -E 944 665 440 265 140 66 73 168 326 544 780 Wind mexv 2-3 3-4 4-5 5-6 6-7 7-8 8-9 9-10 10-11 11-12 12-13 A -B944 746 600 448 382 382 150 302 450 611 784 B -C 915 746 600 448 300 171 150 302 450 671 784 C D 915 746 600 448 448 171 150 302 450 611 784 D -E 944 746 600 448 448 382 150 302 450 611 784 6531 4481 3601 2691 2691 2291 901 1811 2701 3671 4701ASD Wind North Diaphragm -Wind governs 1.5B 22 ga. deck Grids 2-4/12-13: 36/7 pattern with (7) #10 screws (v,allow = 672 plf) 75 N-5 Seismic Direct E Seismic Direct 2-3 3-0 4-5 5-6 6-7 7 8 8-9 9-10 10-11 11-12 12-13 A -B 313 313 313 313 313 313 300 300 300 300 300 9-C 157 157 157 157 157 157 150 150 150 150 150 GB 157 157 _157 157 157 157 150 1 150 150 150 150 L_D-E 313 313 3131 313 313 313 623 300 300 300 300 E Seismic Direct E Seismic Torsional 2-3 3-0 45 58 B-7 7-8 8-9 9-10 10-11 11-12 12-13 A 692 580 463 346 230 116 130 260 384 511 623 B -C 692 580 463 346 230 116 130 260 384 511 623 C D 692 580 463 346 230 116 130 260 384 511 623 B-E 692 580 463 346 230 116 130 260 384 511 623 E Seismic Torsional Seismic maxv 2-3 3-4 45 581 0 I 10-11 1 11-12 12-13 An 692 486 307174 3-0 on 20 30 111 244 434 623 B -C 519 365 230 131 60 15 23 83 183 326 467 C -D 519 365 230 1311 MI 15 231 83 183 326 467 D -E 692 486 307 174 80 20 30 111 2444M 260 623 Seismic maxv 2-3 3-0 45 56 6-7 7-8 8-9 410 10-11 11-12 12-13 A -B692 580 463M6 313 313 300 300 384 511 623 9-C 692 580 463 346 230 157 150 260 384 511 623 CD 692 580 463 346 230 157 150 260 384 511 623 B-E 692 580 463 346 313 313 300 "1 511 623 6161 5161 4121 3081 2791 2791 2671 2671 3421 4551 5541ASD Seismic Seismic Governs 1.5B 20 ca. deck Grids 1-4/11-13: 3617 pattern with (7) #10 screws (v,allow = 652 plf) 1.5B 22 ca. deck Grids 4-6/10-11: 3617 pattern with (5) #10 screws (v,allow = 422 plf) 1.5B 22 ca. deck Grids 6-10: 36/4 pattern with (5) #10 screws (v,allow = 326 plf) 76 20 ga 1.5BJ6 Grade 50 Roof Deck D iaphagm Shear& Wind U plRl Interaction For Both Ends Buffed Deck wlfh MWERS AEwahle Not Wlod Uphft (ASD) of 23 p et 5/9 VLelMeg, Arc Spot Weld Co¢oectWos to Supports 36/ 7 PeipeudlcNar Co m.RW¢ Pffiem to Supports #10 Strew Sidd p Connertions r4U=C2Fie VULCRAFT GROUP A572 GR50 Support Member or Equivalent 025 <mroport TTLrknes (Ln) 2 iu Mirmum Berk End Bearing Length ASD Allowable Combined Wind OoliR&Edmonton, Aear St meth S, Irl fold Generir3 Soft Condition Sudelap Connertions Spw 913 739 671 615 567 526 490 459 430 am 905 736 615 622 57 539 5W am 9441 967 799 735 am 629 5416 549 516 1013 927 955 792 733 am 635 594 559 1076 997 910 4144 797 732 6413 640 602 1137 1045 965 996 936 7413 732 am 644 Sidelap Spw Con rtmns per SWn 4 9. B 3. B 9. 6 3. 6 9. 7 3. 7 9. g 3. g 9. 3 29 21 23 19 20 22 23 25 26 4 29 21 23 19 20 22 23 25 26 5 25 21 23 19 20 22 23 25 26 6 11 21 23 19 20 22 23 25 26 7 19 11 21 19 20 22 23 25 26 fl 17 Ifl 20 19 20 22 23 25 26 UNIFORML1FUFf DUFNRAOM SNFAR Page 1 of 2 FYA 20 ga 1.5BJ6 Grade 50 Roof Deck ry V '`'e 0Fq' Se's mic D iaphragm Shear YOLCRAfi DROOP For Both Ends Buffed Deck 5/9 Visible It, Art Spot WAtl C01"It "toSapports A572 GR50 Sapport Member or Egaivalen[ 36/] PeipedkNar ComeRW¢ Pffiem[o Sapports 025< Sapport MulknesCLI ) #10 Strew Sidd p Connertions Zia Mini=m Berk End Bearing Length Smuou, or Igloo Mmhraem Aear SNRoess. G' LM, In, .l Generir3 Snan Contlhion Stlelap Connertions Spun m m 93 92 91 90 ]fl ]] 99 99 flfl flfl fl] 95 m 93 92 93 93 92 91 90 99 flfl 95 96 96 96 96 95 94 93 99 99 99 99 99 99 99 97 100 101 102 103 102 102 101 101 ASD Morrell, Smuou, Buohraem Aear Streo Ah So ad hall Spun Generir3 Snan Contlhion Shelap Con rtmns Spun Coa Rotas per Spot 4'9• 5'3• 5'9• 5'3• 5'9• p'3• p'9• per Spot 4'9" 5'3" 29 6'3" 6'6 ]'3" 20 fl'9 fl'9" 3 5&3632 529 49" 440 406 19 51 351 361 309 4 632 5 527 52] 21 446 414 414 20 361 339 5 6]9 621 621 5]2 526 526 23 451 420 420 393 3]0 6 726 665 612 567 526 526 19 455 426 400 25 ]]1 ]0] 652 605 564 525 525 490 459 431 a 26 749 692 642 599 561 524 491 462 9 9 957 fl5] 799 930 67fl 633 593 559 524 493 Shelap Spun Con rtmns per Spot 4'9• 5'3• 5'9• 5'3• 5'9• p'3• p'9• g 3• g 9• 3 29 21 23 19 20 22 23 25 26 4 29 21 23 19 20 22 23 25 26 5 25 21 23 19 20 22 23 25 26 6 11 21 23 19 20 22 23 25 26 7 19 11 21 19 20 22 23 25 26 fl 17 Ifl 20 19 20 22 23 25 26 TffiIes generted osbg ol,Nazor VE l bssed on AISI 5310 16 WR12/22/2020 Page 2 of 2 79 w PEAK ENGINEERING, INC. 8.0 in Average Panel height = Date: 12/22/2020 303-274-0707, FAX: 303-274-0808 Job No.: 20-185 Designed by: MAF Page: Project: Axis 70 West Feature: Roof Diaphragm Detail: 240 ft Max Diaphragm Deflection Limit Panel Thickness = 8.0 in Average Panel height = 39.00 ft Average deck Bearing = 33.50 Roof DL = 15 Roof Length = 612 Roof Width = 240 ft Cd = 4 A=1 0.309 in Allowable Defl. Factor = 0.02 Importance Factor, I = 1.00 Px (roof) 2203 Px (panels) 2723 Vx (roof) 110 Vx (panel) 0.149 0.147 hsx 402 0.4066252 Stability Factor, 6 = 0.0057 <0.10 Allowable Deflection, Aa = 2.00 Aa>A OK Px- ASI 6 x h Deflection OK Formula can be found in ASCE-7 (Eq. 12.8-16) *This factor can be found in ASCE 7 Table 12.12-1 Note: 0 is multiplied by 2/3 to achieve an approximate average deflection assuming a flexible diaphram. RE: Example 5b in the 2006 IBC Structural/Seismic Design Manual. diaphragm deflection -Axis 70 Max Def JGH Revised: 7-29-98 81 Axis 70 West Job No.: 20-185 CALCULATIONS FOR: FOUNDATIONS Foundation Design Criteria RAM Foundation v16.01.00.20 u.a..+a.. Peak Engineering, Inc. s0em4y DataBase: 2020-12-20 Axis 70 West Date: 12/17/20 14:20:00 REINFORCEMENT PROPERTIES TABLE: ramastm CODE AC1318-14 Check ACI 318-14 Sec 13.3.3.3.b (Center Strip Reinforcement) FORCES Forces in Gravity Members from RAM Steel. DESIGN METHOD Footings designed based on soil capacity. Design Pile Caps Based on Pile Load. DESIGN OPTIONS Max: Include Moment Due to Shear in Column for Spread Footings True Include Moment Due to Shear in Column for Continuous Footings True Include Moment Due to Shear in Column for Pile Caps True Include Spread Footing Self -Weight When Checking Soil Stress False Keep Spread Footing Square During Optimization True Increase Spread Footing Size to Prevent Uplift in Concrete Load Combinations True Max Width to Depth Ratio for Design of Continuous Footing as Beam Not Defined REINFORCEMENT Clear Bar Spacing -Shear (in) Max: CODE Min: CODE Clear Bar Spacing -Flexure (in) Max: CODE Min: CODE Reinforcement Ratio Max: CODE Min: CODE Clear Bar Cover (in) Top: CODE Bottom: CODE Side: CODE Bar Sizes Considered - Shear: #3: #4: #5: #6 Bar Sizes Considered - Flexure: #3: #4: #5: #6 REINFORCEMENT SELECTION Min. number of bars in footing Keep all bars in spread footing layer the same Adjacent bars in continuous footing may differ in size by Segment Spacing Increment (in) Shear Bar Spacing Increment (in) Selection Method For Square Spread Footings Keep Same Quantity and Size Bars for Layer OPTIMIZATION CRITERIA-SPREAD/CONTINUOUS Min. Dimensions Edge of Base Plate to Edge of Footing (in) Min. Plan Dimensions (in) Pan Dimension Increment (in) Min. Thickness (in) Thickness Increment (in) Uplift Safety Factor Minimum Ratio OPTIMIZATION CRITERIA- PILE/PILE CAP Edge to Center of Pile Spacing is Maximum of: Multiple of Pile Dimension Fdgp fn Cpmpr n gtanrP (in) 4 True 1 12.00 3.00 Min reinf area True 12.00 12.00 3.00 14.00 1.00 1.00 0.00 21.00 83 Foundation Design Criteria Capacity Label Diameter (in) Compression (kip) Tension (kip) Shear (kip) 91M6161@IaLflU.Y_V WI! Rows Parallel to Label Major Minor 3 Pile Group 3 0 5 Pile Group 5 0 7 Pile Group 7 0 8 Pile Group 8 0 2 Pile Group 2 1 5 Pile Group Sqr. Cap 5 0 SOIL DEFINITIONS Fixed Capacities (ksf) : 3.00 M RAM Foundation v16.01.00.20 Page 2/2 ma... Peak Engineering, Inc. 2j**nn*%r DataBase: 2020-12-20 Axis 70 West Date: 12/17/20 14:20:00 Clear from Face of Pile (in) 9.00 Center to Center Spacing of Piles is Maximum of: Multiple of Pile Dimension 3.00 Center to Center Distance (in) 36.00 Clear from Face of Pile (in) 24.00 Min. Thickness (in) 24.00 Thickness Increment (in) 6.00 Capacity Label Diameter (in) Compression (kip) Tension (kip) Shear (kip) 91M6161@IaLflU.Y_V WI! Rows Parallel to Label Major Minor 3 Pile Group 3 0 5 Pile Group 5 0 7 Pile Group 7 0 8 Pile Group 8 0 2 Pile Group 2 1 5 Pile Group Sqr. Cap 5 0 SOIL DEFINITIONS Fixed Capacities (ksf) : 3.00 M Spread Footing Desion Summary RAM Foundation 06.01.00.20 Peak Engineering, Inc. uYa..n DataBase: 2020-12-20 Axis 70 West 210*rnuy Building Code: IBC Bottom Reinforcement Parallel to Parallel to Length Orientation Dimensions (ft) 7-#5 fc/fy Grid Col/Foot Length Width Thick ksi (2 - C) 0.00/0.00 6.50 6.50 1.17 3.00/60.00 (2- B) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (3- D) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (3 - C) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (3- B) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (4- D) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (4 - C) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (4- B) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (5- D) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (5 - C) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (5- B) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (6- D) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (6 - C) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (6- B) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (7- D) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (7 - C) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (7- B) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (8- D) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (8 - C) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (8- B) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (9- D) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (9 - C) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (9- B) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (10 - D) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (10 - C) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (10 - B) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (11 - D) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (11 - C) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (11 - B) 0.00/0.00 7.00 7.00 1.25 3.00/60.00 (12 - D) 0.00/0.00 7.00 7.00 1.17 3.00/60.00 (12 - C) 0.00/0.00 6.50 6.50 1.17 3.00/60.00 (12 - B) 0.00/0.00 6.50 6.50 1.17 3.00/60.00 (2.7 - D.8) 0.00/0.00 3.50 3.50 1.17 3.00/60.00 (6.6 - D.8) 0.00/0.00 3.50 3.50 1.17 3.00/60.00 (7 - D.8) 0.00/0.00 3.50 3.50 1.17 3.00/60.00 (7.4 - D.8) 0.00/0.00 3.50 3.50 1.17 3.00/60.00 (12.1 - D.9) 0.00/0.00 3.50 3.50 1.17 3.00/60.00 Bottom Reinforcement Parallel to Parallel to Length Width 7-#5 7-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 8-#5 9-#5 9-#5 7-#5 7-#5 7-#5 7-#5 1443 1443 1443 1443 1443 1443 1443 1443 1443 1443 Date: 12/17/20 14:20:00 Design Code: ACI318-14 Top Reinforcement Parallelto Parallelto Length Width None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None Nons5 Note: Number between() in reinforcement is quantity of bars in center strip of rectangular footing M Spread Footina Desion Summary RAM Foundation 06.01.00.20 Page 2/2 Peak Engineering, Inc. ma... DataBase: 2020-12-20 Axis 70 West Date: 12/17/20 142000 2j**^m*Sr Building Code: IBC Design Code: ACI318-14 (592.00- 4.38) 0.00/0.00 3.50 3.50 1.17 3.00/60.00 1443 1443 None None (12.9- D.9) 0.00/0.00 3.50 3.50 1.17 3.00/60.00 1443 1443 None None (607.62- 20.00) 0.00/0.00 3.50 3.50 1.17 3.00/60.00 1443 1443 None None (12.9- DA) 0.00/0.00 3.50 3.50 1.17 3.00/60.00 1443 1443 None None (2.2- D.8) 0.00/0.00 3.50 3.50 1.17 3.00/60.00 1343 1343 None None Note: Number between() in reinforcement is quantity of bars in center strip of rectangular footing M PEAK ENGINEERING, INC. Project: Axis 70 West Wall Footing Design Allowable Bearing Pressure 3000 psf Wall Description wall height ft wall thickness in concrete density pcf Wall wt to Rg klf deck loading psf Typical East Dock Walls 39 8 150 3.90 0 Typical West Walls 40 8 150 4.00 0 West wall Grid C.5 39 8 150 3.90 0 NS tall walls 40 8 150 4.00 90 NS typical walls 37 8 150 3.70 72 North Grid D Girder 40 8 150 4.00 72 North Grid C Girder 37 8 150 3.70 72 North Grid B Girder 40 8 150 4.00 72 South typ Girders 37 8 150 3.70 72 South Grid D Girder 42 8 150 4.20 72 Footing at Grid 2E (spandrel) 39 8 150 3.90 72 Footing at Grid 2.7E (spandrel) 40 8 150 4.00 72 Footing at Grids E-6.6/7.4 (spandrel) 40 8 150 4.00 70 Footing at Sloped Entry Panels 40 8 150 4.00 70 Grid D2 Girder 101 5.8 F6.5 6 11.83 Grid C1 Girder 90 5.5 F6.0 0.22 0 Grid B1 Girder 109 6.0 F6.5 8.00 11.92 South Girders 85 5.3 F6.0 0 1 Grid D13 Girder 102 5.8 F6.5 13.25 53.0 Grid 2.7E 90 5.5 F6.5 1 0.00 Grid 2.617.4E 99 5.8 F6.5 41.8 F6.5 Middle Entry Columns 67 4.7 F5.5 0.00 38 Panel S06/S07 opng load 72 4.9 F5.5 1/3/2021 9:04 PM deck tributary width R deck load to Rg klf joist reaction k joist spacing ft joist load to Rg klf girder reaction k girder distribution length R girder load to Rg klf total load to Rg klf minimum footing width in selected footing width in 0 0.00 8.2 5.77 1.42 0 1 0.00 5.32 21.3 W F30 0 0.00 8.2 5.77 1.42 0 1 0.00 5.42 21.7 W F30 0 0.00 4.3 5.77 0.75 0 1 0.00 4.65 18.6 W F30 3 0.27 0 1 0.00 0 1 0.00 4.27 17.1 W F24 3 0.22 0 1 0.00 0 1 0.00 3.92 15.7 W F24 3 0.22 0 1 0.00 62 6 10.33 14.55 58.2 F6.5 3 0.22 0 1 0.00 52 6 8.67 12.58 50.3 F6.0 3 0.22 0 1 0.00 71 6 11.83 16.05 64.2 F6.5 3 0.22 0 1 0.00 48 6 8.00 11.92 47.7 F6.0 3 0.22 0 1 0.00 53 6 8.83 13.25 53.0 F6.5 3 0.22 0 1 0.00 38 6 6.33 10.45 41.8 F6.5 3 0.22 0 1 0.00 38 7 5.43 9.64 38.6 W F40 3 0.21 0 1 0.00 43 8 5.4 9.59 38.3 W F40 3 0.21 0 1 0.00 100 8 12.5 16.71 66.8 W F72 K:\Projects\2020\20-185 Axis 70 West\Calculations\Spreadsheets\Found Capacity ® all Ftgs Axis 70 West Job No.: 20-185 CALCULATIONS FOR: TILT -UP WALL PANELS romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: N01 -N01 thm N04 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceload 000 3750 '22.6 W3050 E 0O0par roof load 000 3576 '22.6 400 D0W5 Thr 0.130kit cant roof load 033 3576 400 D3650 Lm 230kip cont roof load 467 3576 500 D260 Lm 6.10 kip Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+10W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Senn ce Deflection) 210 D+10 IT 31OD+06W 410 D +675IT+0 ]5(0 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: N01 -N01 thm N04 Strip Number 1 2 Strip Width Max Height 39008 197 Mae Width 226358 (ft) Total Panel Wt 163,1561bs Structural Thickness CG.X 11 172f 800 Concrete 4029 on Ads CG.Y 20.139A 18.17 ADRelnfWt 2806Has 3676 Slenderness : 55.15 DISI to c . N Steel ADRelnt 3.174par 694 Building Code ACI 31814 0 Concrete fc 40ca Contalling Strength LC. for, TBS Baa: 8Ps@18in 4 Steel. 600 ca Vert. TBS Bars: M5'a @ 1 S n 5 Panel Dad X Y WIIn Height Tock Factosit Panel Weight top 000 1300 067 1300 300 Structural Wyche Pu(klps) top 067 3750 22.00 3750 300 Structural Wyche 0493 bottom 000 -150 22.6 -150 300 Face WAIT, OIL opening 1167 300 900 600 Bar Quantity And Size roof tsupport 000 1300 06/ 1300 (In) base support 000 -100 22.6 -100 075 mot support 000 3576 22.6 3529 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceload 000 3750 '22.6 W3050 E 0O0par roof load 000 3576 '22.6 400 D0W5 Thr 0.130kit cant roof load 033 3576 400 D3650 Lm 230kip cont roof load 467 3576 500 D260 Lm 6.10 kip Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+10W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Senn ce Deflection) 210 D+10 IT 31OD+06W 410 D +675IT+0 ]5(0 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: N01 -N01 thm N04 Strip Number 1 2 Strip Width one 116/ 197 Load Width (ft) 16.17 650 Structural Thickness (In) 800 800 Distance to Analysis Point (ft) 1333 18.17 Unbaced Length W(ft) 3676 3633 DISI to c . N Steel tl(In) 694 694 Strength Reduction Factor 0 0900 6900 Contalling Strength LC. 4 4 Contra no Senate For LC. 5 5 Factoatl Applied Load Rubrical 53W 077 Factosit Panel Weight Pulerips) 39 W 1506 Facto red Axial some Pu(klps) 9203 1663 Factored Prvssure Wu(klf) 0493 0.193 Design Status OIL OIL Reinforcement Level eatoo e so hce Bar Quantity And Size 16#5'5 6455 Chal r H eight (In) 625 625 Down Face Chair Height (In) 075 075 Bar Spacing (In) 888 350 Area of Steel Provided Asoni 4960 1060 Factoretl Applied Moment lot 11090 394.1 Factosit Total Moment Muor g 13957 5570 Resisting Moment Hardin:) 19415 6407 Cracking Moment Mching 7086 1196 Ultimate Load Deflection Ar(In) 854 904 Service Load Deflection Os(In) 174 281 Allow Service Deflection (In) 294 291 Steel Ram (x1000) p 511 11 34 Allowable Steel Ratio 2133 2133 Carl Strain( x1000) at 005 138 Allowable Concrete Strain 225 225 Steel Strain (x1000) at 207 26 Allowable Steel Strain 207 26 Cracked Moment Of lneNa (X Is) 0.196 6290 General Noes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherintonnatlon on this. Page 1 of Page 2 of 2 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: NO2 -N01 thm N04 base support 060 -160 22.67 -160 n2 -of support 060 3529 22.67 3482 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceload 060 3667 22.67 W3050 E 000par roof load 060 3529 22.67 460 D0W5 Thr 0.130kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Senn ce Deflection) 218 D+18 IT 316 D+06 W 416 D+6]5IT+0 75d 6W) 516 D+06 W 610D srt�a�rirs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: NO2WN01 thm N04 Strip Number 1 2 Strip Width Max Height 38.17A Mae Width 22604A Load Width Total Panel Wt 1617451bs CG.X 116258 Structural Thickness Concrete 3994onAds CG.Y 198578 Distance to Analysis Point ADRelnfWt 2774Has Slenderness : 5444 Unbaced Length ADRelnt 3207par Building Code ACI 31814 DISI to c . N Steel Concrete fc 40ca for, TBS Baa: 8Ps@181n Strength Reduction Factor Steel. 600ca Vert. TBS Bars: #5'a@1Sn Contalling Strength LC. Panel Dad X Y Width Height Thick Contra no Senate For LC. TOP 060 36 W 22.67 36 W 860 Structural Wyche Factoatl Applied Load bottom 060 -150 22.67 -150 860 Face WAIT, Factosit Panel Weight opening 200 360 960 600 base support 060 -160 22.67 -160 n2 -of support 060 3529 22.67 3482 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceload 060 3667 22.67 W3050 E 000par roof load 060 3529 22.67 460 D0W5 Thr 0.130kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Senn ce Deflection) 218 D+18 IT 316 D+06 W 416 D+6]5IT+0 75d 6W) 516 D+06 W 610D srt�a�rirs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: NO2WN01 thm N04 Strip Number 1 2 Strip Width one 1 9 1164 Load Width xF 650 16.1] Structural Thickness (In) 860 860 Distance to Analysis Point xF 18.15 1863 Unbaced Length W(R) 3629 3607 DISI to c . N Steel tl(In) 694 694 Strength Reduction Factor 0 0900 6900 Contalling Strength LC. 4 4 Contra no Senate For LC. 5 5 Factoatl Applied Load Rubrical 0 7 192 Factosit Panel Weight Pulerips) 1523 3869 Factored Axial some Pu(klps) 1600 4061 Factored Prvssure Wu(klf) 0.198 0493 Design Status OIL OIL Reinforcement Level so face so hce Bar Quantity And Size 6#55 11#55 Chal r H eight (In) 625 625 Down Face Chair Height (In) 0 7 0 7 Bar Spacing (In) 350 1338 Area of Steel Provided Asoni 1360 3410 Factored Applied Moment Mua(IrvK) 3952 9659 Factored Total Moment Muor g 550.1 12704 Resisting Moment Hardin:) 6393 129]3 Cracking Moment Mching 1195 7065 Ultimate Load Deflection Ar(In) 930 ]61 Service Load Deflection Os(In) 2 7 132 Allow Service Deflection (In) 290 289 Steel Ram (x1000) p 1135 352 Allowable Steel Ratio 2138 2138 Carl Strain( x1000) at 1 3 064 Allowable Concrete Strain 225 225 Steel Strain (x1000) at 267 207 Allowable Steel Strain 267 207 Cracked Moment Of lneNa (X Is) 0 28 0.143 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for Nrtherintonnation on this. Page 1 of Page 2 of 2 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: NO3—IN01 thm N04 base support 060 -160 22.67 -160 n3 -of support 060 3482 22.67 3485 Load Type XDim Y-Dlm Width Ecc(in) Fomes surtaceload 060 3667 22.67 W3050 E 000par roof load 060 3482 22.67 460 D0W5 Thr 0.130kit cont roof load 1467 3482 560 D 20 50 Lm4200kip Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Com blnations=L C (Senn ce Deflection) 218 D+18 IT 316 D+06 W 416 D+6]5IT+0 75d 6W) 516 D+06 W 610D srt�a�rirs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: NO3—N01 thm N04 Strip Number 1 2 Strip Width Max Height 38.17A Mae Width 22604A .« Total Panel Wt 161 745115 0 G. X 11 6258 Structural Thickness Concrete 3994onAds CG.Y 198578 Distance to Analysis Point ADRelnfWt 3,10]115 Slenderness : 53 73 Unbaced Length ADRelnt 3591par Building Code ACI 31814 DISI to c . N Steel Concrete fc 40ca for, TBS Baa: 8Ps@181n Strength Reduction Factor Steel. 600ca Vert. TBS Bars: #5'a@1Sn Contalling Strength LC. Panel Dad X Y Width Height Thick Contra no Senate For LC. TOP 060 36 W 22.67 36 W 860 Structural Wyche Factoatl Applied Load bottom 060 -150 22.67 -150 860 Face WAIT, Factosit Panel Weight opening 200 360 960 600 base support 060 -160 22.67 -160 n3 -of support 060 3482 22.67 3485 Load Type XDim Y-Dlm Width Ecc(in) Fomes surtaceload 060 3667 22.67 W3050 E 000par roof load 060 3482 22.67 460 D0W5 Thr 0.130kit cont roof load 1467 3482 560 D 20 50 Lm4200kip Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Com blnations=L C (Senn ce Deflection) 218 D+18 IT 316 D+06 W 416 D+6]5IT+0 75d 6W) 516 D+06 W 610D srt�a�rirs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: NO3—N01 thm N04 Strip Number 1 2 Strip Width one 1 9 1164 Load Width xF 650 16.1] Structural Thickness (In) 860 860 Distance to Analysis Point xF 1]91 1]80 Unbaced Length W(R) 3582 3559 DISI to c . N Steel tl(In) 694 694 Strength Reduction Factor 0 0900 6900 Contalling Strength LC. 4 3 Contra no Senate For LC. 5 5 Factoatl Applied Load Rubrical 0 7 9604 Factosit Panel Weight Pulerips) 1541 3855 Factored Axial some Pu(klps) 16.18 13458 Factored Prvssure Wu(klf) 0.198 6247 Design Status OIL OIL Reinforcement Level so face so hce Bar Quantity And Size 6#55 15#55 Chal r H eight (In) 625 625 Down Face Chair Height (In) 0 7 0 7 Bar Spacing (In) 350 950 Area of Steel Provided Asoni 1860 4650 Factored Applied Moment Mua(IrvK) 383.1 7065 Factored Total Moment Muorg 5378 1]98.1 Resisting Moment Hardin:) 6397 19548 Cracking Moment Mching 1195 7065 Ultimate Dead Deflection Ar(In) 956 8.11 Service Load Deflection Os(In) 262 125 Allow Service Deflection (In) 287 285 Steel Ratio (x1000) p 1165 480 Allowable Steel Ratio 2168 2168 Carl Strain( x1000) at 1 3 089 Allowable Concrete Strain 225 225 Steel Strain (x1000) at 267 207 Allowable Steel Strain 267 207 Cracked Moment Of lneNa (X Is) 0280 0.184 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for Nrtherintonnatlon on this. Page 1 of Page 2 of 2 91 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: N04—N01 thm N04 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceload 000 3667 22.00 W3050 E 0O0par roof load 000 3435 22.00 400 D0W5 Thr 0.130kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+10W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Senn ce Deflection) 210 D+10 IT 31OD+06W 410 D +675IT+0 ]5(0 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: N04—N01 thm N04 Strip Number 1 2 Strip Width Max Height 3e.17A MaeWidth 21 906 A Load Width Total Panel Wt 161 996 p CG.X 11 189f �� � Concrete 4000onAds CG.Y 19 545 A Distance to Analysis Point ADRelnfWt 2310Has Slenderness : 5303 Unbaced Length ADRelnt 2751par Building Code ACI 31814 DISI to c . N Steel Concrete fc 40ca for, TBS Baa: 8Ps@18in Strength Reduction Factor Steel. 600 ca Vert. TBS Bars: #5'a @ 1 S n Contalling Strength LC. Panel Dad X Y Width Height Thick Contra no Senate For LC. TOP 000 3667 22.00 3667 300 Structural Wyche Factoatl Applied Load bottom 000 -150 22.00 -150 300 Face WAIT, Factksit Panel Weight opening 200 -067 333 703 Factored Axial some base supped 000 -100 22.00 -100 Factored Prvssure of support 000 3435 22.00 3390 41 OIL OIL Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceload 000 3667 22.00 W3050 E 0O0par roof load 000 3435 22.00 400 D0W5 Thr 0.130kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+10W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Senn ce Deflection) 210 D+10 IT 31OD+06W 410 D +675IT+0 ]5(0 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: N04—N01 thm N04 Strip Number 1 2 Strip Width one 197 1660 Load Width (ft) 36/ 1333 Structural Thickness (In) 300 300 Distance to Analysis Point (ft) 1738 1762 Unbaced Length W(ft) 3535 3524 DISI to c . N Steel tl(In) 694 694 Strength Reduction Factor 0 0900 6900 Contalling Strength LC. 4 4 Contra no Senate For LC. 5 5 Factoatl Applied Load Rubrical 0A4 2.18 Factksit Panel Weight Pulerips) 830 44.10 Factored Axial some Pu(klps) 923 4623 Factored Prvssure Wu(klf) 0.112 6559 Design Status OIL OIL Reinforcement Level eatoo e so hce Bar Quantity And Size 3#55 12#55 Chal r H eight (In) 625 625 Down Face Chair Height (In) 075 075 Bar Spacing (In) 875 1763 Area of teel Provided As(Im2) 0930 3720 Factored Applied Moment Mua(IrvK) 2165 1676.1 Factored Total Moment Muor g 2363 13709 Resisting Moment Hardin:) 3465 1440.1 Cracking Moment Mching 1195 1003.1 Ultimate Load Deflection Ar(In) 789 702 Service Load Deflection Os(In) 158 037 Allow Service Deflection (In) Zee 282 Steel Ratio (x1000) p 5 6/ 269 Allowable Steel Ratio 2133 2133 Carl Strain( x1000) at 035 054 Allowable Concrete Strain 225 225 Steel Strain (x1000) at 267 207 Allowable Steel Strain 267 207 Cracked Moment Of lneNa (X Is) 0.174 0.112 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherintonnation on this. Page 1 of Page 2 of 2 92 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: N05—N05 thm N10 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+10W 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Senn ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: N05 -N05 thm N10 Strip Number 1 2 Strip Width rn TTTTT��TTTTT��T�r 1894 1 9 Max Height 3700A Mae Width 24 240 A 3 6 J_.f.}AlldF14L11�ITT't (In) �r� Total Panel Wt 174,1511bs CG.X 118658 17" 1].19 Unbaced Lengtll W(R) Concrete 4300onAds CG.Y 189128 tl(In) 694 694 Strength Reduction Factor ADRelnfWt 2481Has Slenderness : 5232 Contalling Strength LC. 4 4 ADRelnt 2756par Building Code ACI 31814 5 Factoatl Applletl Load Rubrical 28] Concrete fc 40ca for, TBS Baa: 8Ps@181n 4]9 850 Facto red Axial some Pu(klps) Steel. 600ca Vert. TBS Bars: M5'a@1Sn Wu(klf) 0661 0.11] Design Status Panel Dad X Y Width Height Thick Reinforcement Level eatoo e so hce TOP 080 3550 2433 3550 880 Structural Wyche 3455 Chal r H eight (In) 625 bottom 080 -150 2433 -150 880 Face WAIT, 0 7 0 7 Bar Spacing (In) opening 1980 -03] 333 ]83 Asoni 4340 6930 Factored Applied Moment base support 080 -180 2433 -180 Factored Total Moment Muor g 15560 2]6.1 mof support 080 3388 2493 3393 Load Type XDim Y -Dim Width Ecc(in) Fomes Ultimate Load Deflection surtaceload 080 3550 2433 W3200 E 000par roof load 080 3388 2433 480 D00,15 Thr 0.170kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+10W 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Senn ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: N05 -N05 thm N10 Strip Number 1 2 Strip Width one 1894 1 9 Load Width (ft) 206/ 3 6 Structural Thickness (In) 880 880 Distance to Analysis Point (ft) 17" 1].19 Unbaced Lengtll W(R) 3488 3438 DISI to c . N Steel tl(In) 694 694 Strength Reduction Factor 0 0900 6900 Contalling Strength LC. 4 4 Contra no Senate For LC. 5 5 Factoatl Applletl Load Rubrical 28] 051 Factosit Panel Weight Pulerips) 4]9 850 Facto red Axial some Pu(klps) 50.14 981 Factored Prvssure Wu(klf) 0661 0.11] Design Status OIL OIL Reinforcement Level eatoo e so hce Bar Quantity And Size 14#5'5 3455 Chal r H eight (In) 625 625 Down Face Chair Height (In) 0 7 0 7 Bar Spacing (In) 1]60 888 Area of Steel Provided Asoni 4340 6930 Factored Applied Moment Mua(IrvK) 12126 2096 Factored Total Moment Muor g 15560 2]6.1 Resisting Moment Hardin:) 16673 3399 Cracking Moment Mching 11498 1195 Ultimate Load Deflection Ar(In) 689 ]A5 Service Load Deflection Os(In) 066 145 Allow Served Deflection (In) 2 7 2 7 Steel Ratio (x1000) p 2 75 5 6 Allowable Steel Ratio 2138 2138 Carl Strain (x1000) at 0 55 0 85 Allowable Concrete Strain 225 225 Steel Strain (x1000) at 2 W 207 Allowable Steel Strain 207 207 Cracked Moment Of lneNa (X Is) 0.111 0.1]0 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherintonnaclon on this. Page 1 of Page 2 of 2 93 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project is: 20-185 Date: 12/24/2020 Panel: N06—N05 thm N10 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+10W 614D Remfoming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Senn ce Deflection) 210 D+10 IT 31ODw3W 410 D +6]5IT+0 ]5(0 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project 111: 20.185 Date: 12/24/2020 Panel: N06 -N05 thm N10 Strip Number 1 2 Strip Width one 13 97 Max Height 3700A Mae Width 24 938 A (A) 1850 650 Structural Thickness I polPanel Wt 184suit IDS CG.X 12469A 800 Distance to Analysis Point -� 1].16 Concrete 4556onAds CG.Y 18 500 A W(R) 3433 3301 DISI to c . N Steel ADPRO Wt 3,190Ira Slenderness : 5149 694 Strength Reduction Factor 0 0900 AD PRO 3448par Building Code ACI 31814 4 4 Conto no Senate Per LC. Concrete fc 40ca Harz. TBS Baa: 84s@181n 5 Factoatl Applied Load Pua(klps) 39 ]] 090 Steel. 600ks1 Vert. TBS Bars: M5's@1Sn 4292 1528 Facto red Axial some Pu(klps) 8270 Panel Data X Y Width Height Thick Wu(kl[) 0592 6208 Design Status TOP 000 3550 2500 3550 800 Structural Wythe Reinforcement Level eatoo e so hce Bar Quantity And Size bottom 000 -150 2500 -150 800 Face Wyche 5455 Chal r H eight (In) 625 625 opening 1400 300 900 ]00 future 0 7 0 7 Bar Spacing (In) base Support 000 -100 25.00 -100 Area of Steel Provided As(IM2) 4350 1 roof support 000 33 33 2500 32 76 Load Type XDim Y-Dlm Width Ecc(in) Fomes Shoaceloa0 000 3550 2500 W3200 E 0O0par roofload 000 3333 2500 400 D0W5 Thr 0.170kit cont roof load 500 3333 500 D1600 tm3600kip Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+10W 614D Remfoming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Senn ce Deflection) 210 D+10 IT 31ODw3W 410 D +6]5IT+0 ]5(0 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project 111: 20.185 Date: 12/24/2020 Panel: N06 -N05 thm N10 Strip Number 1 2 Strip Width one 13 97 1 9 Load Width (A) 1850 650 Structural Thickness (In) 800 800 Distance to Analysis Point (A) 1].16 1690 Unbaced Lengtll W(R) 3433 3301 DISI to c . N Steel Sir) 694 694 Strength Reduction Factor 0 0900 6900 Contalling Strength LC. 4 4 Conto no Senate Per LC. 5 5 Factoatl Applied Load Pua(klps) 39 ]] 090 Factosit Panel Weight Puerips) 4292 1528 Facto red Axial some Pu(klps) 8270 16.19 Factored Prvssure Wu(kl[) 0592 6208 Design Status OIL OIL Reinforcement Level eatoo e so hce Bar Quantity And Size 15#5'5 5455 Chal r H eight (In) 625 625 Down Face Chair Height (In) 0 7 0 7 Bar Spacing (In) 1150 438 Area of Steel Provided As(IM2) 4350 1550 Factored Applied Moment Muafing 11446 3584 Factored Total Moment Soon g 1]36] 4900 Resisting Moment ,Mndnkc 18369 5483 Catkin Moment Mching 848.1 1195 Ultimate Dead Deflection Du(In) ].12 8.13 Service Load Deflection c,dr) 096 2.36 Allow Servme Deflection (In) 2 7 2 7 Steel Ratio (x1000) p 400 946 Allowable Steel Ratio 2138 2138 Concrete Strain(xi000) Bc 0 7 122 Allowable Concrete Strain 225 2.25 Steel Strain if 000) at 2.67 2.0] Allowable Steel Strain 267 207 Cracked Moment Of lneNa (xlg) 0.15] 6267 General Notes: 11 Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherintonnation on this. Page 1 of Page 2 of 2 0 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project is: 20-185 Date: 12/24/2020 Panel: N07—N05 thm N10 Load Combinations =Lc (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+10W 614D Relnfo¢Ipg Configuration Face Reveal Thickness Allowance 088in Load Com binations=LC (Senn ce Deflection) 210 D+10 IT 3102+06W 410 D +675IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project 111: 20.185 Date: 12/24/2020 Panel: N07 -N05 thm N10 Strip Number 1 2 3 Strip Width one 197 Max Height 37008 Mae Width 249388 (A) 650 1200 650 I goal el Wt (In) 800 800 800 "-^ (A) Concrete 4556onAds C.G.Y 185008 Unbaced Lengtll W(R) 3376 3351 ADPRO Wt 3 525 Ira Slenderness : 5065 694 694 694 Strength Reduction Factor AD PRO 3O11par Building Code ACI 31814 0900 Controlling Strength LC. 4 Concrete fc 40ca Harz. TBS Baa: 8Ps@181n 5 5 5 Steel. 600 ca Vert. TBS Bars: M5'a @ 1 S n 167 090 Factored Panel Weight Puw(klps) Panel Dad X Y Width Height Thick Factored Axial some Pu(klps) 1621 30.10 1641 top 000 3550 2500 3550 800 Structural Wyche 6384 0208 Design Status OIL bottom 000 -150 2500 -150 800 Face Wyche so face so hce so face Bar Quantity And Size opening 200 300 900 700 future 5#5s Chal r H eight (In) 625 opening 1400 300 900 700 future (In) 2 075 075 base Support 000 -100 25.00 -100 375 438 Area of Steel Provided As(IM2) mod support 000 3276 2500 3220 Load Type XDim Y-Dlm Width Ecc(in) Fomes Factored Total Moment surtaceloa0 000 3550 2500 W3200 E 0O0par roof load 000 3276 2500 400 D00,15 Thr 0.170kit Load Combinations =Lc (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+10W 614D Relnfo¢Ipg Configuration Face Reveal Thickness Allowance 088in Load Com binations=LC (Senn ce Deflection) 210 D+10 IT 3102+06W 410 D +675IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project 111: 20.185 Date: 12/24/2020 Panel: N07 -N05 thm N10 Strip Number 1 2 3 Strip Width one 197 300 197 Load Width (A) 650 1200 650 Structural Thickness (In) 800 800 800 Distance to Analysis Point (A) 1688 1676 1662 Unbaced Lengtll W(R) 3376 3351 3324 DISI to c . N Steel Sir) 694 694 694 Strength Reduction Factor 0 0900 6900 0900 Controlling Strength LC. 4 4 4 Controlling Senate Per LC. 5 5 5 Factored Applied Load Pua(klps) 090 167 090 Factored Panel Weight Puw(klps) 1530 2543 1551 Factored Axial some Pu(klps) 1621 30.10 1641 Factored Pressure Wu(kl[) 0208 6384 0208 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size S055 9455 5#5s Chal r H eight (In) 625 625 625 Down Face Chair Height (In) 075 075 075 Bar Spacing (In) 438 375 438 Area of Steel Provided As(IM2) 1550 2790 1550 Factored Applied Moment Muafing 3575 6503 3466 Factored Total Moment Soong 4888 9032 4755 Resisting Moment ,Mndnkc 5486 9733 549.1 Cracking Moment Mching 1195 182.1 1195 Ultimate Dead Deflection Du(In) 8.10 840 736 Service Dead Deflection c,dr) 234 265 2.17 Allow Service Deflection (In) 270 268 266 Steel Ratio (x1000) p 946 11.17 946 Allowable Steel Ratio 2138 2138 2138 Concrete Strain( x1000) £c 122 139 122 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 207 207 207 Cracked Moment Of lneNa (xlg) 026/ 6308 0260 General Notes: 11 Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for funherintonnaclon on this. Page 1 of Page 2 of 2 95 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: N08—N05 thin N10 Tj Load Combinations =Lc (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10P+10W 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Com binations=LC (Senn ce Deflection) 216 D+16 IT 316 D+06 W 416 D +675IT+0 75d 6W) 516 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: N08 -N05 PUT N10 Strip Number 1 2 Strip Width b(8) 197 Max Height 1111A Mae Width 249388 Q[) 656 1850 Structural Thickness i goal el Wt 860 860 Distance to Analysis Point (8) 1660 Concrete 4389 on Ads C.G.Y 18.7728 w(8) 6626 6295 DISI to c . N Steel SOL Penn Wt 3293Its Slenderness : 4980 694 Strength Reduction Factor 0 0900 SOL Penn 3560par Building Code ACI 31814 _ 3 Contra no Senate For LC. Concrete fc 40ks1 for, TBS Baa: 1t4's@181n 5 L ---7J Graphics) 090 Steel: 606 kat Vert. TBS Bars: M5'a@181n Puw(klps) 1444 4388 Factored Axial some Panel Data X Y Width Height Thick 15461 Factored Pressure Wu(klf) 0208 TOP 060 3550 2560 3550 860 Structural Wythe OF OF Reinforcement Level bottom 060 -150 2560 -150 860 Face WAIT, so hce Bar Quantity And Size S05 opening 200 060 960 1060 future (In) 625 625 Down Face Chair Height opening 200 067 383 783 075 \9t (In) 488 opening 200 22.67 960 200 As(Im2) 1550 4340 Factored Applied Moment base support 060 -160 25.00 -160 757.1 Factored Total Moment audit 4656 roof support 060 3220 2560 3163 Load Type IDim Y-Dlm Width Ecc(in) Fomes surtacelo30 060 3550 2560 W3200 E 000par roofload 060 32/26 2500 460 DO 045 Thr 0.170kit cont roof oad 1500 32/26 560 D 2160 Lm 5060 kip Load Combinations =Lc (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10P+10W 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Com binations=LC (Senn ce Deflection) 216 D+16 IT 316 D+06 W 416 D +675IT+0 75d 6W) 516 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: N08 -N05 PUT N10 Strip Number 1 2 Strip Width b(8) 197 1397 Load Width Q[) 656 1850 Structural Thickness (In) 860 860 Distance to Analysis Point (8) 1660 1647 UnbaBO Lengtll w(8) 6626 6295 DISI to c . N Steel 0(In) 694 694 Strength Reduction Factor 0 0900 6900 Contra l ng Strength LC. 4 3 Contra no Senate For LC. 5 5 Factoatl Applletl Load Graphics) 090 11123 Factosit Panel Weight Puw(klps) 1444 4388 Factored Axial some Pu(klps) 1585 15461 Factored Pressure Wu(klf) 0208 6296 Design Status OF OF Reinforcement Level so face so hce Bar Quantity And Size S05 14#5's Cbal r H eight (In) 625 625 Down Face Chair Height (In) 075 075 Bar Spacing (In) 488 1238 Area of teel Provided As(Im2) 1550 4340 Factored Applied Moment Mua(IrvK) 3456 757.1 Factored Total Moment audit 4656 17956 Resisting Moment 0Mn(Inkc 5466 19338 Catkin Moment Mchin 1 1195 848.1 Ultimate Dead Deflection Au(it) 782 672 Service Load Deflection Os(In) 214 076 Allow Service Deflection (In) 266 264 Steel Ratio (x1000) p 946 3 73 Allowable Steel Ratio 2188 2188 Concrete Strain OLOOO) £c 121 079 Allowable Concrete Strain 225 225 Steel Strain (x1000) at 2 W 207 Allowable Steel Strain 267 207 Cracked Moment Corona (I Is) 0255 0.159 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherlydonnation on this. Page 1 of Page 2 of 2 U romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: N09—N05 thin N10 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceloa0 060 3350 2560 W3200 E 000par roof load 060 3163 2560 460 D0045 Thr 0.170kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 216 D+16 IT 316 D+06 W 416 D+6]5IT+0 75d 6W) 516 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: N09 -N05 PUT N10 Strip Number 1 2 Strip Width Max Helgbt Tend Panel Wt 35608 1]0963lbs Mae WltltlT 249388 CG.X 123428 �. y y Concrete 42 21 CG.Y 17338A (In) ADPei IWt 2 593 Its Slenderness : 4895 (ft) ADRefnr. 2963par Building Code ACI 31814 EW3= Concrete #[ 40ca for, TBS Baa: 8Ps@181n tl(In) Steel. 600ca Vert. TBS Bars: M5'a@1Sn 0 Panel Dad X Y WIRb Height Thick TOP 060 3350 2560 3350 860 Structural Wyche bottom 060 -150 2560 -150 860 Face WAIT, Pua(klps) opening 1460 22.67 960 200 Pulerips) base support 060 -160 2560 -160 Pu(klps) OFF support 060 31 63 2560 31 07 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceloa0 060 3350 2560 W3200 E 000par roof load 060 3163 2560 460 D0045 Thr 0.170kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 216 D+16 IT 316 D+06 W 416 D+6]5IT+0 75d 6W) 516 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: N09 -N05 PUT N10 Strip Number 1 2 Strip Width one 13 97 1 9 Load Width (ft) 1850 650 Structural Thickness (In) 860 860 Distance to Analysis Point (ft) 1632 1606 Unbaced Lengtll W(R) 3263 32.11 DISI to c . N Steel tl(In) 694 694 Strength Reduction Factor 0 0900 6900 Contalling Strength LC. 4 4 Contra no Senate Dell LC. 5 5 Factoatl Applied Load Pua(klps) 25] 090 Factosit Panel Weight Pulerips) 3929 1361 Facto red Axial some Pu(klps) 4166 1421 Factored Pressure Wu(klf) 0592 6208 Design Status OIL OIL Reinforcement Level eatoo e so hce Bar Quantity And Size 11#5'5 4455 Cbal r H eight (In) 625 625 Down Face Chair Height (In) 0 7 0 7 Bar Spacing (In) 16.13 568 Area of teel Provided As(Im2) 3410 1240 Factored Applied Moment Mua(IrvK) 9567 3235 Factored Total Moment Muorg 12053 4222 Resisting Moment ,Mndnkc 13168 4506 Cracking Moment Mching 848.1 1195 Ultimate Load Deflection Ar(In) 608 695 Service Load Deflection Os(m) 042 210 Allow Service Deflection (In) 261 257 Steel Ram (x1000) p 293 ]5] Allowable Steel Ratio 2168 2168 Concrete Strain( x1000) at 0 5 165 Allowable Concrete Strain 225 225 Steel Strain (x1000) at 2 W 207 Allowable Steel Strain 267 207 Cracked Moment Of lneNa (X Is) 0.115 6243 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 97 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: N10WN05 thm N10 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+10W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 310 D wO W 410 D +6]5IT+0 ]5(0 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: N10—N05 thm N10 Strip Number 1 Strip Width one 24 97 Max Height 3500A Mae Width 24 969 A Structural Thickness (In) 800 Distance to Analysis Point Total Panel Wt 1747811bs CG.X 12484A W(R) 3207 DISI to c . N Steel tl(In) Concrete 43.16onAds CG.Y 17500A 0900 Contalling Strength LC. 4 AD ReIM Wt 2247 Has Slenderness : 48.10 Factoatl Applied Load Rubrical 348 Factosit Panel Weight ADRelnf: 2568par Building Code ACI 31814 Pu(klps) 5808 Factored Prvssure Wu(klf) Concrete #[ 40ca for, TBS Baa: 8Ps@181n OIL Reinforcement Level eatoo e Steel: 600 ca Vert. TBS Bars: M5'a @ 1 S n Cbal r H eight (In) 625 Down Face Chair Height Panel Dad X Y WIRb Height Thick (In) 1]25 Area of Steel Provided Asoni TOP 000 3350 2500 3350 800 Structural Wyche 12468 Factored Total Moment Muor g 1581 6 bottom 000 -150 2500 -150 800 Face WAIT, Cracking Moment Mching 15160 Ultimate Load Deflection base support 000 -100 2500 -100 Os(In) 024 Allow Service Deflection (In) mof support 000 31 07 2500 3050 Load Type XDim Y-Dlm Width Ecc(in) Fomes at surtaceloa0 000 3350 2500 W3200 E 0O0par roof load 000 3107 2500 400 D00,15 Thr 0.170kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+10W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 310 D wO W 410 D +6]5IT+0 ]5(0 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: N10—N05 thm N10 Strip Number 1 Strip Width one 24 97 Load Width Q[) 2500 Structural Thickness (In) 800 Distance to Analysis Point (ft) 1603 Unbaced Lengtll W(R) 3207 DISI to c . N Steel tl(In) 694 Strength Reduction Factor 0 0900 Contalling Strength LC. 4 Contra no Senate For LC. 5 Factoatl Applied Load Rubrical 348 Factosit Panel Weight Pulerips) 5540 Factored Axial some Pu(klps) 5808 Factored Prvssure Wu(klf) 0000 Design Status OIL Reinforcement Level eatoo e Bar Quantity And Size 18#5'5 Cbal r H eight (In) 625 Down Face Chair Height (In) 0 7 Bar Spacing (In) 1]25 Area of Steel Provided Asoni 5580 Factored Applied Moment Mua(IrvK) 12468 Factored Total Moment Muor g 1581 6 Resisting Moment Hardin:) 21294 Cracking Moment Mching 15160 Ultimate Load Deflection Ar(In) 5 7 Service Load Deflection Os(In) 024 Allow Service Deflection (In) 257 Steel Ram(x1000) p 268 Allowable Steel Ratio 2138 Carl Strain( x1000) at 053 Allowable Concrete Strain 225 Steel Strain (x1000) at 207 Allowable Steel Strain 207 Cracked Moment Of lneNa (X Is) 0086 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnation on this. Page 1 of Page 2 of 2 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: El - E01 thm E24 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5032+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 310 D+06 W 410 D +675IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: El -E01 thm E24 Strip Number 1 2 3 Strip Width one Max Height 3850A Mae Width 25 240 A Load Width xF 783 Total Panel Wt 945611bs CG.X 12372A (In) ].13 ].13 Concrete 2335onAds CG.Y 19 551 A 1571 1571 1571 ADRelnfWt 3423Has Slenderness : 5291 3142 3142 DISI to c . of Steel ADRelnf. 3510par Building Code ACI 31814 6.19 Strength Reduction Factor 0 Concrete fc 40ca for, TBS Baa: 8Ps@181n Contalling Strength LC. 4 Steel. 60 0 ca Vert. TBS Bars: #5'a @181n 5 5 Panel Dad X Y WIRb Height Thick 862 1522 463 TOP 0 00 33 50 25 33 33 50 8 00 3064 -- Factored Axial some bottom 0 00 -5 00 2533 -5 00 12.16 Factored Prvssure Wu(kl[) opening 333 000 900 1000 future Design Status 49 OIL OIL OIL bong 2060 0W 333 733 so hce so face Bar Quantity And Size Ell", 3fi 6#55 b es abort 060 0 W 25.33 067 (In) _ 625 fsupport 000 3075 2533 3075 Load Type XDim Y-Dlm Width Ecc(in) Fomes (In) surtaceloa0 060 3350 2533 W3200 E 000par roof load 0 00 30 75 2533 4 00 D 0500 Lm 1 000 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5032+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 310 D+06 W 410 D +675IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: El -E01 thm E24 Strip Number 1 2 3 Strip Width one 327 767 197 Load Width xF 783 1333 367 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point xF 1571 1571 1571 Unbaced Lengtll W(R) 3142 3142 3142 DISI to c . of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factored Applied Load Rubrical 862 1522 463 Factored Panel Weight Puw(klps) 1735 3064 8.12 Factored Axial some Pu(kps) 2597 4536 12.16 Factored Prvssure Wu(kl[) 0251 0443 0.117 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size 6#55 10#55 3#5s Cbal r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 663 950 838 Area of Steel Provided Asoni 1360 3.100 0930 Factored Applied Moment Mua(IrvK) 3863 6853 1813 Factored Total Moment Muor g 584.1 1007 5 2694 Resisting Moment Hardin:) 6115 1050.1 308.1 Cracking Moment Mching 1575 3692 943 Ultimate Load Deflection Ar(In) 754 761 721 Service Load Deflection Os(In) 203 162 152 Allow Service Deflection (In) 251 251 251 Steel Ratio (x1000) p 765 545 636 Allowable Steel Ratio 2138 2138 2138 Carl Strain (x1000) at 168 0 36 0 94 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 207 207 207 Allowable Steel Strain 207 207 207 Cracked Moment Of lnera (X Is) 0253 6200 0203 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 •• romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel E2 -{O1 thm E24 Max Height 37838 Mae Width 259388 Total Panel Wt 80 530 p CG.X 137348 Concrete 1988onAds CG.Y 204998 ADRelnfWt 3709Has Slenderness : 5291 ADRelnf. 3771par Building Code ACI 31814 Concrete #[ 40ca for, TBS Baa: 8Ps@181n Steel. 600ca Vert. TBS Bars: M5'a@1Sn Panel Dad X Y WIRb Height Thick TOP 080 3283 2680 3283 880 bottom 080 -580 2680 -580 opening 350 0 6 1200 14 67 opening 350 080 1880 1880 future base support 060 -06] '26.00 -06] mof support 080 30 75 2600 30 75 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceload 060 3283 '26.00 W3200 E 000par roof load 080 30 75 2600 480 D0500 Lm 1800 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Combinations =L C (SeMce Deflection) 218 D+18 IT 316 D+06 W 416 D+6]5IT+0 75d 6W) 516 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel E2 -{O1 thm E24 Strip Numher 1 2 Strip Width one 347 447 Load Width (ft) 1250 1350 Structural Thickness (In) ].13 ].13 Distance to Analysts Point (ft) 15 71 15 71 Unbaced Lengtll W(R) 3142 3142 DISI to c . of Steel tl(In) 6.19 6.19 Strength Reduction Factor 0 0900 6900 Contalling Strength LC. 4 4 Contra no Senate For LC. 5 5 Factoatl Applied Load Rubrical 13 75 1485 Factosit Panel Weight Pulerips) 2669 2882 Facto red Axial some Pu(klps) 4044 43 67 Factored Prvssure Wu(klf) 0400 0432 Design Status OIL OIL Reinforcement Level eatoo e so hce Bar Quantity And Size 12#5'5 11#55 Cbal r H eight (In) 625 625 Down Face Chair Height (In) 150 150 Bar Spacing (In) 325 4 7 Area of Steel Provided As(IM2) 3728 3410 Factored Applied Moment Mua(IrvK) 6197 6598 Factored Total Moment Muor g 988.1 1024 Resisting Moment Hardin:) 11222 1084.1 Cracking Moment Mching 1671 2152 Ultimate Load Deflection 8u(In) 9.11 8.14 Service Load Deflection Os(In) 240 232 Allow Service Deflection (In) 251 251 Steel Ratio (x1000) p 1444 10 28 Allowable Steel Ratio 2188 2188 Carl Strain( x1000) at 1 7 183 Allowable Concrete Strain 225 225 Steel Strain (x1000) at 2 W 207 Allowable Steel Strain 207 207 Cracked Moment Of lnera (X Is) 0834 6301 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 100 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel E8—E01 thin E24 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+19W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 218 D+18 IT 319 D+06 W 419 D+6]5IT+0 75d 6W) 519 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel E3 -{O1 thin E24 Strip Number 1 2 3 Strip Width one Max Heart 38508 Mae Width 259388 Load Width yTotal Panel Wt ]6]59165 CG.X 12 943 A Structural Thickness (In) Concrete 1895onAds CG.Y 218648 Distance to Analysts Point (ft) ADRelnfWt 3674Its Slenderness : 5291 Unbaced Lengtll w(ft) AD SDRelnf: 3670par BuIding Code ACI 31814 —50E tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 40 Ps for, TBS Bars: 84s@181n Controlling Strength LC. 4 Steel: 600 ca Vert. TBS Bars: M5's@181n 5 5 Panel Dad X Y WIRb Height Thick ].15 1480 ].15 top 080 3350 2680 3350 880 V 1440 Factored Axial some bottom 090 590 2.00 590 2155 Factored Pressure Wu(klf) 0208 opening 200 0 6 990 10 67 OIL OIL OIL opening 200 22.W 990 200 so hce so face Bar Quantity And Size opening 1500 590 990 1390 Cbal r H eight (In) 62 625 base support 090 0 6 '26.00 0 6 150 150 150 mof support 080 30 75 2600 30 75 Load Type XDim Y-Dlm Width Ecc(in) Fomes 1860 surtaceload 090 3350 2600 W3200 E 000par roof load 080 30 75 2600 480 D0500 Lm 1800 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+19W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 218 D+18 IT 319 D+06 W 419 D+6]5IT+0 75d 6W) 519 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel E3 -{O1 thin E24 Strip Number 1 2 3 Strip Width one 1 9 490 1 9 Load Width (ft) 650 1390 650 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (ft) 15 71 15 71 15 71 Unbaced Lengtll w(ft) 3142 3142 3142 Dist to cg. of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Controlling Strength LC. 4 4 4 Controlling Senate For LC. 5 5 5 Factored Applied Load Pua(klps) ].15 1480 ].15 Factored Panel Weight Puw(klps) 1382 9 72 1440 Factored Axial some Pu(klps) 2047 4202 2155 Factored Pressure Wu(klf) 0208 0416 0208 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size 6M5'a 11#5'S 6#5's Cbal r H eight (In) 62 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 350 425 350 Area of Steel Provided Asoni 1860 3410 1860 Factored Applied Moment Mua(IrvK) 3222 6445 3222 Factored Total Moment Muorg 4996 99]9 5095 Resisting Moment ,Mndnkc 571 10682 5]3.1 Cracking Moment Mching 948 1926 948 Ultimate Dead Deflection Ar(In) 86/ 841 869 Service Load Deflection Os(In) 2/25 240 231 Allow Service Deflection (In) 251 251 251 Steel Ratio (x1000) p 12 72 1148 12 72 Allowable Steel Ratio 2188 2188 2188 Concrete Strain( x1000) at 155 145 156 Allowable Concrete Strain 22 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 207 207 207 Cracked Moment Of lnera (X Is) 0813 6317 0818 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 101 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel E4—E01 thm E24 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Com blnations=L C (Senn ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel E4 -{O1 thin E24 Strip Number 1 2 3 Strip Width one 1 9 Max Height 3850A Mae Width 25 938 A 650 1300 650 Structural Thickness Total Panel Wt 11159115 0G.X 12639ft Distance to Analysts Point (ft) 15 71 15 71 Concrete 1895cuyds CG.Y 21064A 3142 3142 DISI to c . of Steel tl(In) ADPei IWt 3 657 Has Slenderness : 5291 0 0900 _ _ 0900 ADRelnt 3O53par Building Code ACI 31814 4 �51 5 Concrete fc 40k51 Harz. TBS Baa: 84s@181n ].15 1430 ].15 Factored Panel Weight Steel: 60O kat Vert. TBS Bars: M5's@181n Factored Axial some Pu(klps) 2155 4202 Panel Dad X Y Width Height Thick 0416 0208 Design Status OIL top 000 3350 2600 3350 800 so face V so face Bar Quantity And Size bottom 000 500 '26.00 500 Chat r H eight (In) 625 625 625 Down Face Chair Height opening 200 0 6 960 10 67 150 Bar Spacing (In) 350 425 350 opening 1200 3 0 960 la oo 3410 1060 Factored Applied Moment Mua(IrvK) 3222 6445 opening 1500 22.67 960 200 5095 99]9 4996 Resisting Moment Hardin:) 5]3.1 base support 060 0 6 '26.00 0 6 Mchinp 948 1926 940 Ultimate Dead Deflection mof support 000 30 75 2600 30 75 8 6 LoaO Type x-0Im Y -Dim Width Ecc(in) Fomes Allow Service Deflection (In) surtaceload 060 3350 2600 W3200 E 000par 1148 roof load 000 30 75 2600 400 D0500 Lm 1000 kit Carl Strain( x1000) Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Com blnations=L C (Senn ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel E4 -{O1 thin E24 Strip Number 1 2 3 Strip Width one 1 9 400 1 9 Load Width (ft) 650 1300 650 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (ft) 15 71 15 71 15 71 Unbaced Lengtll w(ft) 3142 3142 3142 DISI to c . of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Controlling Strength LC. 4 4 4 Controlling Senate For LC. 5 5 5 Factored Applied Load Rubrical ].15 1430 ].15 Factored Panel Weight Puw(klps) 1440 9 72 13 32 Factored Axial some Pu(klps) 2155 4202 2047 Factored Prvssure Wu(klf) 0208 0416 0208 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size 6M5'a 11#5'S 6#5's Chat r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 350 425 350 Area of Steel Provided Asoni 1060 3410 1060 Factored Applied Moment Mua(IrvK) 3222 6445 3222 Factored Total Moment Muorp 5095 99]9 4996 Resisting Moment Hardin:) 5]3.1 10682 571 Cracking Moment Mchinp 948 1926 940 Ultimate Dead Deflection Ar(In) 869 841 8 6 Service Dead Deflection Os(In) 231 240 228 Allow Service Deflection (In) 251 251 251 Steel Ratio (x1000) p 12 72 1148 12 72 Allowable Steel Ratio 2138 2138 2138 Carl Strain( x1000) at 156 145 155 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 267 207 207 Cracked Moment Of lnera (X Is) 0318 6317 0313 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherintonnatlon on this Page 1 of Page 2 of 2 102 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel E5—E01 thin E24 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 218 D+18 IT 316 D+06 W 416 D +675IT+0 ]5(0 6W) 516 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel E5 -{O1 thin E24 Strip Number 1 2 3 Strip Width one 247 Max Heart 38508 Mae Width 259388 (ft) 850 yTotal Panel Wt 876481bs CG.X 13And A ].13 ].13 ].13 Concrete 2164onAds CG.Y 206268 1571 1571 Unbaced Lengtll ADRelnfWt 3596Its Slenderness : 5291 3142 DISI to c . of Steel tl(In) ADRelnf. 3593par Building Code ACI 31814 Strength Reduction Factor 0 0900 Concrete fc 40ca for, TBS Baa: 84s@181n 4 4 Steel. 600ca Vert. TBS Bars: M5'a@1Sn 5 5 5 Panel Dad X Y WIRb Height Thick 1522 483 Factored Panel Weight Puw(klps) top 080 3350 2680 3350 880 Factored Axial some Pu(klps) 28.18 4586 bottom 080 -580 2680 -580 0272 47 0.117 Design Status opening 250 -067 980 1067 OIL Reinforcement Level opening 250 080 1200 1480 future Bar Quantity And Size 36 opening 2067 -067 333 783 (In) 625 625 625 base supped 080 -067 '26.00 -067 150 150 Bar Spacing (In) mof support 080 3075 2600 3075 Area of Steel Provided Asoni 2480 Load Type XDim Y-Dlm Width Ecc(in) Fomes 6858 surtaceload 080 3350 2600 W3200 E 000par roof load 080 3075 2600 480 D0500 Lm 1800 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 218 D+18 IT 316 D+06 W 416 D +675IT+0 ]5(0 6W) 516 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel E5 -{O1 thin E24 Strip Number 1 2 3 Strip Width one 247 6.17 197 Load Width (ft) 850 1383 367 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (ft) 1571 1571 1571 Unbaced Lengtll W(R) 3142 3142 3142 DISI to c . of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Controlling Strength LC. 4 4 4 Controlling Senate For LC. 5 5 5 Factored Applied Load Pua(klps) 935 1522 483 Factored Panel Weight Puw(klps) 1883 3064 8.12 Factored Axial some Pu(klps) 28.18 4586 12.16 Factored Pressure Wu(klf) 0272 0443 0.117 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size £M5'S 10#5'S 3#5's Cbal r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 338 750 888 Area of Steel Provided Asoni 2480 3.100 0930 Factored Applied Moment Mua(IrvK) 4214 6858 1818 Factored Total Moment Muor g 6719 10227 2694 Resisting Moment ,Mndnkc 757.1 10346 308.1 Cracking Moment Mching 1189 2976 948 Ultimate Load Deflection Ar(In) 889 765 721 Service Load Deflection Os(In) 236 201 152 Allow Service Deflection (In) 251 251 251 Steel Ratio let 000) p 1353 677 636 Allowable Steel Ratio 2138 2138 2138 Concrete Strain( x1000) at 165 160 094 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 207 207 207 Cracked Moment Of lnera (X Is) 0327 6241 0203 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 103 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel E6 -EO1 thm E24 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D srt�a�rirs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel E6 -{O1 thm E24 Strip Number 1 2 3 Strip Width one 1 9 Max Height 3850A Mae Width 25 938 A (ft) 650 1300 650 Total Panel Wt 767591bs CG.X 12 994 A ].13 ].13 Distance to Analysts Point (ft) Concrete 1895onAds CG.Y 21064A Unbaced Lengtll W(R) 3142 3142 ADRelnfWt 3649Has Slenderness : 5291 6.19 6.19 _ Strength Reduction Factor ADPei 1 3O45par Building Code ACI 31814 0900 �52� 4 Concrete fc 40ca for, TBS Baa: 8Ps@181n 5 5 5 Steel. 600ca Vert. TBS Bars: Mss @181n 1430 ].15 Factosit Panel Weight Pulerips) Panel Dad X Y Width Height Thick Facto red Axial some Pu(klps) 2155 4202 top 000 3350 2600 3350 800 0208 0416 0208 Design Status bottom 000 -500 2600 -500 OIL Reinforcement Level so face �g� so face opening 00 00 2 3 900 1300 11#55 \ l (In) 625 625 opening 1500 0 6 900 10 67 150 T 150 Bar Spacing (In) 350 opening 1500 22.67 900 200 Asoni 1360 3410 1360 Factored Applied Moment Mua(IrvK) base support 000 0 6 '26.00 0 6 Factored Total Moment Muorg 5095 99]9 4993 mof support 000 30 75 2600 30 75 Load Type XDim Y-Dlm Width Ecc(in) Fomes 1926 surtaceload 060 3350 2600 W3200 E 000par Loch load 000 30 75 2600 400 D0500 Lm 1000 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D srt�a�rirs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel E6 -{O1 thm E24 Strip Number 1 2 3 Strip Width one 1 9 400 1 9 Load Width (ft) 650 1300 650 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (ft) 15 71 15 71 15 71 Unbaced Lengtll W(R) 3142 3142 3142 DISI to c . of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Controlling Strength LC. 4 4 4 Controlling Senate For LC. 5 5 5 Factoatl Applied Load Rubrical ].15 1430 ].15 Factosit Panel Weight Pulerips) 1440 9 72 1332 Facto red Axial some Pu(klps) 2155 4202 2047 Factored Prvssure Wu(klf) 0208 0416 0208 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size 6#55 11#55 6#5s Cbal r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 350 425 350 Area of Steel Provided Asoni 1360 3410 1360 Factored Applied Moment Mua(IrvK) 3222 6445 3222 Factored Total Moment Muorg 5095 99]9 4993 Resisting Moment Hardin:) 5]3.1 10682 571 Cracking Moment Mching 948 1926 943 Ultimate Dead Deflection Ar(In) 869 841 8 6 Service Dead Deflection Os(In) 231 240 228 Allow Service Deflection (In) 251 251 251 Steel Ratio (x1000) p 12 72 1148 12 72 Allowable Steel Ratio 2138 2138 2138 Carl Strain( x1000) at 156 145 155 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 267 207 207 Cracked Moment Of lnera (X Is) 0318 6317 0313 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 104 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel E7 -E01 thm E24 Max Height 3850A Mae Width 25 938 A Total Panel Wt 785591bs CG.X 13.143A Concrete 1940onAds CG.Y 22020A ADRelnfWt 3543Has Slenderness : 5291 ADRelnf. 3540par Building Code ACI 31814 Concrete fc 40ca for, TBS Baa: 8Ps@181n Steel. 600ca Vert. TBS Bars: Mss @181n Panel Dad X Y WIRb Height Thick TOP 000 3350 2600 3350 800 bottom 000 -500 2600 -500 opening 200 300 900 1300 opening 1500 -03] 900 10 67 base support 000 -03] '26.00 -03] mof support 000 30 75 2600 30 75 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceload 000 3350 2600 W3200 E 0O0par roof load 000 30 75 2600 400 D0500 Lm 1000 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Combinations =L C (SeMce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel E7 -E01 thm E24 Strip Numher 1 2 3 Strip Width one 1 9 400 1 9 Load Width (ft) 650 1300 650 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (ft) 15 71 15 71 15 71 Unbaced Lengtll W(ft) 3142 3142 3142 DISI to c . of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factoatl Applied Load Rubrical ].15 1430 ].15 Factosit Panel Weight Pulerips) 1440 2330 1440 Facto red Axial some Pu(klps) 2155 43.10 2155 Factored Prvssure Wu(klf) 0208 0416 0208 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size 6#55 11#55 6#5s Cbal r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 350 425 350 Area of Steel Provided As(IM2) 1360 3410 1360 Factored Applied Moment Mua(IrvK) 3222 6445 3222 Factored Total Moment Muor g 5095 1007 ] 509 5 Resisting Moment Hardin:) 5]3.1 10703 5]3.1 Cracking Moment Mching 948 1926 943 Ultimate Dead Deflection Ar(In) 869 843 839 Service Load Deflection Os(In) 231 241 231 Allow Service Deflection (In) 251 251 251 Steel Ratio (x1000) p 12 72 1148 12 72 Allowable Steel Ratio 2138 2138 2138 Carl Strain( x1000) at 156 145 156 Allowable Concrete Strain 225 225 225 Steel Strain let 000) at 207 207 207 Allowable Steel Strain 207 207 207 Cracked Moment Of lnera (X Is) 0318 6319 0318 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 105 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel E8—E01 thin E24 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+16W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+075d 6W) 510 D+06 W 610D srt�a�rirs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel E8 -{O1 thin E24 Strip Number 1 2 3 Strip Width one Max Heart 3850A Mae Width 25 938 A (ft) yTotal Panel Wt ]6]59165 CG.X 13 299 A ].13 ].13 Concrete 1895onAds CG.Y 21064A 15 71 15 71 ADRelnfWt 3665Its Slenderness : 5291 —53E_ Dist to cg. of Steel ADRelnf: 3O62par BuIding Code ACI 31814 Strength Reduction Factor 0 ConcreteYc 40 Ps for, TBS Bars: 84s@181n 4 4 Steel: 600ca Vert. TBS Bars: M5's@181n 5 5 Facto retl Applied Load Panel Dad X Y WIRb Height Thick Factosit Panel Weight Puw(klps) 13 32 TOP 000 3350 2600 3350 800 2047 4202 2155 bottom 000 -500 2600 -500 0416 0208 Design Status LF �12 OIL opening 200 300 900 1300 so face so hce \x 1 Bar Quantity And Size 6M5'a opening 200 22.67 900 200 (In) 625 it 625 Down Face Chair Height (In) opening 1500 0 6 900 10 67 Bar Spacing (In) 350 _base 350 Area of Steel Provided supped 000 0 6 '26.00 0 6 1360 Factored Applied Moment Mua(IrvK) 3222 6445 3222 OFF support 060 3075 '26.00 3075 99]9 Load Type XDim Y-Dlm Width Ecc(in) Fomes 10682 5]3.1 surtaceload 060 3350 2600 W3200 E 000par Ultimate Dead Deflection roof load 000 3075 2600 400 D0500 Lm 1000 kit Os(In) Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+16W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+075d 6W) 510 D+06 W 610D srt�a�rirs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel E8 -{O1 thin E24 Strip Number 1 2 3 Strip Width one 1 9 400 1 9 Load Width (ft) 650 1300 650 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (ft) 15 71 15 71 15 71 Unbaced Lengtll w(ft) 3142 3142 3142 Dist to cg. of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Facto retl Applied Load Pua(klps) ].15 1430 ].15 Factosit Panel Weight Puw(klps) 13 32 9 72 1440 Factored Axial some Pu(klps) 2047 4202 2155 Factored Pressure Wu(klf) 0208 0416 0208 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size 6M5'a 11#5'S 6#5's Cbal r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 350 425 350 Area of Steel Provided Asoni 1360 3410 1360 Factored Applied Moment Mua(IrvK) 3222 6445 3222 Factored Total Moment Muorg 4996 99]9 5095 Resisting Moment ,Mndnkc 571 10682 5]3.1 Cracking Moment Mching 948 1926 943 Ultimate Dead Deflection Ar(In) 86/ 841 839 Service Load Deflection Os(In) 2/23 240 231 Allow Service Deflection (In) 251 251 251 Steel Ratio (x1000) p 12 72 1148 12 72 Allowable Steel Ratio 2138 2138 2138 Concrete Strain( x1000) at 155 145 156 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 267 207 207 Cracked Moment Of lnera (X Is) 0313 6317 0318 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 106 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel E9—E01 thin E24 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 218 D+18 IT 318 D+06 W 418 D +675IT+0 75d 6W) 518 D+06 W 610D srt�a�rirs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel E9 -{O1 thin E24 Strip Number 1 2 3 Strip Width one Max Heart 38508 Mae Width 259388 Load Width yTotal Panel Wt 837481bs CG.X 12 315 A Structural Thickness (In) Concrete 2068onAds CG.Y 208918 Distance to Analysts Point (ft) ADRelnfWt 3847Its Slenderness : 5291 Unbaced Lengtll w(ft) ADRelnf: 3843par Building Code ACI 31814 _ `54E tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 ConcreteYc 40 ca for, TBS Bars: 84's@18In Contalling Strength LC. Steel: 600ca Vert. TBS Bars: M5's@18In Contra no Senate For LC. Panel Dad X Y WIRb Height Thick Factored Applied Load Pua(klps) TOP 080 3350 2680 3350 880 Factored Panel Weight Puw(klps) bottom 080 -580 2680 -580 Factored Axial some Pu(klps) opening 200 22.67 980 200 Factored Pressure Wu(klf) opening 767 -067 333 783 37 13 opening 1500 -080 980 1380 Reinforcement Level base supped 080 -067 26.00 -067 Bar Quantity And Size mof support 080 3075 2600 3075 Load Type XDim Y-Dlm Width Ecc(in) Fomes 625 surtaceload 060 3350 2600 W3200 E 000par roof load 080 3075 2600 480 D0500 Lm 1800 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 218 D+18 IT 318 D+06 W 418 D +675IT+0 75d 6W) 518 D+06 W 610D srt�a�rirs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel E9 -{O1 thin E24 Strip Number 1 2 3 Strip Width one 197 480 197 Load Width (ft) 650 1380 650 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (ft) 1571 1571 1571 Unbaced Lengtll w(ft) 3142 3142 3142 Dist to cg. of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factored Applied Load Pua(klps) ].15 1430 ].15 Factored Panel Weight Puw(klps) 13 32 27 72 1440 Factored Axial some Pu(klps) 2047 4202 2155 Factored Pressure Wu(klf) 0208 0416 0208 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size 6M5'a 11#5'S 6#5's Cbal r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 350 425 350 Area of Steel Provided Asoni 1860 3410 1860 Factored Applied Moment Mua(IrvK) 3222 6445 3222 Factored Total Moment Muorg 4996 9979 5095 Resisting Moment ,Mndnkc 5712 10682 573.1 Cracking Moment Mching 948 1926 948 Ultimate Dead Deflection Ar(In) 86/ 841 869 Service Load Deflection Os(In) 2/28 240 231 Allow Service Deflection (In) 251 251 251 Steel Ratio let 000) p 1272 1148 1272 Allowable Steel Ratio 2138 2138 2138 Concrete Strain( x1000) at 155 145 156 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 267 207 207 Cracked Moment Of lnera (X Is) 0313 6317 0318 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 107 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: E10-{01 thm E24 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Com blnations=L C (Senn ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: E10—E01 thm E24 Strip Number 1 2 3 Strip Width one 1 9 Max Height 3850A Mae Width 25 938 A 650 1300 650 Structural Thickness Total Panel Wt 11159115 0G.X 12639A Distance to Analysts Point (ft) 15 71 15 71 Concrete 1895onAds CG.Y 21064A 3142 3142 DISI to c . of Steel tl(In) ADRelnfWt 3657Has Slenderness : 5291 0 0900 _ _ 0900 ADPei 1 3O53par Building Code ACI 31814 4 �55 _ 5 Concrete fc 40k51 Harz. TBS Baa: 84s@181n ].15 1430 ].15 Factored Panel Weight Steel: 60O kat Vert. TBS Bars: M5's@181n Factored Axial some Pu(klps) 2155 4202 Panel Dad X Y Width Height Thick 0416 0208 Design Status OIL top 000 3350 2600 3350 800 so face so hce so face Bar Quantity And Size bottom 000 500 '26.00 500 Chat r H eight (In) 625 625 �1 Down Face Chair Height opening 200 0 6 960 10 67 150 Bar Spacing C14 350 425 350 opening 1500 2260 960 1260 3410 1060 Factored Applied Moment Mua(IrvK) 3222 6445 opening 1500 22 67 960 200 5095 99]9 4996 Resisting Moment Hardin:) 5]3.1 base support 060 -0 6] '16.00 -06] Mchinp 948 1926 940 Ultimate Dead Deflection mof support 000 30 75 2600 30 75 8 6 Load Type x-0Im Y -Dim Width Ecc(in) Fomes Allow Service Deflection (In) surtaceload 060 3350 2600 W3200 E 000par 1148 roof load 000 30 75 2600 400 D0500 Lm 1000 kit Carl Strain( x1000) Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Com blnations=L C (Senn ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: E10—E01 thm E24 Strip Number 1 2 3 Strip Width one 1 9 400 1 9 Load Width (ft) 650 1300 650 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (ft) 15 71 15 71 15 71 Unbaced Lengtll w(ft) 3142 3142 3142 DISI to c . of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Controlling Strength LC. 4 4 4 Controlling Senate For LC. 5 5 5 Factored Applied Load Rubrical ].15 1430 ].15 Factored Panel Weight Puw(klps) 1440 9 72 13 32 Factored Axial some Pu(klps) 2155 4202 2047 Factored Prvssure Wu(klf) 0208 0416 0208 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size 6M5'a 11#5'S 6#5's Chat r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 350 425 350 Area of Steel Provided Asoni 1060 3410 1060 Factored Applied Moment Mua(IrvK) 3222 6445 3222 Factored Total Moment Muorp 5095 99]9 4996 Resisting Moment Hardin:) 5]3.1 10682 571 Cracking Moment Mchinp 948 1926 940 Ultimate Dead Deflection Ar(In) 869 841 8 6 Service Dead Deflection Os(In) 231 240 228 Allow Service Deflection (In) 251 251 251 Steel Ratio (x1000) p 12 72 1148 12 72 Allowable Steel Ratio 2138 2138 2138 Carl Strain( x1000) at 156 145 155 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 207 207 207 Cracked Moment Of lnera (X Is) 0318 6317 0313 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherintonnatlon on this Page 1 of Page 2 of 2 m romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: Ell -{01 thm E24 Max Height 3850A Mae Width 25 938 A Total Panel Wt 876481bs CG.X 13 403 A Concrete 2164onAds CG.Y 20 626 A ADRelnfWt 3253Has Slenderness : 5291 ADRelnt 3250par Building Code ACI 31814 Concrete fc 40ca for, TBS Baa: 8Ps@181n Steel. 600ca Vert. TBS Bars: Mss @181n Panel Dad X Y Width Height Thick TOP 080 3350 2680 3350 880 bottom 080 -580 2680 -580 opening 200 -06] 960 10 67 opening 20 67 -06] 383 ]83 base support 060 -06] '26.00 -06] mof support 080 30 75 2600 30 75 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceload 060 3350 2600 W3200 E 000par roof load 080 30 75 2600 480 D0500 Lm 1800 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Combinations =L C (Seance Deflection) 218 D+18 IT 316 D+06 W 416 D+6]5IT+0 75d 6W) 516 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: Ell -{01 thm E24 Strip Numher 1 2 3 Strip Width one 1 9 9 6 1 9 Load Width (ft) 650 1583 3 6 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (ft) 15 71 15 71 15 71 Unbaced Lengtll W(ft) 3142 3142 3142 DISI to c . of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factoatl Applied Load Rubrical ].15 1742 463 Factosit Panel Weight Pulerips) 1440 35 07 8.12 Facto red Axial some Pu(klps) 2155 5249 12.16 Factored Prvssure Wu(klf) 0208 6507 0.11] Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size 6#55 11#55 3#5s Chat r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 350 1160 888 Area of Steel Provided Asoni 1860 3410 0930 Factored Applied Moment Mua(IrvK) 3222 785 1818 Factored Total Moment Muor g 5095 11446 2694 Resisting Moment Hardin:) 5]3.1 1169 308.1 Cracking Moment Mching 948 4656 948 Ultimate Load Deflection Ar(In) 869 685 ]21 Service Load Deflection Os(In) 231 150 152 Allow Service Deflection (In) 251 251 251 Steel Ratio (x1000) p 12 72 4 75 6 36 Allowable Steel Ratio 2188 2188 2188 Carl Strain( x1000) at 156 0 7 094 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 207 207 207 Cracked Moment Of lnera (X Is) 0818 0.184 0203 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherintonnatlon on this. Page 1 of Page 2 of 2 109 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: E12-{01 thm E24 Max Height 3783A Mae Width 25 938 A Total Panel Wt ]]9191bs CG.X 13 710 A Concrete 1924onAds CG.Y 20 910 A ADRelnfWt 322Has Slenderness : 5291 ADRelnt 3281par Building Code ACI 31814 Concrete fc 40ca for, TBS Baa: 8Ps@181n Steel. 600ca Vert. TBS Bars: Mss @181n Panel Dad X Y Width Height Thick TOP 080 3283 2680 3283 880 bottom 080 -580 2680 -580 opening 233 -06] 1200 14 67 opening 20 67 -06] 383 ]83 base support 080 -06] '26.00 -06] mof support 080 30 75 2600 30 75 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceload 060 3283 2600 W3200 E 000par roof load 080 30 75 2600 480 D0500 Lm 1800 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Combinations =L C (Seance Deflection) 218 D+18 IT 316 D+06 W 416 D+6]5IT+0 75d 6W) 516 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: El2- E01 thm E24 Strip Numher 1 2 3 Strip Width one 230 633 1 9 Load Width (ft) 883 1480 3 6 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (ft) 15 71 15 71 15 71 Unbaced Lengtll W(ft) 3142 3142 3142 DISI to c . of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0 89 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factoatl Applied Load Rubrical 9.1] 1540 463 Factosit Panel Weight Pulerips) 17 79 29 89 ] 83 Facto red Axial some Pu(klps) 2696 4529 1186 Factored Prvssure Wu(klf) 026/ 0448 0.11] Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size £M55 10#55 3#5s Chat r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 3.13 ]]5 888 Area of Steel Provided Asoni 2480 3.100 0930 Factored Applied Moment Mua(IrvK) 413.1 694.1 1818 Factored Total Moment Muor g 6593 10244 267 2 Resisting Moment Hardin:) 7452 10358 30]5 Cracking Moment Mching 1169 3056 948 Ultimate Load Deflection Ar(In) 9.13 ]29 ]20 Service Load Deflection Os(In) 241 199 151 Allow Service Deflection (In) 251 251 251 Steel Ratio let 000) p 1451 659 636 Allowable Steel Ratio 2188 2188 2188 Carl Strain( x1000) at 1 7 098 094 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 267 207 207 Cracked Moment Of lnera (X Is) 0835 6237 0201 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherintonnatlon on this. Page 1 of Page 2 of 2 110 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: E13-{01 thm E24 Max Height 3783A Mae Width 25 938 A Total Panel Wt ]]9191bs CG.X 12227A Concrete 1924onAds CG.Y 20 910 A ADRelnfWt 32441as Slenderness : 5291 ADRelnt 3298par Building Code ACI 31814 Concrete fc 40ca for, TBS Baa: 8Ps@181n Steel. 600ca Vert. TBS Bars: Mss @181n Panel Dad X Y Width Height Thick TOP 080 3283 2680 3283 880 bottom 080 -580 2680 -580 opening 200 -06] 383 ]83 opening 11 67 -06] 1200 14 67 base support 060 -06] '26.00 -06] mof support 080 30 75 2600 30 75 Load Type XDim Y-Dlm Width Ecc(in) Fomes surtaceload 060 3283 2600 W3200 E 000par roof load 080 30 75 2600 480 D0500 Lm 1800 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Combinations =L C (Seance Deflection) 218 D+18 IT 316 D+06 W 416 D+6]5IT+0 75d 6W) 516 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: E18—E01 thm E24 Strip Numher 1 2 3 Strip Width one 1 9 633 230 Load Width (ft) 36/ 1480 883 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (ft) 15 71 15 71 15 71 Unbaced Lengtll W(ft) 3142 3142 3142 DISI to c . of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0 89 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factoatl Applied Load Rubrical 483 1540 9.1] Factosit Panel Weight Pulerips) ] 83 29 89 17 79 Facto red Axial some Pu(klps) 1186 4529 2696 Factored Prvssure Wu(klf) 0.11] 0448 0267 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size A#55 10#55 8#5s Chat r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 8 7 ]]5 3.13 Area of Steel Provided Asoni 0930 3.100 2480 Factored Applied Moment Mua(IrvK) 1818 694.1 413.1 Factored Total Moment Muorg 2672 10244 6598 Resisting Moment Hardin:) 3075 10358 745 Cracking Moment Mching 948 3056 1109 Ultimate Load Deflection Ar(m) ]26 ]29 9.13 Service Load Deflection Os(In) 151 199 241 Allow Service Deflection (In) 251 251 251 Steel Ratio let 000) p 636 659 1451 Allowable Steel Ratio 2188 2188 2188 Carl Strain( x1000) at 094 098 1 7 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 267 207 207 Cracked Moment Of lnera (X Is) 0201 6237 0835 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherintonnatlon on this. Page 1 of Page 2 of 2 111 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: E14-{01 thin E24 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 218 D+18 IT 316 D+06 W 416 D+675IT+075d 6W) 516 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: E14—E01 PUT E24 Strip Number 1 2 3 Strip Width one 197 Max Heart 38508 Mae Width 259388 36/ 1583 yTotal Panel Wt 855481bs CG.X 12 365 A ].13 Distance to Analysts Point (ft) Concrete 21.12cuyds CG.Y 216548 W(R) 3142 3142 StrRelnfWt 3234Its Slenderness : 5291 6.19 6.19 Strength Reduction Factor ADRelnf. 3230par Building Code ACI 31814 Contalling Strength LC. 4 Concrete fc 40ca for, TBS Baa: 8Ps@181n 5 5 5 Factored Applied Load Steel. 600ca Vert. TBS Bars: Mss @181n Factored Panel Weight Puw(klps) 8.12 3567 Panel Dad X Y Width Height Thick 5249 2155 Factored Pressure Wu(klf) TOP 080 3350 2680 3350 880 OIL OIL OIL bottom 080 -580 2680 -580 so hce so face Bar Quantity And Size 3#55 11#55 opening 200 -06/ 333 783 625 625 625 Down Face Chair Height (In) 150 opening 1500 -080 980 1380 (In) 875 1160 350 19 Asoni base support 080 -06] '1b.00 -06] Factored Applied Moment L41 1818 7856 3222 OFF support 060 3075 '26.00 3075 11446 Load Type XDim Y-Dlm Width Ecc(in) Fomes 573.1 Catkin Moment surtaceload 060 3350 2600 W3200 E 000par 721 roof load 080 3075 2600 480 D0500 Lm 1800 kit 231 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 218 D+18 IT 316 D+06 W 416 D+675IT+075d 6W) 516 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: E14—E01 PUT E24 Strip Number 1 2 3 Strip Width one 197 967 197 Load Width (ft) 36/ 1583 650 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (ft) 1571 1571 1571 Unbaced Lengtll W(R) 3142 3142 3142 DISI to c . of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factored Applied Load Pua(klps) 463 1742 ].15 Factored Panel Weight Puw(klps) 8.12 3567 1440 Factored Axial some Pu(klps) 12.16 5249 2155 Factored Pressure Wu(klf) 0.117 6507 0208 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size 3#55 11#55 6#5s Cbal r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 875 1160 350 Area of Steel Provided Asoni 0930 3410 1860 Factored Applied Moment Mua(IrvK) 1818 7856 3222 Factored Total Moment Muor g 2694 11446 509 5 Resisting Moment ,Mndnkc 308.1 11697 573.1 Catkin Moment Mchin g 948 4656 948 Ultimate Dead Deflection Ar(In) 721 685 869 Service Load Deflection Os(In) 152 150 231 Allow Service Deflection (In) 251 251 251 Steel Ratio let 000) p 636 475 1272 Allowable Steel Ratio 2138 2138 2138 Concrete Strain( x1000) at 094 079 156 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 207 207 207 Cracked Moment Of lnera (X Is) 0203 0.184 0318 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for NrtM1erintonnaflon on this. Page 1 of Page 2 of 2 112 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: E15-{01 thin E24 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+19W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 218 D+18 IT 319 D+06 W 419 D+6]5IT+0 75d 6W) 519 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: E15—E01 PUT E24 Strip Number 1 2 3 Strip Width one Max Heart 38508 Mae Width 259388 Load Width yTotal Panel Wt ]6]59165 CG.X 12 943 A Structural Thickness (In) Concrete 1895onAds CG.Y 218648 Distance to Analysts Point (ft) ADRelnfWt 3004Its Slenderness : 5291 Unbaced Lengtll w(ft) SDRelnf: AD 3670par BuIding Code ACI 31814 —56E tl(In) 6.19 40 Ps for, TBS Bars: 84s@181n Strength Reduction Factor 0 Steel: 600 ca Vert. TBS Bars: M5's@181n Contalling Strength LC. Panel Dad X Y WIRb Height Thick Contra no Senate For LC. TOP 080 3350 2680 3350 880 Factoatl Applied Load Pua(klps) bottom 090 590 '26.00 590 Factosit Panel Weight Y \Z/ opening 200 0 6 990 10 67 Pu(klps) 2047 4202 opening 200 22.00 980 200 JIT"T20'LC, 0416 0208 opening 1500 590 990 1390 OIL _ _� � base support 090 -06] '16.00 -06] eaface Bar Quantity And Size mof support 080 30 75 2600 30 75 Load Type XDim Y-Dlm Width Ecc(in) Fomes 625 surtaceload 090 3350 2600 W3200 E 000par roof load 080 30 75 2600 480 D0500 Lm 1800 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+19W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 218 D+18 IT 319 D+06 W 419 D+6]5IT+0 75d 6W) 519 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: E15—E01 PUT E24 Strip Number 1 2 3 Strip Width one 1 9 490 1 9 Load Width (ft) 650 1390 650 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (ft) 15 71 15 71 15 71 Unbaced Lengtll w(ft) 3142 3142 3142 Dist to cg. of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factoatl Applied Load Pua(klps) ].15 1480 ].15 Factosit Panel Weight Puw(klps) 1382 9 72 1440 Factored Axial some Pu(klps) 2047 4202 2155 Factored Pressure Wu(klf) 0208 0416 0208 Design Staff OIL OIL OIL Reinforcement Level eatoo e eface eaface Bar Quantity And Size 6M5'a 11#5'S 6#5's Cbal r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 350 425 350 Area of Steel Provided Asoni 1860 3410 1860 Factored Applied Moment Mua(IrvK) 3222 6445 3222 Factored Total Moment Muorg 4996 99]9 5095 Resisting Moment ,Mndnkc 571 10682 5]3.1 Cracking Moment Mching 948 1926 948 Ultimate Dead Deflection Ar(In) 86/ 841 869 Service Load Deflection Os(In) 2/25 240 231 Allow Service Deflection (In) 251 251 251 Steel Ratio (x1000) p 12 72 1148 12 72 Allowable Steel Ratio 2188 2188 2188 Concrete Strain( x1000) at 155 145 156 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 200 207 207 Cracked Moment Of lnera (X Is) 0813 6317 0818 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for NrtM1erintonnatlon on this. Page 1 of Page 2 of 2 113 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: E16-{01 thm E24 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Com blnations=L C (Senn ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: El -E01 thm E24 Strip Number 1 2 3 Strip Width one 1 9 Max Height 3850A Mae Width 25 938 A 650 1300 650 Structural Thickness Total Panel Wt 11159115 0G.X 12639A Distance to Analysts Point (ft) 15 71 15 71 Concrete 1895onAds CG.Y 21064A 3142 3142 DISI to c . of Steel tl(In) ADRelnfWt 3657Has Slenderness : 5291 0 0900 _ 0900 ADRelnt 3O53par Building Code ACI 31814 4 Controlling Senate For LC. 5 Concrete fc 40k51 Harz. TBS Baa: 8Ps@181n ].15 1430 ].15 Factored Panel Weight Steel. 600k51 Vert. TBS Bars: Mss @181n Factored Axial some Pu(klps) 2155 4202 Panel Dad X Y Width Height Thick 0416 0208 Design Status OIL top 000 3350 2600 3350 800 so face V so face Bar Quantity And Size bottom 000 500 '26.00 500 Chat r H eight (In) 625 625 625 Down Face Chair Height opening 200 0 6 960 10 67 150 Bar Spacing \� 350 425 350 opening 1500 2260 960 1260 3410 1060 Factored Applied Moment Mua(IrvK) 3222 6445 opening 1500 22 67 960 200 5095 99]9 4996 Resisting Moment Hardin:) 5]3.1 base support 060 -0 6] '16.00 -06] Mchinp 948 1926 940 Ultimate Dead Deflection mof support 000 30 75 2600 30 75 8 6 Load Type x-0Im Y -Dim Width Ecc(in) Fomes Allow Service Deflection (In) surtaceload 060 3350 2600 W3200 E 000par 1148 roof load 000 30 75 2600 400 D0500 Lm 1000 kit Carl Strain( x1000) Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Com blnations=L C (Senn ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: El -E01 thm E24 Strip Number 1 2 3 Strip Width one 1 9 400 1 9 Load Width (ft) 650 1300 650 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (ft) 15 71 15 71 15 71 Unbaced Lengtll W(R) 3142 3142 3142 DISI to c . of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Controlling Strength LC. 4 4 4 Controlling Senate For LC. 5 5 5 Factored Applied Load Rubrical ].15 1430 ].15 Factored Panel Weight Puw(klps) 1440 9 72 13 32 Factored Axial some Pu(klps) 2155 4202 2047 Factored Prvssure Wu(klf) 0208 0416 0208 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size 6#55 11#55 6#5s Chat r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 350 425 350 Area of Steel Provided Asoni 1060 3410 1060 Factored Applied Moment Mua(IrvK) 3222 6445 3222 Factored Total Moment Muorp 5095 99]9 4996 Resisting Moment Hardin:) 5]3.1 10682 571 Cracking Moment Mchinp 948 1926 940 Ultimate Dead Deflection Ar(In) 869 841 8 6 Service Dead Deflection Os(In) 231 240 228 Allow Service Deflection (In) 251 251 251 Steel Ratio (x1000) p 12 72 1148 12 72 Allowable Steel Ratio 2138 2138 2138 Carl Strain( x1000) at 156 145 155 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 207 207 207 Cracked Moment Of lnera (X Is) 0318 6317 0313 General Notes: i) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for tuMerintonnatlon on this Page 1 of Page 2 of 2 114 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: E17 -E01 thin E24 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 218 D+18 IT 316 D+06 W 416 D +675IT+0 ]5(0 6W) 516 D+06 W 610D srt�a�rirs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: Ell - E01 PUT E24 Strip Number 1 2 3 Strip Width one Max Heart 3850A Mae Width 25 938 A Load Width yTotal Panel Wt 876481bs CG.X 12 590 A Structural Thickness (In) Concrete 2164onAds CG.Y 20 626 A Distance to Analysts Point (tt) ADRelnfWt 3674Its Slenderness : 5291 Unbaced Lengtll W(tt) ADRelnf. 3670par Building Code ACI 31814 DISI to c . of Steel tl(In) Concrete fc 40ca for, TBS Baa: 84s@181n Strength Reduction Factor 0 Steel. 600ca Vert. TBS Bars: M5'a@1Sn Controlling Strength LC. Panel Dad X Y WIRb Height Thick Controlling Senate For LC. 5 top 080 3350 2680 3350 880 Pa(klps) 483 1522 935 bottom 080 500 2600 -580 3064 1883 Factored Al some Pu(klps) open Ing 200 0W 333 783 Factored Pssure Wu(klf) pq 0443 penno 1150 000 1200 1480 future 42 OIL OIL Reinforcement Level opening 1450 0W 980 1067 so face Bar Quantity And Size Ir V 3M5'a b support 060 0 W '26.00 0 67 (In) 625 625 mof support 080 3075 2600 3075 Load Type XDim Y-Dlm Width Ecc(in) Fomes (In) surtaceload 060 3350 2600 W3200 E 000par roof load 080 3075 2600 480 D0500 Lm 1800 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 218 D+18 IT 316 D+06 W 416 D +675IT+0 ]5(0 6W) 516 D+06 W 610D srt�a�rirs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: Ell - E01 PUT E24 Strip Number 1 2 3 Strip Width one 197 6.17 247 Load Width (tt) 36/ 1383 850 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (tt) 1571 1571 1571 Unbaced Lengtll W(tt) 3142 3142 3142 DISI to c . of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Controlling Strength LC. 4 4 4 Controlling Senate For LC. 5 5 5 Factored Applid Load Pa(klps) 483 1522 935 Factored PIW gM Pw(klps) 8.12 3064 1883 Factored Al some Pu(klps) 12.16 4586 28.18 Factored Pssure Wu(klf) 0.117 0443 0272 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size 3M5'a 10#5'S 8#5's Cbal r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 875 750 338 Area of Steel Provided Asoni 0930 3.100 2480 Factored Applied Moment Mua(IrvK) 1818 6858 4214 Factored Total Moment Muor g 2694 10227 6719 Resisting Moment ,Mndnkc 308.1 10346 757.1 Cracking Moment Mching 948 2978 1189 Ultimate Load Deflection Ar(In) 721 785 889 Service Load Deflection Os(In) 152 201 236 Allow Service Deflection (In) 251 251 251 Steel Ratio let 000) p 636 677 1353 Allowable Steel Ratio 2138 2138 2138 Concrete Strain( x1000) at 094 180 165 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 207 207 207 Cracked Moment Of lnera (X Is) 0203 6241 0327 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 115 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: E18-{01 thin E24 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+16W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: El8—E01 PUT E24 Strip Number 1 2 3 Strip Width one Max Heart 3850A Mae Width 25 938 A (ft) yTotal Panel Wt ]6]59165 CG.X 13 299 A ].13 ].13 Concrete 1895onAds CG.Y 21064A 15 71 15 71 ADRelnfWt 3665Its Slenderness : 5291 —58E Dist to cg. of Steel AD SDRelnf: 3O62par BuIding Code ACI 31814 Strength Reduction Factor 0 0900 6900 40 Ps Tore TBS Bars: 84s@181n 4 4 4 Steel: 600 ca Vert. TBS Bars: M5's@181n 5 Factoatl Applied Load Pua(klps) Panel Dad X Y Width Height Thick Puw(klps) 1332 9 72 top 000 3350 2600 3350 800 4202 2155 Factored Pressure bottom 000 -500 2600 -500 0208 Design Status OIL OIL OIL opening 2 3 00 00 900 1300 so hce so face al 6M5'a 11#5'S opening 200 22.67 900 200 625 625 625 Down Face Chair Height (In) 150 opening 1500 06] 900 106] (In) 350 425 350 Area of Steel Provided Asoni base support 000 0 6 '26.00 0 6 Factored Applied Moment Mua(IrvK) 3222 6445 3222 mof support 000 30 75 2600 30 75 99]9 LoaO Type x-0Im Y -Dim Width Ecc(in) Fomes 10682 5]3.1 surtaceload 060 3350 2600 W3200 E 000par Ultimate Dead Deflection roof load 000 30 75 2600 400 D0500 Lm 1000 kit Os(In) Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+16W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: El8—E01 PUT E24 Strip Number 1 2 3 Strip Width one 1 9 400 1 9 Load Width (ft) 650 1300 650 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (ft) 15 71 15 71 15 71 Unbaced Lengtll w(ft) 3142 3142 3142 Dist to cg. of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factoatl Applied Load Pua(klps) ].15 1430 ].15 Factosit Panel Weight Puw(klps) 1332 9 72 1440 Facto red Axial some Pu(klps) 2047 4202 2155 Factored Pressure Wu(klf) 0208 0416 0208 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size 6M5'a 11#5'S 6#5's Cbal r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 350 425 350 Area of Steel Provided Asoni 1360 3410 1360 Factored Applied Moment Mua(IrvK) 3222 6445 3222 Factored Total Moment Muorp 4996 99]9 5095 Resisting Moment 0Mn(Inkc 571 10682 5]3.1 Cracking Moment Mchinp 948 1926 943 Ultimate Dead Deflection Ar(In) 86/ 841 839 Service Load Deflection Os(In) 2/23 240 231 Allow Service Deflection (In) 251 251 251 Steel Ratio (x1000) p 12 72 1148 12 72 Allowable Steel Ratio 2138 2138 2138 Concrete Strain( x1000) at 155 145 156 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 267 207 207 Cracked Moment Of lnera (X Is) 0313 6317 0318 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 116 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: E19-{01 thm E24 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Senn ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D srt�a�rirs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: El9—E01 thm E24 Strip Number 1 2 3 Strip Width one 1 9 Max Height 3850A Mae Width 25 938 A (ft) 650 1300 650 Total Panel Wt 767591bs CG.X 12 994 A ].13 ].13 Distance to Analysts Point (ft) Concrete 1895onAds CG.Y 21064A Unbaced Lengtll W(R) 3142 3142 ADRelnfWt 3649Has Slenderness : 5291 6.19 6.19 _ Strength Reduction Factor ADRelnt 3O45par Building Code ACI 31814 0900 Controlling Strength LC. 50� 4 Concrete fc 40ca for, TBS Baa: 8Ps@181n 5 5 5 Steel. 600ca Vert. TBS Bars: Mss @181n 1430 ].15 Factosit Panel Weight Pulerips) Panel Dad X Y Width Height Thick Facto red Axial some Pu(klps) 2155 4202 top 000 3350 2600 3350 800 0208 0416 0208 Design Status bottom 000 -500 2600 -500 OIL Reinforcement Level or so hce so face opening opening 00 00 2 3 900 1300 11#55 6#5s Chat r H eight (In) 625 625 opening 1500 0 6 900 10 67 150 n 150 Bar Spacing (In) 350 opening 1500 22.67 900 200 Asoni 1360 3410 1360 Factored Applied Moment Mua(IrvK) base supped 000 0 6 '26.00 0 6 Factored Total Moment Muorg 5095 99]9 4993 mof support 000 30 75 2600 30 75 Load Type XDim Y-Dlm Width Ecc(in) Fomes 1926 surtaceload 060 3350 2600 W3200 E 000par Loch load 000 30 75 2600 400 D0500 Lm 1000 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Senn ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D srt�a�rirs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: El9—E01 thm E24 Strip Number 1 2 3 Strip Width one 1 9 400 1 9 Load Width (ft) 650 1300 650 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (ft) 15 71 15 71 15 71 Unbaced Lengtll W(R) 3142 3142 3142 DISI to c . of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Controlling Strength LC. 4 4 4 Controlling Senate For LC. 5 5 5 Factoatl Applied Load Rubrical ].15 1430 ].15 Factosit Panel Weight Pulerips) 1440 9 72 1332 Facto red Axial some Pu(klps) 2155 4202 2047 Factored Prvssure Wu(klf) 0208 0416 0208 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size 6#55 11#55 6#5s Chat r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 350 425 350 Area of Steel Provided Asoni 1360 3410 1360 Factored Applied Moment Mua(IrvK) 3222 6445 3222 Factored Total Moment Muorg 5095 99]9 4993 Resisting Moment Hardin:) 5]3.1 10682 571 Cracking Moment Mching 948 1926 943 Ultimate Dead Deflection Ar(In) 869 841 8 6 Service Dead Deflection Os(In) 231 240 228 Allow Service Deflection (In) 251 251 251 Steel Ratio (x1000) p 12 72 1148 12 72 Allowable Steel Ratio 2138 2138 2138 Carl Strain( x1000) at 156 145 155 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 267 207 207 Cracked Moment Of lnera (X Is) 0318 6317 0313 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherintonnatlon on this. Page 1 of Page 2 of 2 117 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: E20-{01 thm E24 Max Height 3783A Mae Width 25 938 A Total Panel Wt 838191bs CG.X 13 585 A Concrete 2070onAds CG.Y 20701A ADRelnfWt 3,185Has Slenderness : 5291 ADRelnt 3238par Building Code ACI 31814 Concrete fc 40ca for, TBS Baa: 8Ps@181n Steel. 600ca Vert. TBS Bars: Mss @181n Panel Dad X Y Width Height Thick TOP 080 3283 2680 3283 880 bottom 080 -580 2680 -580 opening 200 300 980 1380 opening 20 67 -06] 383 ]83 base support 080 -06] '26.00 -06] mof support 080 30 75 2600 30 75 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceload 060 3283 2600 W3200 E 000par roof load 080 30 75 2600 480 D0500 Lm 1800 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Combinations =L C (Seance Deflection) 218 D+18 IT 316 D+06 W 416 D+6]5IT+0 75d 6W) 516 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: E20—E01 thm E24 Strip Numher 1 2 3 Strip Width one 1 9 9 6 1 9 Load Width (ft) 650 1583 3 6 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (ft) 15 71 15 71 15 71 Unbaced Lengtll W(ft) 3142 3142 3142 DISI to c . of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factoatl Applied Load Rubrical ].15 1742 463 Factosit Panel Weight Pulerips) 1388 3380 ]83 Facto red Axial some Pu(klps) 2163 5122 1186 Factored Prvssure Wu(klf) 0208 6507 0.11] Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size 6#55 11#55 3#5s Chat r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 350 1160 8 7 Area of Steel Provided Asoni 1860 3410 0930 Factored Applied Moment Mua(IrvK) 3222 785 1818 Factored Total Moment Muor g 5048 1135 5 267 2 Resisting Moment Hardin:) 5722 11667 30]5 Cracking Moment Mching 948 4656 948 Ultimate Load Deflection Ar(In) 868 684 ]20 Service Load Deflection Os(In) 230 149 151 Allow Service Deflection (In) 251 251 251 Steel Ratio (x1000) p 12 72 4 75 6 36 Allowable Steel Ratio 2188 2188 2188 Carl Strain( x1000) at 156 0 7 094 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 267 207 207 Cracked Moment Of lnera (X Is) 0815 0.183 0201 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherintonnatlon on this. Page 1 of Page 2 of 2 118 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: E21-{01 thm E24 Max Height 3783A Mae Width 25 938 A Total Panel Wt 768301bs CG.X 13.146A Concrete 1897onAds CG.Y 21 657 A ADRelnfWt 3461Has Slenderness : 5291 ADRelnt 3518par Building Code ACI 31814 Concrete fc 40ca for, TBS Baa: 8Ps@181n Steel. 600ca Vert. TBS Bars: Mss @181n Panel Dad X Y Width Height Thick TOP 080 3283 2680 3283 880 bottom 080 -580 2680 -580 opening 200 300 980 1380 opening 1580 -06] 980 10 67 base support 080 -06] '26.00 -06] mof support 080 30 75 2600 30 75 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceload 080 3283 2600 W3200 E 000par roof load 080 30 75 2600 480 D0500 Lm 1800 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+10W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Combinations =L C (Seance Deflection) 218 D+18 IT 318 D+06 W 418 D+6]5IT+0 75d 6W) 518 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: E21-{01 thm E24 Strip Numher 1 2 3 Strip Width one 1 9 480 1 9 Load Width (ft) 650 1380 650 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (ft) 15 71 15 71 15 71 Unbaced Lengtll W(ft) 3142 3142 3142 DISI to c . of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factoatl Applied Load Rubrical ].15 1480 ].15 Factosit Panel Weight Pulerips) 1388 27 76 1388 Facto red Axial some Pu(klps) 2183 4206 2183 Factored Prvssure Wu(klf) 0208 0416 0208 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size 6#55 11#55 6#5s Chat r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 350 425 350 Area of Steel Provided Asoni 1860 3410 1860 Factored Applied Moment Mua(IrvK) 3222 6445 3222 Factored Total Moment Muorg 5048 9982 5048 Resisting Moment Hardin:) 5722 10688 5722 Cracking Moment Mching 948 1926 948 Ultimate Dead Deflection Ar(In) 868 841 868 Service Load Deflection Os(In) 230 240 230 Allow Service Deflection (In) 251 251 251 Steel Ratio (x1000) p 12 72 1148 12 72 Allowable Steel Ratio 2188 2188 2188 Carl Strain( x1000) at 156 145 156 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 207 207 207 Cracked Moment Of lnera (X Is) 0815 6317 0815 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherintonnatlon on this. Page 1 of Page 2 of 2 119 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: E22- E01 thin E24 Load Combinations— F C (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+16W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Com binations=LC (Sers ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+075d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: E22- E01 PUT E24 Strip Number 1 2 3 Strip Width one Max Heart 3850A Mae Width 25 938 A (ft) yTotal Panel Wt ]6]59165 CG.X 13 299 A ].13 ].13 Concrete 1895onAds CG.Y 21064A 15 71 15 71 ADRelnfWt 3665Its Slenderness : 5291 —60E DISI to c . of Steel SDRelnf: 3O62par Building Code ACI 31814 Strength Reduction Factor 0 0900 Concrete fc 40 ca for, TBS Bars: 84s@181n 4 4 4 Steel: 600 ca Vert. TBS Bars: M5's@181n 5 Facto retl Applied Load Pua(klps) Panel Dad X Y WIRb Height Thick Pulerips) 13 32 9 72 TOP 000 3350 2600 3350 800 4202 2155 Factored Pressure bottom 000 -500 2600 -500 0208 Design Status �30 OIL opening 2 3 00 00 900 1300 so face so hce so face Bar Quantity And Size opening 200 22.67 900 200 Cbal r H eight (In) 32 625 625 opening 1500 0 6 900 10 67 150 150 Bar Spacing L 350 base support 000 0 6 '26.00 0 6 Asoni 1360 3410 1360 Factored Applied Moment OFF support 060 3075 '26.00 3075 3222 Load Type XDim Y-Dlm Width Ecc(in) Fomes 5095 Resisting Moment surtaceload 060 3350 2600 W3200 E 000par Mching roof load 000 3075 2600 400 D0500 Lm 1000 kit 86/ Load Combinations— F C (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+16W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Com binations=LC (Sers ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+075d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: E22- E01 PUT E24 Strip Number 1 2 3 Strip Width one 1 9 400 1 9 Load Width (ft) 650 1300 650 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysts Point (ft) 15 71 15 71 15 71 Unbaced Lengtll w(ft) 3142 3142 3142 DISI to c . of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Facto retl Applied Load Pua(klps) ].15 1430 ].15 Factosit Panel Weight Pulerips) 13 32 9 72 1440 Factored Axial some Pu(klps) 2047 4202 2155 Factored Pressure Wu(klf) 0208 0416 0208 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size 6M5'a 11#5'S 6#5's Cbal r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 350 425 350 Area of Steel Provided Asoni 1360 3410 1360 Factored Applied Moment Mua(IrvK) 3222 6445 3222 Factored Total Moment Muorg 4996 99]9 5095 Resisting Moment ,Mndnkc 571 10682 5]3.1 Cracking Moment Mching 948 1926 943 Ultimate Dead Deflection Ar(In) 86/ 841 839 Service Load Deflection Os(In) 2/23 240 231 Allow Service Deflection (In) 251 251 251 Steel Ratio (x1000) p 12 72 1148 12 72 Allowable Steel Ratio 2138 2138 2138 Concrete Strain( x1000) at 155 145 156 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 267 207 207 Cracked Moment Of lnera (X Is) 0313 6317 0318 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 120 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: E23-{01 thin E24 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+16W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: E23—E01 PUT E24 Strip Number 1 2 Strip Width one ]9] Max Helgbt 3850A Mae Width 25 938 A 1200 Structural Thickness (In) Total Panel Wt 81 761 Ips C G. X 12 705 A 15 71 15 71 Unbaced Lengtll Concrete 20.19cuyds CG.Y 20765A tl(In) 6.19 6.19 ADRelnfWt 2917Its Slenderness : 5291 Controlling Strength LC. 4 ADRelnf. 2914par Building Code ACI 31814 5 Factoatl Applied Load Pua(klps) Concrete #[ 40151 for, TBS Baa: 8Ps@18In 3101 2506 Factored Axial some Steel. 600 ca Vert. TBS Bars: M5'a @1Bln Wu(klf) 0448 6384 Panel Dad X Y WIRp Height Thick Reinforcement Level eatoo e top 000 3350 1600 3350 800 9455 / (In) top 1600 3300 1000 3300 800 150 \ 24 Bar Spacing bottom 000 500 '26.00 500 Area of Steel Provided Asoni 3.100 2790 opening 860 -06] 1200 14 67 5949 Factored Total Moment Muorg 10174 base support 060 -06] '16.00 -06] 10540 9310 Cracking Moment Mchin g mof support 000 30 75 2600 30 75 Ar(In) Load Type XDim Y-Dlm Width Ecc(in) Fomes 1 7 Allow Service Deflection surtaceloa0 060 3350 '26.00 W3200 E 000par 630 roof load 000 30 75 2600 400 D0500 Lm 1000 kit 034 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+16W 614D Relndming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: E23—E01 PUT E24 Strip Number 1 2 Strip Width one ]9] 5 9 Load Width (ft) 1400 1200 Structural Thickness (In) ].13 ].13 Distance to Analysts Point (ft) 15 71 15 71 Unbaced Lengtll W(R) 3142 3142 DISI to c . of Steel tl(In) 6.19 6.19 Strength Reduction Factor 0 0900 6900 Controlling Strength LC. 4 4 Controlling Senate For LC. 5 5 Factoatl Applied Load Pua(klps) 1540 1320 Factosit Panel Weight Pulerips) 3101 2506 Factored Axial some Pu(klps) 4641 3906 Factored Pressure Wu(klf) 0448 6384 Design Status OIL OIL Reinforcement Level eatoo e so hce Bar Quantity And Size 10#5'5 9455 Cbal r H eight (In) 625 625 Down Face Chair Height (In) 150 150 Bar Spacing (In) 1000 825 Area of Steel Provided Asoni 3.100 2790 Factored Applied Moment Mua(IrvK) 694.1 5949 Factored Total Moment Muorg 10174 8765 Resisting Moment ,Mndnkc 10540 9310 Cracking Moment Mchin g 3868 297 5 Ultimate Load Deflection Ar(In) 6 9 ]21 Service Load Deflection Os(In) 159 1 7 Allow Service Deflection (In) 251 251 Steel Ratio let 000) p 524 630 Allowable Steel Ratio 2138 2138 Concrete Strain( x1000) at 034 094 Allowable Concrete Strain 225 225 Steel Strain (x1000) at 2 W 207 Allowable Steel Strain 207 207 Cracked Moment Of lnera (X Is) 0.196 6217 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 121 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: E24-{01 thm E24 Load Combinations =LC (Strength) Load Combinations= L C(Serace Deflection) 2122+16Lm+10IT 2102+10IT 3122+16Lm+05W 3102+06W 4122+05Lm+1011+10W 4102+675IT+075(o6W) 5092+1OW 510Dw3W 614D 610D Relnfoning Configuration Face Reveal Thickness Allowance 088in sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: E24—E01 thm E24 Strip Number 1 2 Strip Width one 230 Max Height 3800A Mae Width. 13 240 A 683 650 Structural Thickness Total Panel Wt 46991bs CG.X 6765A Distance to Analysis Point (ft) 1571 Concrete 1178cuyds CG.Y 195048 3142 3142 DISI to c . of Steel ADRelnfWt 1995Has Slenderness : 5291 Strength Reduction Factor 0 0900 ADRelnt 3938par Building Code ACI 31814 4 4 Contra no Senate For LC. Concrete fc 40ca for, TBS Baa: 8Ps@181n Factoatl Applied Load Rubrical 752 Steel. 600 ca Vert. TBS Bars: #5'a @ 1 S n 1473 1401 Factored Axial some Panel Dad X Y Width Height Thick Factored Prvssure Wu(kl[) 0219 TOP 000 3300 1333 3300 800 OIL -- Reinforcement Level bottom 000 -500 1333 -500 Bar Quantity And Size 6#55 opening 233 -067 333 703 625 625 Down Face Chair Height opening 233 000 900 1000 future Bar Spacing 06 438 base support 000 -067 1333 -067 1360 1360 Factored Applied Moment mof support 000 3075 1333 3075 Load Type XDim Y -Dim Width Ecc(in) Fomes Hardin:) surtaceloa0 000 3300 1333 W3200 E 0O0par roof load 000 3075 1333 400 D0500 Thr 1O00kit Load Combinations =LC (Strength) Load Combinations= L C(Serace Deflection) 2122+16Lm+10IT 2102+10IT 3122+16Lm+05W 3102+06W 4122+05Lm+1011+10W 4102+675IT+075(o6W) 5092+1OW 510Dw3W 614D 610D Relnfoning Configuration Face Reveal Thickness Allowance 088in sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: E24—E01 thm E24 Strip Number 1 2 Strip Width one 230 194 Load Width (ft) 683 650 Structural Thickness (In) ].13 ].13 Distance to Analysis Point (ft) 1571 1571 Unbaced Lengtll W(R) 3142 3142 DISI to c . of Steel tl(In) 6.19 6.19 Strength Reduction Factor 0 0900 6900 Contalling Strength LC. 4 4 Contra no Senate For LC. 5 5 Factoatl Applied Load Rubrical 752 7.15 Factosit Panel Weight Puw(klps) 1473 1401 Factored Axial some Pu(klps) 2224 21.16 Factored Prvssure Wu(kl[) 0219 6208 Design Status OIL OIL Reinforcement Level so face so hce Bar Quantity And Size 6#55 6455 Chal r H eight (In) 625 625 Down Face Chair Height (In) 150 150 Bar Spacing (In) 438 350 Area of Steel Provided Asoni 1360 1360 Factored Applied Moment Mua(IrvK) 3388 3222 Factored Total Moment Muor g 5223 507.1 Resisting Moment Hardin:) 5848 5713 Cracking Moment Mching 1169 933 Ultimate Dead Deflection Ar(In) 825 873 Service Dead Deflection Os(In) 2.18 233 Allow Service Deflection (In) 251 251 Steel Ratio let 000) p 1038 1293 Allowable Steel Ratio 2138 2138 Carl Strain( x1000) at 138 158 Allowable Concrete Strain 225 225 Steel Strain (x1000) at 2 W 207 Allowable Steel Strain 207 207 Cracked Moment Of lnera (X Is) 024 6320 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherintonnation on this. Page 1 of Page 2 of 2 122 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: 601--S01 thm 607 Max Height 3567A Mae Width 27969A Total Panel Wt 985891bs CG.X 14 091 A Concrete 2464onAds CG.Y 17629A ADRelnfWt 3228Has Slenderness : 5494 ADRelnt 3232par Building Code ACI 31814 Concrete #[ 40ca for, TBS Baa: 8Ps@181n Steel. 600ca Vert. TBS Bars: M5'a@1Sn Panel Dad X Y Width Height Thick TOP 000 3300 1000 3300 800 top 1000 34.1] 1800 34.1] 800 bottom 0 00 -1 50 28 00 -1 50 opening 1000 000 1200 1000 future base support 000 -100 2500 -100 mof support 000 3108 2800 31 62 Load Type XDim Y -Dim Width Ecc(in) Fomes roof load 000 3162 2500 400 D0050 Thr 0200kit surtaceload 000 34.1] 2500 W3200 E 0O0par Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Combinations =L C (Seance Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: 60101 thm 607 Strip Numher 1 2 Strip Width one 1060 5 9 Load Width (ft) 1600 1200 Structural Thickness (In) ].13 ].13 Distance to Analysis Point (ft) 16.14 1631 Unbaced Lengtll W(R) 3225 3262 DISI to c . of Steel tl(In) 6.19 6.19 Strength Reduction Factor 0 0900 6900 Contalling Strength LC. 4 4 Contra no Senate For LC. 5 5 Factoatl Applletl Load Rubrical 256 192 Factosit Panel Weight Pulerips) 36 W 2].15 Facto red Axial some Pu(klps) 39.10 29 07 Factored Prvssure Wu(klf) 0512 6384 Design Status OIL OIL Reinforcement Level eatoo e so hce Bar Quantity And Size 11#5'5 9455 Chal r H eight (In) 625 625 Down Face Chair Height (In) 150 150 Bar Spacing (In) 1168 825 Area of Steel Provided Asoni 3410 2790 Factored Applied Moment Mua(IrvK) 8052 6168 Factored Total Moment Muor g 10856 340 6 Resisting Moment Hardin:) 11395 908.1 Cracking Moment Mchin g 481 6 257 5 Ultimate Load Deflection Ar(In) ].12 ]]0 Service Load Deflection Os(In) 160 202 Allow Service Deflection (In) 258 261 Steel Ratio let 000) p 459 630 Allowable Steel Ratio 2168 2168 Carl Strain( x1000) at 0 7 091 Allowable Concrete Strain 225 225 Steel Strain (x1000) at 2 W 207 Allowable Steel Strain 207 207 Cracked Moment Of lnera (X Is) 0.1]1 6211 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherintonnatlon on this. Page 1 of Page 2 of 2 123 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: 602--S01 thm 607 Max Height 3567A Mae Width 27 938 A Total Panel Wt 952331bs CG.X 13 827 A Concrete 2351cuyds CG.Y 18 053 A ADRelnfWt 3490Has Slenderness : 5585 ADRelnt 3495par Building Code ACI 31814 Concrete fc 40ca for, TBS Baa: 8Ps@181n Steel. 600ca Vert. TBS Bars: Mss @181n Panel Dad X Y Width Height Thick TOP 080 34.1] 2880 34.1] 880 bottom 080 -150 2880 -150 opening 200 22.67 960 200 opening 2267 -06] 383 ]83 base support 060 -160 2560 -160 OFF support 060 3162 2560 32.16 Load Type XDim Y -Dim Width Ecc(in) Fomes roof load 060 3216 2800 460 D0050 Thr 0200kit surtaceload 060 34.1] 2800 W3200 E 000par Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Combinations =L C (Seance Deflection) 218 D+18 IT 316 D+06 W 416 D+6]5IT+0 75d 6W) 516 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: 602- S01 thm 607 Strip Numher 1 2 3 Strip Width one 1 9 11 67 1 9 Load Width (ft) 650 1]83 3 6 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysis Point (ft) 1633 1653 1658 Unbaced Lengtll W(ft) 3265 3366 33.16 DISI to c . of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factoatl Applied Load Rubrical 1 W 285 059 Factosit Panel Weight Pulerips) 1361 3880 8.18 Facto red Axial some Pu(klps) 1465 4166 8 7 Factored Prvssure Wu(klf) 0208 6571 0.11] Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size 6#55 13#55 3#5s Chal r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 350 11.13 8 7 Area of Steel Provided Asoni 1860 4030 0930 Factored Applied Moment Mua(IrvK) 3349 9418 194 Factored Total Moment Muor g 4760 12522 2644 Resisting Moment Hardin:) 5666 1334 3004 Cracking Moment Mching 948 5619 948 Ultimate Load Deflection Ar(In) 922 ]46 ]95 Service Load Deflection Os(In) 257 166 191 Allow Service Deflection (In) 261 264 265 Steel Ratio (x1000) p 12 72 465 636 Allowable Steel Ratio 2188 2188 2188 Carl Strain( x1000) at 149 0 7 091 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 267 207 207 Cracked Moment Of lnera (X Is) 0299 0.1]0 0201 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherintonnatlon on this. Page 1 of Page 2 of 2 124 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: 603--S01 thm 607 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Senn ce Deflection) 218 D+18 IT 316 D+06 W 416 D+675IT+075d 6W) 516 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: 603-601 thm 607 Strip Number 1 2 Strip Width one 1497 Max Height 3567A Mae Width 259388 650 Structural Thickness r HEFE i ,_ Tobl Panel Wt 92510lea CG.X 129698 1683 Unbaced Lengtll W(R) 3345 Concrete 2284 on Ads CG.Y 17 833 A 6.19 Strength Reduction Factor 0 0900 ADRelnfWt 3319Has Slenderness : 5670 4 Controlling Senate For LC. 5 ADRelnt 3579par Building Code ACI 31814 164 Factosit Panel Weight Pulerips) 43.15 Concrete fc 40ca for, TBS Baa: 8Ps@181n 1584 Factored Prvssure Wu(klf) 0605 Steel. 600ca Vert. TBS Bars: M5a@1Sn OIL Reinforcement Level J Panel Dad X Y Width Height Thick 7455 Chal r H eight (In) 625 top 080 34.17 2680 34.17 880 150 Bar Spacing (In) 1088 bottom 080 -150 2680 -150 5270 2170 Factored Applied Moment Mua(IrvK) 11080 opening 1560 160 960 860 future 5032 Resisting Moment Hardin kc " base support 080 -180 '26.00 -180 7269 948 Ultimate Dead Deflection Ar(In) '2" roof support 060 32.16 '26.00 3266 166 Load Type XDim Y-Dlm Width Ecc(in) Fomes Steel Ratio (x1000) p surtaceloa0 060 34.17 '26.00 W 31 00 E 000par Carl Strain( x1000) roof load 060 3265 '26.00 460 D0050 Thr 0200kit 225 cont roofloa0 460 3265 560 D 1550 Lm 3250 kip 207 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Senn ce Deflection) 218 D+18 IT 316 D+06 W 416 D+675IT+075d 6W) 516 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: 603-601 thm 607 Strip Number 1 2 Strip Width one 1497 197 Load Width (ft) 1950 650 Structural Thickness (In) ].13 ].13 Distance to Analysis Point (ft) 1673 1683 Unbaced Lengtll W(R) 3345 3366 DISI to c . of Steel tl(In) 6.19 6.19 Strength Reduction Factor 0 0900 6900 Controlling Strength LC. 4 4 Controlling Senate For LC. 5 5 Factoatl Applied Load Rubrical 3797 164 Factosit Panel Weight Pulerips) 43.15 1480 Factored Axial some Pu(klps) 81.12 1584 Factored Prvssure Wu(klf) 0605 6202 Design Status OIL OIL Reinforcement Level eatoo e so hce Bar Quantity And Size 17#5'5 7455 Chal r H eight (In) 625 625 Down Face Chair Height (In) 150 150 Bar Spacing (In) 1088 360 Area of teel Provided As(Im2) 5270 2170 Factored Applied Moment Mua(IrvK) 11080 3446 Factored Total Moment Muorg 17378 5032 Resisting Moment Hardin kc 18080 6585 Cracking Moment Mching 7269 948 Ultimate Dead Deflection Ar(In) 776 1084 Service Load Deflection Os(In) 166 262 Allow Service Deflection (In) 268 269 Steel Ratio (x1000) p 474 14 84 Allowable Steel Ratio 2188 2188 Carl Strain( x1000) at 079 169 Allowable Concrete Strain 225 225 Steel Strain (x1000) at 2 W 207 Allowable Steel Strain 207 207 Cracked Moment Of lnera (X Is) 0.181 6303 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherintonnatlon on this. Page 1 of Page 2 of 2 125 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: 604--S01 thm 607 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+16W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Senn ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+075d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: 604-601 thm 607 Strip Number 1 2 3 Strip Width one Max Height 3683A Mae Width 25 938 A Load Width (ft) 650 Total Panel Wt 937361bs CG.X 13094A (In) ].13 ].13 Concrete 23.14onAds CG.Y 18287R 1685 1698 1]08 ADRelnfWt 4369Has Slenderness : 5]54 3395 34.16 DISI to c . of Steel ADRelnt 4562par Building Code ACI 31814 6.19 Strength Reduction Factor 0 Concrete fc 50151 for, TBS Baa: 84s@181n Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 Steep. 600151 Vert. TBS Bars: M5'a@1Sn 1 W 208 104 Panel Dad X Y Width Height Thick 29.12 1502 Facto red Axial some TOP 000 3533 2600 3533 800 1606 Factored Prvssure Wu(klf) bottom 000 -150 2600 -150 Desgn St to OIL opening 200 100 900 800 NWre eatoo e eface opening 200 22.67 900 200 7Y5'a 3'.`4" 7#5's opening 1500 100 900 800 future 625 625 Down Face Chair Height base support 000 -100 '26.00 -100 150 Bar Spacing (In) OFF support 060 3266 '26.00 33.16 Load Type XDim Y-Dlm Width Ecc(in) Fomes 2170 surtaceloa0 060 3563 '26.00 W 31 00 E 000par roof load 060 33.16 '26.00 460 D0050 Thr 0200kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+16W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Senn ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+075d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: 604-601 thm 607 Strip Number 1 2 3 Strip Width one 1 9 400 1 9 Load Width (ft) 650 1300 650 Structural Thickness (In) ].13 ].13 ].13 Distance to Analysis Point (ft) 1685 1698 1]08 Unbaced Lengtll W(R) 33 70 3395 34.16 DISI to c . of Steel tl(In) 6.19 6.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factoatl Applied Load Rubrical 1 W 208 104 Factosit Panel Weight Pulerips) 14.12 29.12 1502 Facto red Axial some Pu(klps) 15.16 3120 1606 Factored Prvssure Wu(klf) 0202 0403 0202 Desgn St to OIL OIL OIL Reinforcement Level eatoo e eface eaface Bar Quantity And Size 7Y5'a 14#5's 7#5's Chal r H eight (In) 625 625 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 300 325 300 Area of teel Provided As(Im2) 2.1]0 4340 2170 Factored Applied Moment Mua(IrvK) 3454 701 3540 Factored Total Moment Muor g 4966 10094 5165 Resisting Moment Hardin:) 6510 13074 6535 Cracking Moment Mchin g 1060 2154 1060 Ultimate Dead Deflection Ar(In) 978 908 10 07 Service Dead Deflection Os(In) 232 238 250 Allow Served Deflection (In) 2 7 2 7 2 7 Steel Ratio (x1000) p 1404 14 61 1404 Allowable Steel Ram 25.15 25.15 25.15 Carl Strain( x1000) at 148 1 4 149 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 267 207 207 Allowable Steel Strain 267 207 207 Cracked Moment Of lnera (X Is) 0282 6285 0294 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for Nrtherintonnation on this. Page 1 of Page 2 of 2 126 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: 605--S01 thm 607 Max Height 3683A Mae Width 25 938 A Total Panel Wt 946251bs CG.X 12588A Concrete 2336onAds CG.Y 18631A ADRelnfWt 3965Has Slenderness : 5838 ADRelnt 4.140par Building Code ACI 31814 Concrete fc 50ca for, TBS Baa: 8Ps@181n Steel. 600 ca Vert. TBS Bars: M5'a @I Sir Panel Dad X Y Width Height Thick TOP 000 3533 2600 3533 800 bottom 000 -150 2600 -150 pilaster 1100 -150 400 3500 200 opening 200 100 900 800 future opening 1500 22.67 900 200 opening 20 67 0 6 333 ]33 base support 000 -100 '20.00 -100 roof support 000 33.16 '20.00 3366 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceload 000 3533 2600 W31O0 E 0O0par roof load 000 3365 2600 400 D0050 Thr 0200kit cont roof oad 1200 3365 500 D 1550 Lm 3300 kip Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+10W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Combinations =L C (Seance Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: 605-601 thm 607 Strip Numher 1 2 3 Strip Width one 1 9 400 1 9 Load Width (ft) 650 1300 650 Structural Thickness (In) ].13 9.13 ].13 Distance to Analysis Point (ft) 1].10 1]23 1]33 Unbaced Length W(ft) 3420 3445 3466 DISI to c . of Steel tl(In) 6.19 8.19 6.19 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 3 4 Contra no Senate For LC. 5 5 5 Factoatl Applied Load Rubrical 1 W ]634 104 Factosit Panel Weight Pulerips) 1500 3000 13 74 Facto red Axial some Pu(klps) 16W 10.14 14 78 Factored Prvssure Wu(kl[) 0202 6202 0201 Design Status OIL OIL OIL Reinforcement Level eatoo e so hce so face Bar Quantity And Size 7Y5a 9455 7#5s Chal r H eight (In) 625 825 625 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 300 525 288 Area of Steel Provided Asoni 2.1]0 2790 2.1]0 Factored Applied Moment Mua(IrvK) 3557 67]2 3653 Factored Total Moment Muorg 5175 12944 518.1 Resisting Moment Hardin kc 6535 14203 651.1 Cracking Moment Mching 1060 3533 1060 Ultimate Dead Deflection Ar(In) 1009 6 9 1034 Service Load Deflection Os(In) 251 162 264 Allow Served Deflection (In) 2 7 2 7 2 7 Steel Ratio (x1000) p 1404 ].10 1404 Allowable Steel Ram 25.15 25.15 25.15 Carl Strain( x1000) at 149 1.14 148 Allowable Concrete Strain 225 225 225 Steel Strain let 000) at 20 207 207 Allowable Steel Strain 20 207 207 Cracked Moment Of lnera (X Is) 0295 6254 0296 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherintonnatlon on this. Page 1 of Page 2 of 2 127 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: 606-501 thm 607 Max Height 38.17A Mae Width 25 938 A Total Panel Wt 874531bs CG.X 12 936 A Concrete 2159onAds CG.Y 20 402 A ADRelnfWt 3,156Has Slenderness : 5923 ADRelnt 3.180par Building Code ACI 31814 Concrete #[ 40ca for, TBS Baa: 8Ps@181n Steel. 600 ca Vert. TBS Bars: M5'a @ 1 S n Panel Dad X Y Width Height Thick TOP 000 3533 '23.00 3667 800 bottom 000 -150 2600 -150 opening 850 100 1500 800 base support 000 -100 '23.00 -100 OFF support 000 3336 '23.00 34.17 pllaser 2350 -150 250 3500 200 Load Type XDim Y -Dim Width Ecc(in) Fomes roof load 000 34.17 '23.00 400 D0O50 Thr 0200kit surtaceload 000 3667 2600 W31O0 E 0O0par Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+10W 614D Relnfoning Configuration Face Reveal Thickness Allowance 088in Load Combinations =L C (Seance Deflection) 210 D+10 IT 310 D w3 W 410 D +675IT+075(0 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: 606 -601 thm 607 Strip Numher 1 2 Strip Width one 847 250 Load Width (ft) 1600 1000 Structural Thickness (In) ].13 9.13 Distance to Analysis Point (ft) 1741 1758 Unbaced Lengtll W(R) 3403 35.17 DISI to c . of Steel tl(In) 6.19 8.19 Strength Reduction Factor 0 0900 6900 Contalling Strength LC. 4 4 Contra no Senate For LC. 5 5 Factoatl Applletl Load Rubrical 256 160 Factosit Panel Weight Pulerips) 37.16 2537 Facto red Axial some Pu(klps) 3972 2397 Factored Prvssure Wu(klf) 0496 6310 Design Status OIL OIL Reinforcement Level eatoo e so hce Bar Quantity And Size 13#5'5 6455 Chal r H eight (In) 625 825 Down Face Chair Height (In) 150 150 Bar Spacing (In) 800 475 Area of Steel Provided Asoni 4030 1060 Factored Applied Moment Mua(IrvK) 9076 5782 Factored Total Moment Muorg 12566 7706 Resisting Moment Hardin:) 13049 8092 Cracking Moment Mching 4079 1975 Ultimate Load Deflection Ar(m) 879 713 Service Load Deflection Os(In) 246 224 Allow Service Deflection (In) 279 281 Steel Ratio (x1000) p 641 7 57 Allowable Steel Ratio 2138 2138 Carl Strain( x1000) at 092 108 Allowable Concrete Strain 225 225 Steel Strain (x1000) at 267 207 Allowable Steel Strain 267 207 Cracked Moment Of lnera (X Is) 0222 6275 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherintonnatlon on this. Page 1 of Page 2 of 2 128 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: 607-S01 thm 607 Load Type XDim Y-Dlm Width Ecc(in) Fomes surtaceload 000 3300 '26.00 W31O0 E 0O0par roof load 000 3467 2600 400 D0O50 Lm 0200 kit cont roofloa0 2600 3467 500 D 1500 Lm 4000 kip Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+16W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Com blnations=L C (Senn ce Deflection) 210 D+10 IT 31OD+06W 410 D +675IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: 607-S01 thm 607 Strip Number 1 2 Strip Width Max Height 3950A Mae Width 25 906 A }"�rrrTTTfT IT Total Panel Wt 90e511bs QG.X 13.13dA l l 111 i1tl Ul. YY!! Concrete 2243onAds CG.Y 21 089 A Distance to Analysis Point ADRelnfWt 39411as Slenderness : 6007 Unbaced Lengtll ADRelnt 3O38par Building Code ACI 31814 DISI to c . of Steel Concrete fc 40ca for, TBS Baa: 8Ps@18in Strength Reduction Factor Steel. 600 ca Vert. TBS Bars: #5'a @ 1 S n Contalling Strength LC. Panel Dad X Y Width Height Thick Contra no Senate For LC. TOP 000 36 W '26.00 3300 300 Factoatl Applied Load bottom 000 -150 2600 -150 Factosit Panel Weight pllaser 000 -150 250 3600 200 Factored Axial some opening 250 100 1500 300 Factored Prvssure base support 000 -100 '26.00 -100 2% roof support 000 34.17 '16.00 34 67 Load Type XDim Y-Dlm Width Ecc(in) Fomes surtaceload 000 3300 '26.00 W31O0 E 0O0par roof load 000 3467 2600 400 D0O50 Lm 0200 kit cont roofloa0 2600 3467 500 D 1500 Lm 4000 kip Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+16W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Com blnations=L C (Senn ce Deflection) 210 D+10 IT 31OD+06W 410 D +675IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: 607-S01 thm 607 Strip Number 1 2 Strip Width one 247 844 Load Width (ft) 1000 1600 Structural Thickness (In) 9.13 ].13 Distance to Analysis Point (ft) 1761 1783 Unbaced Lengtll W(ft) 3521 3567 DISI to c . of Steel tl(In) 8.19 6.19 Strength Reduction Factor 0 0900 6900 Contalling Strength LC. 4 3 Contra no Senate For LC. 5 5 Factoatl Applied Load Rubrical 160 3303 Factosit Panel Weight Pulerips) 2557 4064 Factored Axial some Pu(klps) 2].17 12872 Factored Prvssure Wu(klf) 0310 6243 Design Status OIL OIL Reinforcement Level so face so hce Bar Quantity And Size 6#55 21#55 Chal r H eight (In) 325 625 Down Face Chair Height (In) 150 150 Bar Spacing (In) 475 475 Area of Steel Provided Asoni 1360 6510 Factored Applied Moment Mua(IrvK) 5798 6904 Factored Total Moment Muorg 7743 20352 Resisting Moment Hardin:) 3089 21543 Cracking Moment Mching 1950 4064 Ultimate Dead Deflection Ar(In) 7.18 1034 Service Load Deflection Os(In) 227 232 Allow Service Deflection (In) 282 285 Steel Ratio (x1000) p 767 1039 Allowable Steel Ratio 2133 2133 Carl Strain(xi000) at 109 144 Allowable Concrete Strain 225 225 Steel Strain (x1000) at 207 207 Allowable Steel Strain 207 207 Cracked Moment Of lnera (X Is) 0279 6314 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtherintonnatlon on this. Page 1 of Page 2 of 2 129 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: WO4—WO4thmSAL O Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+10W 614D Remfoming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 31ODw3W 410 D +675IT+0 ]5(0 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: W04—W04thmW10 Strip Number 1 2 3 Strip Width one 200 Max Height 4000A Mae Width 25969A 650 1300 650 Structural Thickness Total Panel Wt 102572lbs CG.X 12856A Distance to Analysis Point (ft) 18.13 18.13 Concrete 2533cuyds CG.Y 20307A 3625 3625 Dist to cg. of Steel tl(In) AD ReIM Wt 5032 Has Slenderness : 5898 0 0900 6900 0900 ADRelnf: 4838par Building Code ACI 31814 4 Contra no Senate For LC. 5 Concrete fc 50ca for, TBS Baa: 84s@181n ].15 `10= ].15 Factosit Panel Weight Puw(klps) Steel: 600 ca Vert. TBS Bars: M5'a @181n Pu(klps) 2323 4757 2434 Factored Prvssua Panel Data X Y WIRb Height Thick Design Status OIL OIL OIL TOP 000 38 50 2600 38 50 8 25 so face Bar Quantity And Size £M5'S 16#5'S bottom 000 -150 2600 -150 650 650 650 Down Face Chair Height (In) 150 opening 200 22.67 900 200 (In) 263 275 250 Area of Steel Provided Asoni opening 1500 000 900 1000 future Mua(IrvK) 405.1 810.1 405.1 Factored Total Moment Muor g opening 2067 -067 333 733 Resisting Moment Hardin:) 7793 15603 f g Mchin g ba au d upped 000 -100 '23.00 -100 Ultimate Load Deflection Ar(In) 1131 1133 1141 Service Dead Deflection Os(In) mof support 000 3525 '1b.00 3525 Allow Service Deflection Load Type XDim Y-Dlm Width Ecc(in) Fomes p 1605 surtaceload 000 3850 2600 W3050 E 5O0par 2515 roof load 000 3525 2600 400 D0500 Lm 1000 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+10W 614D Remfoming Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 31ODw3W 410 D +675IT+0 ]5(0 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: W04—W04thmW10 Strip Number 1 2 3 Strip Width one 200 400 197 Load Width Q[) 650 1300 650 Structural Thickness (In) 738 738 738 Distance to Analysis Point (ft) 18.13 18.13 18.13 Unbaced Lengtll W(ft) 3625 3625 3625 Dist to cg. of Steel tl(In) 6A4 644 644 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factoatl Applied Load Rubrical ].15 1430 ].15 Factosit Panel Weight Puw(klps) 1608 3327 1].19 Factored Axial some Pu(klps) 2323 4757 2434 Factored Prvssua Wu(klf) 0.198 6397 0.198 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size £M5'S 16#5'S 8#5's Cbal r H eight (In) 650 650 650 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 263 275 250 Area of Steel Provided Asoni 2480 4960 2480 Factored Applied Moment Mua(IrvK) 405.1 810.1 405.1 Factored Total Moment Muor g 6679 1349.1 6828 Resisting Moment Hardin:) 7793 15603 7800 Catkin Moment Mchin g 1154 2303 1133 Ultimate Load Deflection Ar(In) 1131 1133 1141 Service Dead Deflection Os(In) 281 283 288 Allow Service Deflection (In) 290 290 290 Steel Ratio let 000) p 1605 1605 1631 Allowable Steel Ram 2515 25.15 2515 Carl Strain( x1000) at 163 163 166 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 267 207 207 Cracked Moment Of lnera (X Is) 0338 6341 0348 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnation on this. Page 1 of Page 2 of 2 130 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: W05 - W04thmSAL 0 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+16W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: W05 - W04 thm W10 Strip Number 1 2 3 Strip Width one 1 9 Max Height 3900A Mae Width 25 938 A (ft) 650 1300 _ Total Panel Wt 102,461165 CG.X 12851A ]38 ]38 Distance to Analysis Point (ft) Concrete 2530onAds CG.Y 19 397 A Unbaced Lengtll W(ft) 3625 3625 ADRelnfWt 4,890165 Slenderness : 5898 6A4 644 644 Strength Reduction Factor ADRelnf. 4822par Building Code ACI 31814 0900 Contalling Strength LC. 4 Concrete fc 50ca for, TBS Baa: 8Ps@181n 5 5 5 Steep. 600 ca Vert. TBS Bars: M5'a @181n 1430 ].15 Factosit Panel Weight Puw(klps) Panel Dad X Y WIRb Height Thick Factored Axial some Pu(klps) 2354 4596 TOP 000 37 50 2600 37 50 8 25 0.198 6397 0.198 Design Status bottom 000 -150 2600 -150 OIL Reinforcement Level so face opening 200 300 900 600 future P--- 16#55 -- opening 1500 300 900 600 future 650 650 Down Face Chair Height (In) opening 1500 22.67 900 200 Bar Spacing (In) 250 2 7 base support 000 -100 '26.00 -100 2480 4960 2480 Factored Applied Moment mof support 000 3525 2600 3525 Load Type XDim Y-Dlm Width Ecc(in) Fomes 6599 surtaceloa0 000 3]50 '26.00 W3050 E 5O0par roof load 000 3525 2600 400 D0500 Lm 1000 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+16W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: W05 - W04 thm W10 Strip Number 1 2 3 Strip Width one 1 9 400 1 9 Load Width (ft) 650 1300 650 Structural Thickness (In) ]38 ]38 ]38 Distance to Analysis Point (ft) 18.13 18.13 18.13 Unbaced Lengtll W(ft) 3625 3625 3625 Dist to cg. of Steel tl(In) 6A4 644 644 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factoatl Applied Load Rubrical ].15 1430 ].15 Factosit Panel Weight Puw(klps) 1639 3136 1528 Factored Axial some Pu(klps) 2354 4596 2243 Factored Prvssua Wu(kl[) 0.198 6397 0.198 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size £M55 16#55 8#5s Cbal r H eight (In) 650 650 650 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 250 2 7 250 Area of Steel Provided Asoni 2480 4960 2480 Factored Applied Moment Mua(IrvK) 405.1 810.1 405.1 Factored Total Moment Muor g 673.1 13300 6599 Resisting Moment Hardin:) ]]85 155]3 ]]64 Cracking Moment Mchin g 1186 2303 1136 Ultimate Load Deflection Ar(In) 1139 1161 1166 Service Dead Deflection Os(In) 286 281 283 Allow Service Deflection (In) 290 290 290 Steel Ratio let 000) p 1631 1605 1631 Allowable Steel Ram 2515 25.15 2515 Carl Strain( x1000) at 165 162 164 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 267 207 207 Cracked Moment Of lnera (X Is) 0344 6337 0338 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 131 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: W06—W04thmSAL 0 Max Height 3900A Mae Width 25 938 A Total Panel Wt 104317Ibs CG.X 12969A Concrete 2576onAds CG.Y 19 500 A ADRelnfWt 2804Has Slenderness : 5898 ADRelnf. 2765par Building Code ACI 31814 Concrete #[ 50ca for, TBS Baa: 8Ps@181n Steel. 600ca Vert. TBS Bars: Mss @181n Panel Dad X Y WIRb Height Thick TOP 000 37 50 2600 37 50 8 25 bottom 000 -150 2600 -150 base support 000 -100 '26.00 -100 mof support 000 3525 2600 3525 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceloa0 000 3]50 '26.00 W3050 E 5O0par roof load 000 3525 2600 400 D0500 Lm 1000 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+16W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Combinations =L C (SeMce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: W06—W04thmW10 Strip Numher 1 Strip Width one 2594 Load Width (ft) 2600 Structural Thickness (In) ] 38 Distance to Analysis Point (ft) 18.13 Unbaced Lengtll W(ft) 3625 Dist to cg. of Steel tl(In) 644 Strength Reduction Factor 0 0900 Contalling Strength LC. 4 Contra no Senate For LC. 5 Factoatl Applied Load Rubrical 2860 Factosit Panel Weight Puw(klps) 6556 Factored Axial some Pu(klps) 94.16 Factored Prvssua Wu(klf) 0 79 Design Status OIL Reinforcement Level so face Bar Quantity And Size 22#5'5 Cbal r H eight (In) 650 Down Face Chair Height (In) 150 Bar Spacing (In) 1450 Area of Steel Provided As(IM2) 6820 Factored Applied Moment Mua(IrvK) 16263 Factored Total Moment Muor g 23864 Resisting Moment Hardin:) 24623 Cracking Moment Mching 14963 Ultimate Load Deflection Ar(In) 8.14 Service Load Deflection Os(In) 044 Allow Service Deflection (In) 290 Steel Ram(x1000) p 340 Allowable Steel Ram 25.15 Carl Strain ol000) at 059 Allowable Concrete Strain 225 Steel Strain (x1000) at 2 W Allowable Steel Strain 207 Cracked Moment Of lnera (X Is) 0.130 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 132 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: W07-W04thmSAL 0 Max Height 4000A Mae Width 25 938 A Total Panel Wt 1069921bs CG.X 12969A Concrete 2642onAds CG.Y 20 000 A ADRelnfWt 2884Has Slenderness : 5898 ADRelnf. 2773par Building Code ACI 31814 Concrete #[ 50ca for, TBS Baa: 8Ps@181n Steel. 600ca Vert. TBS Bars: Mss @181n Panel Dad X Y WIRb Height Thick TOP 000 38 50 2600 38 50 8 25 bottom 000 -150 2600 -150 base support 000 -100 '26.00 -100 mof support 000 3525 2600 3525 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceload 000 3850 '26.00 W3050 E 5O0par roof load 000 3525 2600 400 D0500 Lm 1000 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+16W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Combinations =L C (SeMce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: W07 - W04 thm W10 Strip Numher 1 Strip Width one 2594 Load Width (ft) 2600 Structural Thickness (In) ] 38 Distance to Analysis Point (ft) 18.13 Unbaced Lengtll W(R) 3625 Dist to cg. of Steel tl(In) 6A4 Strength Reduction Factor 0 0900 Contalling Strength LC. 4 Contra no Senate For LC. 5 Factoatl Applied Load Rubrical 2860 Factosit Panel Weight Puw(klps) 68 ]] Factored Axial some Pu(klps) W3] Factored Prvssua Wu(klf) 0 79 Design Status OIL Reinforcement Level so face Bar Quantity And Size 22#5'5 Cbal r H eight (In) 650 Down Face Chair Height (In) 150 Bar Spacing (In) 1450 Area of Steel Provided As(IM2) 6820 Factored Applied Moment Mua(IrvK) 16263 Factored Total Moment Muor g 24165 Resisting Moment Hardin:) 24769 Cracking Moment Mching 14963 Ultimate Load Deflection Ar(In) 8.15 Service Load Deflection Os(In) 0A4 Allow Service Deflection (In) 290 Steel Ram(x1000) p 340 Allowable Steel Ram 25.15 Carl Strain(xi000) at 059 Allowable Concrete Strain 225 Steel Strain (x1000) at 2 W Allowable Steel Strain 207 Cracked Moment Of lnera (X Is) 0.131 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 133 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: W08—W04thmSAL 0 Max Height 4000A Mae Width 25 938 A Total Panel Wt 1024431bs CG.X 12 990 A Concrete 2529onAds CG.Y 20 307 A ADRelnfWt 4,116Has Slenderness : 5898 ADRelnf. 3957par Building Code ACI 31814 Concrete fc 50ca for, TBS Baa: 8Ps@181n Steel. 600ca Vert. TBS Bars: Mss @181n Panel Dad X Y WIRb Height Thick TOP 000 38 50 2600 38 50 8 25 bottom 000 -150 2600 -150 opening 200 22.67 900 200 opening 1500 -03] 333 ]33 base support 000 -100 '23.00 -100 mof support 000 3525 2600 3525 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceload 000 3850 2600 W3050 E 5O0par roof load 000 3525 2600 400 D0500 Lm 1000 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+10W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Combinations =L C (SeMce Deflection) 210 D+10 IT 310 D+03 W 410 D +6]5IT+0 ]5(0 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: W08—W04thmW10 Strip Numher 1 2 3 Strip Width one 1 9 400 ]04 Load Width (ft) 650 10.1] 933 Structural Thickness (In) ]38 ]38 ]38 Distance to Analysis Point (ft) 18.13 18.13 18.13 Unbaced Lengtll W(ft) 3625 3625 3625 Dist to cg. of Steel tl(In) 6A4 644 644 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factoatl Applied Load Rubrical ].15 11.18 10 27 Factosit Panel Weight Puw(klps) 1608 25 78 2439 Facto red Axial some Pu(klps) 2323 3696 3495 Factored Prvssua Wu(klf) 0.198 6310 0285 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size £M55 10#55 8#5s Cbal r H eight (In) 650 650 650 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 250 433 1225 Area of Steel Provided As(IM2) 2480 3.100 2480 Factored Applied Moment Mua(IrvK) 405.1 6333 5813 Factored Total Moment Muor g 6694 999 5 874 Resisting Moment Hardin:) 7779 10360 8883 Cracking Moment Mching 1166 2303 4405 Ultimate Dead Deflection Ar(In) 1138 990 839 Service Dead Deflection Os(In) 285 270 122 Allow Service Deflection (In) 290 290 290 Steel Ratio let 000) p 1631 1003 420 Allowable Steel Ram 25.15 25.15 25.15 Carl Strain( x1000) at 165 1.16 0 6 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 267 207 207 Cracked Moment Of lnera (X Is) 0343 6289 0.15] General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 134 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: WO9—W04 thm W10 Max Height 4000A Mae Width 25 938 A Total Panel Wt 101423lbs CG.X 12612A Concrete 2504cuyds CG.Y 20686A ADRelnfWt 4919Has Slenderness : 5898 ADRelnf. 4730par Building Code ACI 31814 Concrete fc 50ca for, TBS Baa: 8Ps@181n Steel. 600 ca Vert. TBS Bars: M5'a @ 1 S n Panel Dad X Y WIRb Height Thick TOP 000 38 50 2600 38 50 8 25 bottom 000 -150 2600 -150 opening 200 300 900 600 future opening 1500 300 900 600 '-p �5� base support 000 -100 '26.00 -100 -_- _ OFF support 000 3525 '26.00 3525 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceload 000 3850 '26.00 W3050 E 5O0par roof load 000 3525 2600 400 D0500 Lm 1000 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+16W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: W09—W04thmW10 Strip Number 1 2 3 Strip Width one 1 9 400 1 9 Load Width xF 650 1300 650 Structural Thickness (In) ] 38 ] 38 ] 38 Distance to Analysis Point xF 18.13 18.13 18.13 Unbaced Lengtll W(ft) 3625 3625 3625 Dist to cg. of Steel tl(In) 6A4 644 644 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factoatl Applied Load Rubrical ].15 1430 ].15 Factosit Panel Weight Puw(klps) 1].19 3439 1].19 Facto red Axial some Pu(klps) 2434 4839 2434 Factored Prvssua Wu(klf) 0.198 6397 0.198 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size £M55 16#55 8#5s Cbal r H eight (In) 650 650 650 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 250 275 250 Area of Steel Provided Asoni 2480 4960 2480 Factored Applied Moment Mua(IrvK) 405.1 810.1 405.1 Factored Total Moment Muorg 6828 13625 6828 Resisting Moment Hardin:) 7860 15629 780 Cracking Moment Mchin g 1166 2303 1133 Ultimate Load Deflection Ar(In) 1141 1135 1141 Service Dead Deflection Os(In) 288 285 288 Allow Service Deflection (In) 290 290 290 Steel Ratio let 000) p 1631 1605 1631 Allowable Steel Ram 2515 25.15 2515 Carl Strain( x1000) at 165 133 136 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 207 207 207 Cracked Moment Of lnera (X Is) 0348 6344 0348 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 135 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: W10—W04thmW10 Max Height 40008 Mae Width 319698 Total Panel Wt 1214041bs CG.X 16.1238 Concrete 2998onAds CG.Y 206908 ADRelnfWt 8008Has Slenderness : 5898 ADRelnf. 6256par Building Code ACI 31814 Concrete fc 50ca for, TBS Baa: 8Ps@181n Steel. 600 ca Vert. TBS Bars: #5'a @I Sir Panel Dad X Y WIRb Height Thick TOP 000 38 50 3100 38 50 8 25 top 3100 1800 100 1800 825 bottom 000 -150 3200 -150 opening 200 300 900 600 opening 1500 300 450 600 base support 000 -100 3200 -100 roof support 000 3525 3100 3525 met support 3100 1800 100 1800 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceload 000 3850 2600 W3050 E 5O0par sundae load 2600 3850 600 W 175 00 E 0O0par roofload 000 3525 3100 400 D0500 Thr 1O00kit cant roofloa0 3150 3525 400 D 4200 Lm 250 kip Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+10W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Combinations =L C (SeMce Deflection) 210 D+10 IT 31ODw3W 410 D +6]5IT+0 ]5(0 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: W1 0 - W04 thm W10 Strip Num her 2 3 Strip Width b(8) 1 9 400 1250 Load Width (8) 650 10 75 14 75 Structural Thickness (In) ] 38 ] 38 ] 38 Distance to Analysis Point (8) 18.13 18.13 18.13 Unbaced Length 07(8) 3625 3625 3625 Dist to cg. of Steel tl(In) 6A4 644 644 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factoatl Applied Load Rubrical ].15 1133 66]8 Factosit Panel Weight Puw(klps) 1].19 2944 3902 Facto red Axial some Pu(klps) 2434 4026 105 79 Factored Prvssua Wu(klf) 0.198 6328 1 31 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size £M55 11#55 54#55 Cbal r H eight (In) 650 650 650 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 250 425 275 Area of Steel Provided As(IM2) 2480 3410 16740 Factoretl Applied Moment lot 405.1 6599 2729 Factosit Total Moment Muor g 6828 1078 5 39410 Resisting Moment Hardin kc 7860 1129 51195 Cracking Moment Mchin g 1166 2303 ]21.1 Ultimate Load Deflection Ar(In) 1141 1015 1145 Service Dead Deflection Os(In) 288 276 289 Allow Service Deflection (In) 290 290 290 Steel Ratio let 000) p 1631 1104 1]34 Allowable Steel Ram 25.15 25.15 25.15 Carl Strain( x1000) at 165 124 1 6 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 207 207 207 Allowable Steel Strain 207 207 207 Cracked Moment Of lnera (X Is) 0348 6305 0316 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 136 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: W12— SAL 2thmSAL 9 Max Height 4000A Mae Width 31 969 A Total Panel Wt 1214041bs CG.X 15day A --" "' Concrete 2998onAds CG.Y 20690A ADRelnfWt 6690Has Slenderness : 5898 ADRelnf. 5227par Building Code ACI 31814 Concrete fc 50ca for, TBS Baa: 8Ps@181n Steel. 600 ca Vert. TBS Bars: M5'a @ 1 S n Panel Dad X Y WIIn He ant Tock WWW top 000 1800 100 1800 825 top 100 38 50 3100 38 50 8 25 bottom000 150 3200 -150 opening 1250 300 450 600 opening 2100 300 900 600 base support 000 1 00 300 -100 roof support 2 000 1800 100 1800 L - - - - - - - - - - mot support 100 3525 3100 3525 Load Type XDim Y-Dlm Width Ecc(in) Fomes surtaceload 000 3850 400 W210 00 E 0O0par sundae load 300 3850 29.00 W3050 E 0O0par cant roof load 050 3525 400 D 4200 Lm 250 kip roof load 100 3525 3100 400 D0500 Lm1O00kit Load Combinations =LC (Strength) Load Combinations= L C(Senace Deflection) 2122+16Lm+10IT 2102+10IT 3122+16Lm+05W 310Dw3W 4122+05Lm+1011+10W 4102+6]5IT+0]5(o6W) 5092+1OW 510Dw3W 614D 610D Relnfoning Configuration Face Reveal Thickness Allowance 088in srt�a�rirs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: SAL 2-W12thm W19 Strip Number 1 2 3 Strip Width one 1250 400 1 9 Load Width (tt) 14 75 10 75 650 Structural Thickness (In) ] 38 ] 38 ] 38 Distance to Analysis Point (tt) 18.13 18.13 18.13 Unbaced Lengtll W(tt) 3625 3625 3625 Dist to cg. of Steel tl(In) 6A4 644 644 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contraling Senate Dor L C. 5 5 5 P @ bApplletlDad Rubrical 66]8 1133 ].15 P ta sitPanel Wego Puw(klps) 3902 244 1].19 Factored Alsome Pu(kps) 105 79 4026 2434 Factored PRssure Wul 1.198 6328 0.198 Design Status OIL OIL OIL Reinforcement Level ea face so face ea face Bar Quantity And Size 45#5'5 11#55 8#5s Cbal r H eight (In) 650 650 650 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 325 425 250 Area of Steel Provided Asoni 13950 3410 2480 Factored Applied Moment Mua(IrvK) 24957 6599 405.1 Factored Total Moment Muorg 36386 10785 6828 Resisting Moment Hardin:) 43862 1129 780 Cracking Moment Mchin g ]21.1 2303 1133 Ultimate Load Deflection Ar(In) 1030 10.15 1141 Service Load Deflection Os(In) 289 2 7 288 Allow Service Deflection (In) 290 290 290 Steel Ratio (x1000) p 1445 1104 1631 Allowable Steel Ram 25.15 25.15 25.15 Carl Strain( x1000) at 146 124 136 Allowable Concrete Strain 225 225 225 Steel Strain let 000) at 207 207 207 Allowable Steel Strain 207 207 207 Cracked Moment Of lnera (X Is) 0309 6305 0348 General Noes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for NrtM1erintonnatlon on this. Page 1 of Page 2 of 2 137 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: W13 - SAL 2thm W19 Load Type XDim Y -Dim Width Ecc(in) Fomes roof load 060 3525 2600 460 D0500 Lm 1600 kit surtaceload 060 3850 '26.00 W3050 E 000par Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 216 D+16 IT 316 D+06 W 416 D+6]5IT+0 75d 6W) 516 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: W1 3 - W12thm W19 Strip Number 1 2 3 Strip Width Max Height 4060A Mae Width 25 938 A 1 9 Total Panel Wt 101423lbs CG.X 13 326 A 1360 Concrete 2504cuyds CG.Y 20 686 A ] 38 ADRelnfWt 4919Has Slenderness : 5898 xF ADReinf. 4730par Building Code ACI 31814 Unbaced Lengtll Concrete fc 50ca for, TBS Baa: 84s@181n 3625 Steep. 60 0 ca Vert. TBS Bars: M5'a @181n 644 Panel Dad X Y WIRb Height Thick 0900 top 060 38 50 2660 38 50 8 25 bottom 060 -150 2660 -150 Controlling Senate For LC. opening 200 360 960 600 \yam peeing 1560 360 960 600 future q'. base support 060 -160 '19.00 -160 1].19 [support 060 3525 '26.00 3525 C� 2434 4869 2434 Load Type XDim Y -Dim Width Ecc(in) Fomes roof load 060 3525 2600 460 D0500 Lm 1600 kit surtaceload 060 3850 '26.00 W3050 E 000par Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+10C+10W 5092+16W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 216 D+16 IT 316 D+06 W 416 D+6]5IT+0 75d 6W) 516 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: W1 3 - W12thm W19 Strip Number 1 2 3 Strip Width one 1 9 460 1 9 Load Width xF 650 1360 650 Structural Thickness (In) ] 38 ] 38 ] 38 Distance to Analysis Point xF 18.13 18.13 18.13 Unbaced Lengtll W(R) 3625 3625 3625 Dist to cg. of Steel tl(In) 6A4 644 644 Strength Reduction Factor 0 0900 6900 0900 Controlling Strength LC. 4 4 4 Controlling Senate For LC. 5 5 5 Factoatl Applied Load Rubrical ].15 1430 ].15 Factoretl Panel Weight Puw(klps) 1].19 3439 1].19 Facto red Axial some Pu(klps) 2434 4869 2434 Factored Prvssua Wu(klf) 0.198 6397 0.198 Desgn Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size £M5'S 16#5'S 8#5's Cbal r H eight (In) 650 650 650 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 250 2 7 250 Area of Steel Provided Asoni 2480 4960 2480 Factored Applied Moment Mua(IrvK) 405.1 810.1 405.1 Factored Total Moment Muorg 6828 13625 6828 Resisting Moment Hardin:) 7860 15629 780 Cracking Moment Mching 1166 2303 1136 Ultimate Load Deflection Ar(In) 1141 1165 1141 Service Dead Deflection Os(In) 288 285 288 Allow Service Deflection (In) 290 290 290 Steel Ratio (x1000) p 1631 1605 1631 Allowable Steel Ram 2515 25.15 2515 Carl Strain( x1000) at 166 163 166 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 207 207 207 Cracked Moment Of lnera (X Is) 0348 6344 0348 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for NrtM1erintonnatlon on this. Page 1 of Page 2 of 2 138 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: W14— SAL 2thmSAL 9 Max Height 4000A Mae Width 25 938 A Total Panel Wt 1024431bs CG.X 13 332 A Concrete 2529onAds CG.Y 20 307 A ADRelnfWt 3806Has Slenderness : 5898 ADRelnf. 3660par Building Code ACI 31814 Concrete fc 50ca for, TBS Baa: 8Ps@181n Steel. 600ca Vert. TBS Bars: Mss @181n Panel Dad X Y WIRb Height Thick TOP 000 38 50 2600 38 50 8 25 bottom 000 -150 2600 -150 opening 200 -03] 333 ]33 opening 200 22.67 900 200 base support 000 -100 '23.00 -100 mof support 000 3525 2600 3525 Load Type XDim Y -Dim Width Ecc(in) Fomes roof load 000 3525 2600 400 D0500 Lm 1000 kit surtaceload 000 3850 2600 W3050 E 0O0par Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+10W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Combinations =L C (SeMce Deflection) 210 D+10 IT 310 D w3 W 410 D +6]5IT+0 ]5(0 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: W14—W12thm W19 Strip Numher 1 2 Strip Width one 1 9 14 97 Load Width (ft) 650 1950 Structural Thickness (In) ]38 ]38 Distance to Analysis Point (ft) 18.13 18.13 Unbaced Lengtll W(ft) 3625 3625 Dist to cg. of Steel tl(In) 6A4 644 Strength Reduction Factor 0 0900 6900 Contalling Strength LC. 4 4 Contra no Senate For LC. 5 5 Factoatl Applied Load Rubrical ].15 2145 Factosit Panel Weight Puw(klps) 1608 5047 Facto red Axial some Pu(klps) 2323 71 92 Factored Prvssua Wu(klf) 0.198 6595 Design Status OIL OIL Reinforcement Level so face so hce Bar Quantity And Size DM55 17#55 Cbal r H eight (In) 650 650 Down Face Chair Height (In) 150 150 Bar Spacing (In) 250 1038 Area of Steel Provided As(IM2) 2480 5270 Factored Applied Moment Mua(IrvK) 405.1 12152 Factored Total Moment Muor g 6694 1825 Resisting Moment Hardin:) 7779 1874 Cracking Moment Mching 1166 8635 Ultimate Load Deflection Ar(In) 1138 849 Service Load Deflection Os(In) 285 140 Allow Service Deflection (In) 290 290 Steel Ratio let 000) p 1631 456 Allowable Steel Ram 25.15 25.15 Carl Strain(xl000) at 165 0 7 Allowable Concrete Strain 225 225 Steel Strain (x1000) at 2 W 207 Allowable Steel Strain 267 207 Cracked Moment Of lnera (X Is) 0343 0.165 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 139 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: W15 - SAL 2thm W19 Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+16W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 310 D+06 W 410 D +675IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: W1 5 - W12thm W19 Strip Number 1 2 Strip Width one 1497 Max Height 3900A Mae Width 25 938 A 1950 650 Structural Thickness _ Total Panel Wt 104,31]165 CG.X 12969A (ft) 18.13 18.13 Unbaced Lengtll Concrete 2576onAds CG.Y 19500A Dist to cg. of Steel tl(In) 6A4 644 ADRelnfWt 3,W]Has Slenderness : 5898 6900 Contalling Strength LC. 4 ADRelnf. 3O26par Building Code ACI 31814 5 5 Factoatl Applied Load Rubrical Concrete #[ 50ca for, TBS Baa: 84s@181n Puw(klps) 49.17 1639 Facto red Axial some Steel. 600 ca Vert. TBS Bars: M5'a @181n Factored Prvssua Wu(klf) 0595 0.198 Panel Dad X Y WIRb Height Thick OIL Reinforcement Level eatoo e TOP 000 37 50 2600 37 50 8 25 17#5'5 8455 Cbal r H eight (In) bottom 000 -150 2600 -150 (In) 150 150 Bar Spacing opening 1500 300 900 600 future Area of Steel Provided Asoni 5270 -- base support 000 -100 '26.00 -100 405.1 Factored Total Moment Muor g 18142 mof support 000 3525 2600 3525 Load Type 7785 Cracking Moment Width Ecc(in) Fomes 1133 XDim Y-Dlm roof load 000 3525 2600 400 D0500 Lm 1000 kit surtaceload 000 3750 '26.00 W3050 E 0O0par Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+16W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 310 D+06 W 410 D +675IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: W1 5 - W12thm W19 Strip Number 1 2 Strip Width one 1497 197 Load Width (ft) 1950 650 Structural Thickness (In) 738 738 Distance to Analysis Point (ft) 18.13 18.13 Unbaced Lengtll W(ft) 3625 3625 Dist to cg. of Steel tl(In) 6A4 644 Strength Reduction Factor 0 0900 6900 Contalling Strength LC. 4 4 Contra no Senate For LC. 5 5 Factoatl Applied Load Rubrical 2145 ].15 Factosit Panel Weight Puw(klps) 49.17 1639 Facto red Axial some Pu(klps) 7062 2354 Factored Prvssua Wu(klf) 0595 0.198 Design Status OIL OIL Reinforcement Level eatoo e so hce Bar Quantity And Size 17#5'5 8455 Cbal r H eight (In) 650 650 Down Face Chair Height (In) 150 150 Bar Spacing (In) 1038 250 Area of Steel Provided Asoni 5270 2480 Factored Applied Moment Mua(IrvK) 12152 405.1 Factored Total Moment Muor g 18142 6/3.1 Resisting Moment Hardin:) 18713 7785 Cracking Moment Mchin g 8665 1133 Ultimate Load Deflection Ar(In) 848 1139 Service Load Deflection Os(In) 139 286 Allow Service Deflection (In) 290 290 Steel Ratio (x1000) p 4 56 1631 Allowable Steel Ram 2515 25.15 Carl Strain( x1000) at 070 135 Allowable Concrete Strain 225 225 Steel Strain (x1000) at 2 W 207 Allowable Steel Strain 207 207 Cracked Moment Of lnera (X Is) 0.1W 6344 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 140 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: W16— SAL 2thmSAL 9 Load Combinations =LC (Strength) Load Combinations= L C(Serace Deflection) 2122+16Lm+10IT 2162+10IT 3122+16Lm+05W 3162+06W 4122+05Lm+10C+10W 4162+675IT+075d6W) 5092+16W 510D+06W 614D 610D Relnfoning Configuration Face Reveal Thickness Allowance 088in sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: SAL 6—W12thm W19 Strip Number 1 2 3 Strip Width Max Height 4000A Mae Width 25 938 A Load Width xF Total Panel Wt 102443lbs CG.X 12841A (In) ] 38 Concrete 2529cuyds CG.Y 20 307 A 18.13 18.13 AD ReIM Wt 5, 153 Has Slenderness : 5898 3625 3625 ADRelnf: 4954par Building Code ACI 31814 644 Strength Reduction Factor Concrete fc 50ca for, TBS Baa: 84s@181n Contalling Strength LC. �14 4 Steel: 600 ca Vert. TBS Bars: M5'a@181n 5 5 5 Panel Data X Y WIRb Height Thick ].15 Factosit Panel Weight Puw(klps) TOP 080 38 50 2680 38 50 8 25 Pu(klps) 2323 4]5] bottom 080 -150 2680 -150 0.198 6397 0.198 Design Status opening 200 380 980 600 future Reinforcement Level so face opening 200 22.67 980 200 £M5'S 6p 8#5's Cbal r H eight ning 1500 080 980 1080 future Down Face Chair Height (In) 150 150 p ning 20 67 -06] 333 ]83 250 2 7 250 Area of Steel Provided Asoni base sup 080 -180 '26.00 -180 Factored Applied Moment Mua(IrvK) --------- - 810.1 mof support 080 3525 2680 3525 6694 Load Type XDim Y-Dlm Width Ecc(in) Fomes Hardin:) 7779 roof load 080 3525 2600 480 D0500 Lm 1800 kit 1166 surtaceload 080 3850 2600 W3050 E 000par 1138 Load Combinations =LC (Strength) Load Combinations= L C(Serace Deflection) 2122+16Lm+10IT 2162+10IT 3122+16Lm+05W 3162+06W 4122+05Lm+10C+10W 4162+675IT+075d6W) 5092+16W 510D+06W 614D 610D Relnfoning Configuration Face Reveal Thickness Allowance 088in sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: SAL 6—W12thm W19 Strip Number 1 2 3 Strip Width one 1 9 460 1 9 Load Width xF 656 1360 650 Structural Thickness (In) ] 38 ] 38 ] 38 Distance to Analysis Point xF 18.13 18.13 18.13 Unbaced Lengtll W(ft) 3625 3625 3625 Dist to cg. of Steel tl(In) 6A4 644 644 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factoatl Applied Load Rubrical ].15 1430 ].15 Factosit Panel Weight Puw(klps) 1608 33 27 1].19 Facto red Axial some Pu(klps) 2323 4]5] 2434 Factored Prvssua Wu(kl[) 0.198 6397 0.198 Design Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size £M5'S 16#5'S 8#5's Cbal r H eight (In) 650 650 650 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 250 2 7 250 Area of Steel Provided Asoni 2480 4660 2480 Factored Applied Moment Mua(IrvK) 405.1 810.1 405.1 Factored Total Moment Muor g 6694 1349.1 6828 Resisting Moment Hardin:) 7779 15608 780 Cracking Moment Mching 1166 2308 1136 Ultimate Dead Deflection Ar(In) 1138 1133 1141 Service Dead Deflection Os(In) 285 283 288 Allow Service Deflection (In) 290 290 290 Steel Ratio (x1000) p 1631 1605 1631 Allowable Steel Ratio 25.15 25.15 25.15 Carl Strain( x1000) at 165 163 166 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 267 207 207 Cracked Moment Of lnera (X Is) 0343 6341 0348 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnation on this. Page 1 of Page 2 of 2 141 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: W17- SAL 2thm W19 Max Height 4000A Mae Width 25 938 A Total Panel Wt 1069921bs CG.X 12969A Concrete 2642onAds CG.Y 20000A ADRelnfWt 2884Has Slenderness : 5898 ADRelnf. 2773par Building Code ACI 31814 Concrete #[ 50ca for, TBS Baa: 8Ps@181n Steel. 600ca Vert. TBS Bars: Mss @181n Panel Dad X Y WIRb Height Thick TOP 000 38 50 2600 38 50 8 25 bottom 000 -150 2600 -150 base support 000 -100 '26.00 -100 mof support 000 3525 2600 3525 Load Type XDim Y -Dim Width Ecc(in) Fomes roof load 000 3525 2600 400 D0500 Lm 1000 kit surtaceload 000 3850 '26.00 W3050 E 0O0par Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+16W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Combinations =L C (SeMce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: SAL 7-W12 thm W19 Strip Numher 1 Strip Width one 2594 Load Width (ft) 2600 Structural Thickness (In) ] 38 Distance to Analysis Point (ft) 18.13 Unbaced Lengtll W(ft) 3625 Dist to cg. of Steel tl(In) 6A4 Strength Reduction Factor 0 0900 Contalling Strength LC. 4 Contra no Senate For LC. 5 Factoatl Applied Load Rubrical 2860 Factosit Panel Weight Puw(klps) 68 ]] Factored Axial some Pu(klps) W3] Factored Prvssua Wu(klf) 0 79 Design Status OIL Reinforcement Level so face Bar Quantity And Size 22#5'5 Cbal r H eight (In) 650 Down Face Chair Height (In) 150 Bar Spacing (In) 1450 Area of Steel Provided As(IM2) 6820 Factored Applied Moment Mua(IrvK) 16263 Factored Total Moment Muor g 24165 Resisting Moment Hardin:) 24769 Cracking Moment Mching 14963 Ultimate Load Deflection Ar(In) 8.15 Service Load Deflection Os(In) 0A4 Allow Service Deflection (In) 290 Steel Ram(x1000) p 340 Allowable Steel Ram 25.15 Carl Strain ol000) at 059 Allowable Concrete Strain 225 Steel Strain (x1000) at 2 W Allowable Steel Strain 207 Cracked Moment Of lnera (X Is) 0.131 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 142 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: W18— SAL 2thm W19 Max Height 4000A Mae Width 25 938 A Total Panel Wt 95855lbs CG.X 12969A " Concrete 23O7onAds CG.Y 21 452 A ADRelnfWt 4663Has Slenderness : 5898 ADRelnf. 4484par Building Code ACI 31814 Concrete fc 50ca for, TBS Baa: 8Ps@181n Steel. 600ca Vert. TBS Bars: Mss @181n Panel Dad X Y WIRb Height Thick TOP 000 38 50 2600 38 50 8 25 bottom 000 -150 2600 -150 opening 200 300 900 600 opening 1500 300 900 600 base support 000 -100 '26.00 -100 OFF support 000 3525 '26.00 3525 Load Type XDim Y -Dim Width Ecc(in) Fomes roof load 000 3525 2600 400 D0500 Lm 1000 kit surtaceload 000 3850 2600 W3050 E 0O0par Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1O C+1OW 5092+16W 614D Remfomlpg Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: SAL G—W12thmW19 Strip Number 1 2 3 Strip Width one 1 9 400 1 9 Load Width xF 650 1300 650 Structural Thickness (In) ] 38 ] 38 ] 38 Distance to Analysis Point xF 18.13 18.13 18.13 Unbaced Lengtll W(ft) 3625 3625 3625 Dist to cg. of Steel tl(In) 6A4 644 644 Strength Reduction Factor 0 0900 6900 0900 Contalling Strength LC. 4 4 4 Contra no Senate For LC. 5 5 5 Factoatl Applied Load Rubrical ].15 1430 ].15 Factosit Panel Weight Puw(klps) 1].19 3439 1].19 Factored Axial some Pu(klps) 2434 4839 2434 Factored Prvssua Wu(klf) 0.198 6397 0.198 Desgn Status OIL OIL OIL Reinforcement Level so face so hce so face Bar Quantity And Size £M55 16#55 8#5s Cbal r H eight (In) 650 650 650 Down Face Chair Height (In) 150 150 150 Bar Spacing (In) 250 2 7 250 Area of Steel Provided Asoni 2480 4960 2480 Factored Applied Moment Mua(IrvK) 405.1 810.1 405.1 Factored Total Moment Muorg 6828 13625 6828 Resisting Moment Hardin:) 7860 15629 780 Cracking Moment Mchin g 1166 2303 1133 Ultimate Load Deflection Ar(In) 1141 1135 1141 Service Dead Deflection Os(In) 288 285 288 Allow Service Deflection (In) 290 290 290 Steel Ratio (x1000) p 1631 1605 1631 Allowable Steel Ram 2515 25.15 2515 Carl Strain( x1000) at 165 133 136 Allowable Concrete Strain 225 225 225 Steel Strain (x1000) at 2 W 207 207 Allowable Steel Strain 207 207 207 Cracked Moment Of lnera (X Is) 0348 6344 0348 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for NrtM1erintonnatlon on this. Page 1 of Page 2 of 2 143 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: W19—W12thm W19 Max Height 4000A Mae Width 16302A TF==Total Panel Wt 62 348 p CG.X 806/8 " Concrete 1539onAds CG.Y 20 228 A AD ReIM Wt 4400 Has Slenderness : 5898 ADRelnf: 6735par Building Code ACI 31814 Concrete fc 50ca for, TBS Baa: 8Ps@181n Steel: 600 ca Vert. TBS Bars: #5'a @ 1 S n Panel Dad X Y WIRb Height Thick top 000 38 50 15 33 38 50 8 25 top 1533 1800 100 1800 825 bottom 000 -150 1633 -150 opening 200 300 450 600 1p base support 000 -100 1633 -100 \ roof support 000 3525 1533 3525 met support 1533 1800 100 1800 Load Type XDim Y-Oim Width Ecc(in) Fomes surtaceload 000 3850 1033 W3050 E 0O0par sundae load 1633 3850 300 W251O0 E 0O0par roofload 000 3525 1533 400 D0500 Thr 1O00kit cont roof load 1583 3525 400 D 37 00 Lm 230kip Load Combinations =LC (Strength) 212D+16Lm+10IT 3 1 2 D + 1 6 Lm + 0 5 W 412 D+05 Lm+1011+1OW 509D+10W 614D Renfomlpg Configuration Face Reveal Thickness Allowance 088in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 31ODw3W 410 D +6]5IT+075(0 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: W19—W12thm W19 Strip Number 2 Strip Width one 1 9 903 Load Width Q[) 425 1208 Structural Thickness (In) ] 38 ] 38 Distance to Analysis Point (ft) 18.13 18.13 Unbaced Length W(R) 3625 3625 Dist to cg. of Steel tl(In) 6A4 644 Strength Reduction Factor 0 0900 6900 Contalling Strength LC. 4 4 Contra no Senate For LC. 5 5 Factored Applied Load Rubrical 468 5]]4 Factored Panel Weight Puw(klps) 11 24 3195 Factored Axial some Pu(klps) 1592 8970 Factored Prvssua Wu(klf) 0.130 6938 Design Status OIL OIL Reinforcement Level so face so hce Bar Quantity And Size 4#55 40#5s Chair Height (In) 650 650 Down Face Chair Height (In) 150 150 Bar Spacing (In) 538 288 Area of Steel Provided Asoni 1240 12400 Factoretl Applied Moment lot 2649 19633 Factosit Total Moment Muor g 4152 2973 Resisting Moment Hardin:) 4256 38393 Cracking Moment Mchin g 1156 56.1 Ultimate Load Deflection Aron) 945 1126 Service Load Deflection Os(n) 246 273 Allow Service Deflection (In) 290 290 Steel Ratio (x1000) p 8.15 1633 Allowable Steel Ram 2515 25.15 Carl Strain( x1000) at 101 131 Allowable Concrete Strain 225 225 Steel Strain let 000) at 207 26 Allowable Steel Strain 207 26 Cracked Moment Of lnera (X Is) 0256 6308 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. Page 1 of Page 2 of 2 144 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: W21 -W21 the W22 Max Height 38.1]8 MaeWidth 266358 Total Panel Wt 99 859 p CG.X 13.1948 Concrete 2466onAds CG.Y 189748 ADRelnfWt 3558Has Slenderness : 5690 ADRelnf. 3496par Building Code ACI 31814 Concrete #[ 40ca for, TBS Baa: 8Ps@181n Steel. 600ca Vert. TBS Bars: Mss @181n Panel Dad X Y WIRb Height Thick TOP 000 3667 '26.67 3667 800 bottom 000 -150 2667 -150 opening 15 67 22.67 900 200 base support 000 -100 '26.67 -100 OFF support 000 3338 '26.67 3338 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceload 000 3667 2667 W31O0 E 0O0par roof load 000 3338 2667 400 D0230 Lm 0 70 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 075in Load Combinations =L C (SeMce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: W21—W21 thm W22 Strip Numher 1 2 Strip Width b(8) 156/ 1 9 Load Width (8) 20.1] 650 Structural Thickness (In) ] 25 ] 25 Distance to Analysis Point (8) 1].19 1].19 Unbaced Lengtll 67(8) 3438 3438 DISI to c . of Steel tl(In) 6.19 6.19 Strength Reduction Factor 0 0900 6828 Contalling Strength LC. 4 4 Contra no Senate For LC. 5 5 Factoatl Applletl Load Rubrical 1262 4 0 Factosit Panel Weight Pulerips) 4848 1439 Facto red Axial some Pu(klps) 61.10 1896 Factored Prvssure Wu(klf) 0625 6201 Design Status OIL OIL Reinforcement Level eatoo e so hce Bar Quantity And Size 16#5'5 8455 Cbal r H eight (In) 625 625 Down Face Chair Height (In) 150 150 Bar Spacing (In) 12.13 250 Area of Steel Provided As(IM2) 4960 2480 Factored Applied Moment Mua(IrvK) 11333 3653 Factored Total Moment Muor g 1621 3 583 5 Resisting Moment Hardin:) 16780 6504 Cracking Moment Mching 781 982 Ultimate Load Deflection Ar(m) 799 1151 Service Load Deflection Os(m) 142 2 7 Allow Served Deflection (In) 2 7 2 7 Steel Ratio (x1000) p 4 26 16 97 Allowable Steel Ratio 2138 2138 Carl Strain( x1000) at 0 7 195 Allowable Concrete Strain 225 225 Steel Strain (x1000) at 2 W 207 Allowable Steel Strain 267 207 Cracked Moment Of lnera (X Is) 0.15] 6312 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. Please see manual for turtM1erintonnatlon on this. 2) Bar spacing notwltitln M,ect barspacing llml6. Page 1 of Page 2 of 2 145 romt4bhs Panel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20-185 Date: 12/24/2020 Panel: W22—W21 the W22 Max Height 38.17A MaeWidth 25969A TIS Total Panel Wt 978891bs CG.X 12888A ��-,•�)•,��••�� Concrete 24.17onAds CG.Y 18 852 A ADRelnfWt 3418Has Slenderness : 5690 ADRelnf. 3444par Building Code ACI 31814 Concrete #[ 40ca for, TBS Baa: 8Ps@181n Steep. 600 ca Vert. TBS Bars: M5a @ 1 S n Panel Dad X Y WIRb Height Thick top 000 36 W 15 50 36 W 800 top 15 50 35 50 10 50 35 50 800 bottom 000 150 2600 -150 opening 1100 000 1000 1000 future 2 base support 000 100 '26.00 -100 OFF support 060 3338 '26.00 3338 Load Type XDim Y -Dim Width Ecc(in) Fomes surtaceload 000 366/ '26.00 W31O0 E 0O0par roof load 000 3338 2600 400 D0230 Lm 0 70 kit Load Combinations =LC (Strength) 2122+16Lm+10IT 3122+16Lm+05W 412 D+05 Lm+1011+1OW 5092+16W 614D Relnfoning Configuration Face Reveal Thickness Allowance 075in Load Corn binations=L C (Sers ce Deflection) 210 D+10 IT 310 D+06 W 410 D+6]5IT+0 75d 6W) 510 D+06 W 610D sPanel Engineering Report Company: Peak Engineering, Inc. Project: Axis 70 West User: Peak Engineering Project* 20.185 Date: 12/24/2020 Panel: W22—W21 thm W22 Strip Number 1 2 Strip Width one 10 97 500 Load Width xF 1600 1000 Structural Thickness (In) ] 25 ] 25 Distance to Analysis Point xF 1].19 1].19 Unbaced Lengtll W(tt) 3438 3438 DISI to c . of Steel tl(In) 6.19 6.19 Strength Reduction Factor 0 0900 6900 Controlling Strength LC. 4 4 Controlling Senate For LC. 5 5 Factoatl Applied Load Rubrical 1002 626 Factosit Panel Weight Pulerips) 3932 23.18 Factored Axial some Pu(kps) 4934 2944 Factored Prvssure Wu(klf) 0496 6310 Design Status OIL OIL Reinforcement Level eatoo e so hce Bar Quantity And Size 13#5'5 9455 Cbal r H eight (In) 625 625 Down Face Chair Height (In) 150 150 Bar Spacing (In) 1050 675 Area of Steel Provided Asoni 4030 2790 Factored Applied Moment Mua(IrvK) 8992 5620 Factored Total Moment Muor g 13036 8233 Resisting Moment Hardin:) 13514 8994 Cracking Moment Mching 5470 2493 Ultimate Dead Deflection Ar(In) 820 839 Service Load Deflection Os(In) 1 7 222 Allow Served Deflection (In) 2 7 2 7 Steel Ram (x1000) p 495 ]52 Allowable Steel Ratio 2138 2138 Carl Strain( x1000) at 0 7 103 Allowable Concrete Strain 225 225 Steel Strain (x1000) at 2 W 207 Allowable Steel Strain 207 207 Cracked Moment Of lnera (X Is) 0.1]6 6225 General Notes: 1) Panel sections above openings are not designed for gravity or oil of plane loading. 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"Nan IN1 IEINM 1 Ina Zana 11]NY11 w10.- 311oa 'na, .ml INFa TIFa .w 'i = Na, $.Ep ¢em awar i i M.- MFMY NNflB .1. Imi aNi .. ..IrM 11..E .. 11MIn .. 11.8E N1 nV 11tl8A 3N. Mx 1.1Man .. 11.iNF MAA - IN.IInV INBYN ani 1NAFV 'i IN.I FV NE]M 0..M i 'i nNN 'i nmN nIMAIX F••I.• innaiiM n1... 1NNreYF'➢ X14EKYFV INIENKN ganna. 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(brB WNFPrnp pAfl Brmk Fpm Fvltt UO 3WNWMI(MIN 4M llp Wq,i 04p B{4p ORXE .,ii OMfIX File• NPin wwM Wt eDM WM11,Nep . Pi Pi Ban M Nano Nl Penn PoM WNW el En BpDb . PoMwyN IMII tn.pM M,= lBaprr orWY�r�min.vw MBN RWBsmbMN 1BAUn MIn.InN.BW O.dNS ¢F lytl/alA PY: wN.In Fnb Yib NM AN1 I.rl Wi 12 1D Ni OH D IBolu Ww.l+ 1P B.r IBCIKMN nb OHB K9w.Y Knpa m 18CIK}BMnF 1D 1.1.31nrb Q) Mn XaY.$tly 1WF nMrM: 1B1X. i FNMEMNi INC Pq1 M3A WY iw. Wvvvn: Mi 1X12® PoN PWMY NBF pY! p'AM PANEL ELEVATION 151 MYY Immo B 3MLLKM M +.ppµ.NAW n•FNx•IYNFR BMP N# I, 1.I FV IWUN= 1ffi9 MA- 1p FT bAl1Y BDv.- Bang �- om 4• na B2 MN.• ZR]MF e. 095E olpl aFT NweN PFit lM wus B.n bn wm.IMY w wlMnf fY r/..aYl mpM ApM Ix ru Mc+u Ncrw vA+M Nc rK pc+u Nc+K nMrM: 1B1X. i FNMEMNi INC Pq1 M3A WY iw. Wvvvn: Mi 1X12® PoN PWMY NBF pY! p'AM PANEL ELEVATION 151 MYY Immo B 3MLLKM M +.ppµ.NAW BMP N# Illem 1bm .IBX 1p FT SRINI 1p FT Ir FT Pu• 0. BFX oIBX oFT olpl aFT aFT Pu• mpM ApM )MIBX mpM1MIM Bp1 NN M w = rpm 3BpM BIMM Mi Nni p18M Ww Po10.' I., nM rM wy rM rp Ni w.- p.lq nlp -1w MI al.ep In nap "i M.- MaMY 088 .. Ini MM.1. MOIIb I88AF ILnYIn mWa IYD18F IYMYY pt Mt IY.rPA Mx I191Y .w Mt 11.MF 11Mt 1 1 - "12".. 311 n1-0FV 21 t18AFV 4M 0.rp PDX 04p B{4p ORXE OUM OMfIX File• M8F61>IrM MYEBgN M]EBMN MBnni MIEN BrYN pENYFV M{ENMY3 M,• MI M,= ni IM.= YoxwF eMenB al.nb aNAnb eeMnb apnnb alaNnrIX DrOATWflmL tal I I Ini I Blr eb Ob Ob Ob Ob i@Slr BBiOb )181b ppb NAb BMb p.A qY p.A [tt 1flYp 18. Npp 3NaMb ) m188b 35ni M1 Xb 1. XIPb .u'mN.4• 3ffiF 2.1. 3ffiIn ipF 2pF 1pF 2pF N •µ,.P,•4 B1r MY 91r8b IPr111b 1011b XBllb pRllb e, - e, nMrM: 1B1X. i FNMEMNi INC Pq1 M3A WY iw. Wvvvn: Mi 1X12® PoN PWMY NBF pY! p'AM PANEL ELEVATION 151 MYY Immo PFAKBiGIH6LNy INC P�aam bamwM ¢rh.e Fb IaF FUE,e W11 puiY me! 1Y bME® OnobwaMl Nn.Na'.MMN aNb BdMwM (WBWMaA..o MBNwMILO.aM mYnN� heNV� �A PrINnaYL TN. P.INw.Ni FmvnNY Laawl r� FDN.sAanNa bOY1wN + mH.OLKM M +.mpµ.NAw M1mn dLMLu1 0401 FmiRtly I, a1.I FV IwuN= eY FbA axrmww� �r ams- YNN YDvlmy ova aN.maNpPNpmlla nun amrnnnumm�«PM nNn Naa«aNnowodea ILb6 NuslwnbnamvMYwalmMflY Wr10Y1 sAM «Frwm4 al8n MevUWMIYIYn pc+u Nc+K Pe.IwyN¢ mM Ym mmM Mltl Prams BBnM OJT b11mm[gllp 0.04T BMmk Fpm Fvltt A1O � 0101 II,bNPW vPa aPa pN LyLreyplMm mPN« M Bmoo Nl b zvm¢ map soaNvr van w Dap MIn.InN.BW a.dNS PY: YibpM ANI I.aRI K'e aw. 1II 1D K'e ¢.n aH 1D IBPIU Ww.11 Ib o.n IBCIKMN ab OHB K9w.Y BCIKatw K IBCIK}BmN 1➢ IBa IL13NYlb A] mxoA�aN iwn nMrM: VgXa F ENL EMF INC PIg2 tlLA WY ¢e.YN FamF WllyMq bYl1Y PANEL ELEVATION 152 a.. Imus® FAr + mH.OLKM M +.mpµ.NAw n•FNx• ]ID �� m� I, a1.I FV IwuN= eY FbA B= M.' M911Y ams- YNN s• DID 4• na lx MN•• Zy Ma e. a.]NF oIPT aM BmxNPFiIIM NuslwnbnamvMYwalmMflY Wr10Y1 sAM aAM mru Mcm «rw m+BM mrK pc+u Nc+K nMrM: VgXa F ENL EMF INC PIg2 tlLA WY ¢e.YN FamF WllyMq bYl1Y PANEL ELEVATION 152 a.. Imus® FAr + mH.OLKM M +.mpµ.NAw BMIPN# olm onT oIPT oM oIPT aM aM Ne- o4n onT DIRT oM oIPT aM aYT N.- sAM aAM amlNn aAM vwlen Im Yn msbl - mmM amM aAlpel aAM vNlnt IMM ms YT w10.- vp vPN vPa aPa aPa aI PN mPN« = B➢q ¢op mop map nep map Dap Nu= 7mdMY mlfl8 mmab «nM16 mAM1b mmab IIIb /�= mlrM BnONF ad Mx d11. dw Ma nOagF mF4 naaKA do FV BO.BMA vMx naSdA n»Md - A09]F 01.2IrN 013YN X. X. gIYM N-0FV m]FV 0.BBM PIX'0 OWm 0{0a 0@N OS016 Pm18IX 4•I,• an.¢.elal.D M.eB.e Ys+z v1.eBp Yin m#wFsrD dwaBp Yin m.m.e FsrD ay.mNwn M,• M,= IM.= 1nm MY Iona. ImNnb lomnb ImNnb Iwmnb Iwmnr« OpATWflmL +a+ ala Ob ab ab Ob ab mVla PT9b Rlmb qNb Adb YINb 1ASa qY 18.9 [tt E41 SMF! lflmp ].YYp Z1Ip Mb Z➢NBb IaNOp IaAnb m90p 1 Wllb NemIF4• dAF BAIn 8mF 8gF 8mF AmF N •µ,.P,•4 RIMY ZIB]Rb dAOBb dI1BBb II10Bb II1BBb e, - e, nMrM: VgXa F ENL EMF INC PIg2 tlLA WY ¢e.YN FamF WllyMq bYl1Y PANEL ELEVATION 152 a.. Imus® FAr PFAKBiGIH6LNy INC P�aem bMmwM ¢M 1]ltl/m PY: amtmbD I¢F Fw,e MMIM MJIY mei mM IW 46 + ni b'OY1wN ne,unn 1. ni Ini Tnp.. ]ge1PaY LLNt Y1enn d in.- -n.-MM•• NyN Nim Fmnetly ini in, .n Ni a• U81BF Ulal bat M Mme axrmwW� �r apwalFv mru ac+u mru m+nW mrK pc+u ac+K ,n],] "W1 EwIIMy omb wepr.p.Ww =1. ➢a.mNppaN[w1a nan a: mMbelwl Aqn amernanunmbnpn tNn TF.PoMIIINnw ]Deb 4N¢JS W]b CmYnBb 101 .ninNmmFp 11 ob p�ampa FWe 1 Alp Mnrwm4 eM flap O I.WPoUWMIWM Mu= In1p ReM� xtaq Fx amfl8 WyN¢ m Nn. gwuplam I.An Ini /�= NMS N Mry YnF4 aOZ. OnoM Watlr INpI MINPrmea mDM Nn.mx.m Mb NI4 MT b1Mn[wlp 0.0M1 0.sb 80bWM 1aDeb $� - (b118 Wtln0.mep 0At BMmk Fpm Fvltt A1O M (Mly 1181 Tn,- m]nN meFN a.]FV ,i .,iieo a.IFY ]ni WI flglBy NmM Wt eDNI yPbeaplMb ala wnmrnp. ]mn M Nano Nl PoM" iEn an.]En4Fn AiOb . W ®M auaa.esFn 109 PI Lnn OwWImINWmin.WLBW mPl RWnsmbMN 1PAUn MIn.InN.BW e.dNS YMpM ANI LUPI K'e CI nn 1II 1D K'e ¢.n UH 1D IBaIUNM.11 1D o.m IBCIKMItl Ub 0A8 KErgY K/WTI W IaCIK}BMnN 1➢ IBU IL138Mnb A] Mn XaY.$my 1WF nMrM: 181X0 i FN3IIYi INC PIg2 ndAWY Aem:1]N� PoN tYNF.e Y: IN FweF.uywveMh mel btl PANEL ELEVATION 153 mYY 1MN0 + ni ..ni 1. ni in- , M.- M.- M9 MA - in.- -n.-MM•• n.- Nim Pu- bT .in.. Ni a• U81BF Ulal UNT nmxNYFi+IM NusnenbnwmerMYweerlMeeflY Wee8Y1 mM mM mru ac+u mru m+nW mrK pc+u ac+K nMrM: 181X0 i FN3IIYi INC PIg2 ndAWY Aem:1]N� PoN tYNF.e Y: IN FweF.uywveMh mel btl PANEL ELEVATION 153 mYY 1MN0 + ni i0.MAN# Mom 1ID Mi 981i I.m 2EIN1 i Nim Pu- bT 8m UTAX Ubn Ulal UNT Uen Pu- mM mM aa189 aBBw NNi Im M1 "W1 = mw aNw =1. mw illi lni Iww Po10.' eIH IN, aM ay aM 9p aW. W.- 4W1 Alp -W Zi, flap a➢p by Mu= i amfl8 aNM1b 11BM16 ini Ntanb Ini /�= wlrM aAwF un Mx aAMln MWa aU.Y9F YnF4 aOZ. w]FV aUIMF a9 Mx aUa1Y eNMa AABNF - mUlm m]nN meFN a.]FV aDnM a.IFY ]ni awl ala ala bla sola ansa 4•I,• NBaKI>INP a.17....lwA an.]En4Fn ansE.esFn au+En Yen au#w1. auaa.esFn M,• M,= I M.= Im MY 1.4. lawnb INbnb lawnb INmnb Im nrm ONAalafl9L IaI Inn.Ub nUb IUb Ii Inninin UIY Ub YBa IY P1ab 99b Ya1b Plab mb 1Aa qY IBDBp Aap Aap 17.800 8180 Z1a Mb m11b IN311b alnb a911b IY,BAp earmN,4• aDF BAIn 8aF 8aF 8aF AaF N•el.P;4 mMY mob aMnb swop I11 Iw11b e, - e, nMrM: 181X0 i FN3IIYi INC PIg2 ndAWY Aem:1]N� PoN tYNF.e Y: IN FweF.uywveMh mel btl PANEL ELEVATION 153 mYY 1MN0 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENmNEEam° 20-185 0.smneo er 4A. DT 12/14/2020 Fwc doa No.: P of Axis 70 West __- _ FEnvae PEAK ENGINEERING_, INC. CONSULt[NC STRUCTURAL ENGINE=RiNc JT" No.6r 20-185 . Mme. DATE, 12/14/2020 PA,' . Desicrrto Pac,Ecr AXIS 70 West FEi E: -Aa' Aji i'L(jk S of*wn: Y-6 PEAK ENGINEERING INC. CONSULTING STRUCTURAL ENmrveeuw° 20-185 12/23/2020 doe No.: orsmuco ae MAS o..•:e: _aaRE.— Acis 70 West FETTGRE -ILIO A W411 /,'ojV7&hb_() DEM _ 40.0 (`37 K.t 135Ft O�la.)�I�).`_ 715 Title Block Line 1 You can change this area using the "Settings" menu item and than using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed. 17 DEC 2020, 7t21PIN' Concrete Beam He K RojedsL70P01P0186 Axis 70 We91Calcubtionsl er alcWxis 70 Well ec8 Software copyripM ENERCALC, INC. 10832010, Build1219.1112 DESCRIPTION: Spandrel Panel W11 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties fc = 5.0 ksi Phi Values Flexure 0.90 +DaH r 112 fr = fc " 7.50 = 530.33 psi Shear. 0.750 Maximum Deflection +D+Lr+H W Density = 145.0 sof R 1 = 0.80 Typical Section Max Downward Transient Deflection 7 JR Factor = 1.0 0<360C Hu Applied 612.43k -ft Elastic Modulus = 3,122.0 di Fy- Stirrups 40.0 ksi 0<360C Mn' Phi :Alowable fy-MainRebar = 60.0 ksi E - Stirrups = 29,000.0 ksi Ratio = 94127 >=180 E-MainRebar = 29, 000.0 ksi Stirrup BarSizep 3 0.000 in Ratio= 0<180.0 Number of Resisting Legs Per Stirrup= 2 Cross Section & Reinforcing Details RactangularSection, Width=8.230in, Haight =234.0in Span p1 Reinforcing.... 245of3.0infrom Sodom, from 0.0is42.0flinthis span 245 of 6.0 in from Sodom, from 0.0is42.0flinthis span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load. D=0.040, S=0.12Ck9f, TribdaryWidlh=1.0fl DESIGN SUMMARY 2.520 2.520 +DaH r ' Maximum Bending Stress Ratio = 0.480 :1 Maximum Deflection +D+Lr+H 41662 41662 Section used forthis span Typical Section Max Downward Transient Deflection 0.000 in Ratio= 0<360C Hu Applied 612.43k -ft Max upward Transient Deflection 0.000 in Ratio= 0<360C Mn' Phi :Alowable 1,274.69k -ft Max Downward Total Deflection 0.005 in Ratio = 94127 >=180 +D+0.750L+0.7505+0.450IN+H 43552 Max upward Total Detection 0.000 in Ratio= 0<180.0 Location of maximum on span 20.962 fl Span pwhere maximum occurs Span p1 Vertical Reactions supportnotation Earleftisal Load Combination Suppodl Suppod2 Overall MNimum 2.520 2.520 +DaH 41662 41662 +D+L+H 41662 41662 +D+Lr+H 41662 41662 +D+S+H 44.182 44.182 +D+o.75OLr+0.750L+H 41662 41662 +D+o.750L+0.7501 43552 43552 +D+O.501 41662 41662 +D+0.70E+H 41662 41662 +D+0.750Lr+0.750L+0.450IN+H 41662 41662 +D+0.750L+0.7505+0.450IN+H 43552 43552 +D+o.750L+0.7505+o.52501 43552 43552 157 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 17 DEC 2020, 7:21 PN Concrete Beam File= K.Trojects120a7120-185 Axis 70 WestACalculatlons\EnercalclAxls 70 west ec6 Software copvriphl ENERCALC, INC. 19H3a719, Build.1219.1112 DESCRIPTION: Spandrel Panel W11 Vertical Reactions Support notation: Far left is#1 +0.60D+0.70E+0.60H 24.997 24.997 D Only 41.662 41.662 Lr Only L Only S Only 2.520 2.520 W Only E Only H Only Overall Maximum Deflections Load Combination Span Max. "-" Dell (in) Location in Span (ft) Load Combination Max. Y' Dell (in) Location in Span (ft) +D+S+H 1 0.0054 21.000 0.0000 0.000 158 Title Block Line 1 You can change this area using the "Settings" menu item and than using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed. 17 DEC 2020, 7.19PN Concrete Beam He K RojedsL70P01P0186 Axis 70 WeMGalcuhtionsl er alcWxis 70 Well ec8 Software copyripM ENERCALC, INC. 19832019, Build1219.1112 DESCRIPTION: Spandrel Panel W20 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties fc = 5.0 ksi Phi Values Flexure 0.90 +DaH r 112 fr = fc " 7.50 = 530.33 psi Shear. 0.750 Maximum Deflection +D+Lr+H W Density = 145.0 sof R 1 = 0.80 Typical Section Max Downward Transient Deflection 7+ JR Factor = 1.0 0<360.f Hu Applied 475.293k -ft Elastic Modulus = 3,122.0 di Fy- Stirrups 40.0 ksi 0<360.f Mn' Phi :Alowable fy-MainRebar = 60.0 ksi E - Stirrups = 29,000.0 ksi Ratio = 137676 >=180 E-MainRebar = 29, 000.0 ksi Stirrup BarSizep 3 0.000 in Ratio= 0<180.f Number of Resisting Legs Per Stirrup= 2 Cross Section & Reinforcing Details RactangularSection, Widi Height=23h.0in Span p1 Reinforcing.... 245ata.OinfromSodom, from0.0to37.Oflinthisspan 245at3.OinfrorifromO.Oto370flinthisspan Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load. D=0.040, S=0.12Ck9f, TribdaryWidlh=1.0fl DESIGN SUMMARY 2.220 2.220 +DaH r ' Maximum Bending Stress Ratio = 0.736 :1 Maximum Deflection +D+Lr+H 36702 36.702 Section used forthis span Typical Section Max Downward Transient Deflection 0.000 in Ratio= 0<360.f Hu Applied 475.293k -ft Max upward Transient Deflection 0.000 in Ratio= 0<360.f Mn' Phi :Alowable 645.72k -ft Max Downward Total Deflection 0.003 in Ratio = 137676 >=180 +D+0.750L+0.7505+0.450IN+H 38367 Max upward Total Detection 0.000 in Ratio= 0<180.f Location of maximum on span 18.534 fl Span ;where maximum occurs Span p1 Vertical Reactions supportnotation Earleftisal Load Combination Suppodl Suppod2 Overall MNimum 2.220 2.220 +DaH 36702 366.702 +D+L+H 36702 31.702 +D+Lr+H 36702 36.702 +DaS+H 38922 33922 +D+0.750Lr+0.750L+H 36702 36.702 +D+0.750L+o.7501H 38367 33367 +DEC 501 36702 36.702 +D+0.70E+H 36702 36.702 +D+0.750Lr+0.750L+0.450IN+H 36702 36.702 +D+0.750L+0.7505+0.450IN+H 38367 33367 +D+o.750L+0.7505+0.52501 38367 33367 159 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 17 DEC 2020, 7 19P Concrete Beam File =K.Trojects120a7120-185Axis70 WestACalculatlons\EnercalclAxls70 west ec6 Software copvriphl ENERCALC, INC. 19H3a719, Build.1219.1112 DESCRIPTION: Spandrel Panel W20 Vertical Reactions Support notation: Far left is#1 +0.60D+0.70E+0.60H 22.021 22.021 D Only 36.702 36.702 Lr Only L Only S Only 2.220 2.220 W Only E Only H Only Overall Maximum Deflections Load Combination Span Max. "-" Dell (in) Location in Span (ft) Load Combination Max. Y' Dell (in) Location in Span (ft) +D+S+H 1 0.0032 18.500 0.0000 0.000 160 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING 20-185 12/23/2020 Jue No.: '" � Descmeo Bv: Ny,%„,�� Pao.recr. ...AXIS 70 West _ F-,v uue. Y2' �/AT/�n�iS7!-G yml— DEEN" 0 .�f _......_ PEAK ENGINEERING, INC. JOB TITLE Axis 70 West 1687 Cole Blvd., Suite 100 JOB NO. 20-185 SHEET NO. Lakewood, CO 80401 CALCULATED BY MAF DATE 12/24/2020 303/274-0707 CHECKED BY DATE C1308 Ver 10.08.19 CONCRETE BEAM/SLAB (ACI 318-08) w .stmv✓are.com DESCRIPTION: Spandrel Panel -wind ................................................................................................................................................................... FLEXURE & SHEAR INPUT Pc = 5 ksi fy = 60 ksi b = 12 " d = 6.25 " Mu = 39.7 'k Vu = 4 k Lt wt factor (L): 0.00 k (NW -1, LW -.75) = 1.00 CRACK CONTROL INPUT: Ma = 2.1 'k Clr cover = 0.75 in TORSION & DEFLECTION INPUT Tu = 0 'k h = 6" NEGLECT TORSION # of bars As Dist to CL Tie= 1.75 " As = As(min)= As(max)= 1.68 int 0.27in2 1.82 int BENDING p= p= p max= 0.02236 0.00354 0.02429 LONGITUDINAL TORSIOP # of bars As SHEAR 4 legs �Vc = 7.95 k Av/s = 0.00 int Vs(req'd)= 0.00 k Av/s(min)= 0.01 int 3.1 in 3 #7 1.80 int TORSION 3.1 in Ter = 2.55'k 2 #9 2.00 int ** At/s = 0.00 int 2#10 2.53 int ** ADD COMPRESSION STEEL OR INCREASE DEPTH. Av+2At/s = 0.00 int Max Rebar Spacing for crack control Av+2At(m)= 0.01 int Al/4 = 0.00 int (Torsion steel all 4 faces) Total As = 1.68 int (As plus Al/4) BEAM REINFORCING DEFLECTION COEFFICIENTS FLEXURAL REINFORCING STIRRUPS LONGITUDINAL TORSIOP # of bars As Size 2 legs 4 legs 9 #4 1.76 int #3 @ 3.1 in 3.1 in 6 #5 1.84 int ** #4@ 3.1 in 3.1 in 4 #6 1.77 int #5 @ 3.1 in 3.1 in 3 #7 1.80 int #6@ 3.1 in 3.1 in 3 #8 2.36 int ** 2 #9 2.00 int ** **TOO MUCH STEEL - tensile strain exceeds 0.004. 2#10 2.53 int ** ADD COMPRESSION STEEL OR INCREASE DEPTH. 2#11 3.12 int ** Max Rebar Spacing for crack control = 168.14 in #7 @ 4.3 1.68 int #8 @ 5.6 1.68 int Max Rebar Spacing for crack control = 168.14 in DEFLECTION COEFFICIENTS SLAB REINFORCING Spacing As 145 pcf Ec = #3 @ 0.8 1.68 int Mer = #4 @ 1.4 1.68 int 216.0 in4 #5 @ 2.2 1.68 int �Vc = 7.95 k #6 @ 3.2 1.68 int SHEAR : OK #7 @ 4.3 1.68 int #8 @ 5.6 1.68 int Max Rebar Spacing for crack control = 168.14 in 4074 ksi 216 in4 162 www.StruWare.com DEFLECTION COEFFICIENTS Actual As = 0.13 int Cone wt = 145 pcf Ec = Ma = 2.1 'k Ie = Mer = 3.2 'k Ig = 216.0 in4 Icr = 29.8 in4 4074 ksi 216 in4 162 www.StruWare.com Title Block Line 1 You can change this area using the "Settings" menu item and than using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed. 17 DEC 2020, 7t21PIN' Concrete Beam He K RojedsL70P01P0186 Axis 70 We91Calcubtionsl er alcWxis 70 Well ec8 Software copyripM ENERCALC, INC. 10832010, Build1219.1112 DESCRIPTION: Spandrel Panel W11 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties fc = 5.0 ksi Phi Values Flexure 0.90 +DaH r 112 fr = fc " 7.50 = 530.33 psi Shear. 0.750 Maximum Deflection +D+Lr+H W Density = 145.0 sof R 1 = 0.80 Typical Section Max Downward Transient Deflection 7 JR Factor = 1.0 0<360C Hu Applied 612.43k -ft Elastic Modulus = 3,122.0 di Fy- Stirrups 40.0 ksi 0<360C Mn' Phi :Alowable fy-MainRebar = 60.0 ksi E - Stirrups = 29,000.0 ksi Ratio = 94127 >=180 E-MainRebar = 29, 000.0 ksi Stirrup BarSizep 3 0.000 in Ratio= 0<180.0 Number of Resisting Legs Per Stirrup= 2 Cross Section & Reinforcing Details RactangularSection, Width=8.230in, Haight =234.0in Span p1 Reinforcing.... 245of3.0infrom Sodom, from 0.0is42.0flinthis span 245 of 6.0 in from Sodom, from 0.0is42.0flinthis span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load. D=0.040, S=0.12Ck9f, TribdaryWidlh=1.0fl DESIGN SUMMARY 2.520 2.520 +DaH r ' Maximum Bending Stress Ratio = 0.480 :1 Maximum Deflection +D+Lr+H 41662 41662 Section used forthis span Typical Section Max Downward Transient Deflection 0.000 in Ratio= 0<360C Hu Applied 612.43k -ft Max upward Transient Deflection 0.000 in Ratio= 0<360C Mn' Phi :Alowable 1,274.69k -ft Max Downward Total Deflection 0.005 in Ratio = 94127 >=180 +D+0.750L+0.7505+0.450IN+H 43552 Max upward Total Detection 0.000 in Ratio= 0<180.0 Location of maximum on span 20.962 fl Span pwhere maximum occurs Span p1 Vertical Reactions supportnotation Earleftisal Load Combination Suppodl Suppod2 Overall MNimum 2.520 2.520 +DaH 41662 41662 +D+L+H 41662 41662 +D+Lr+H 41662 41662 +D+S+H 44.182 44.182 +D+o.75OLr+0.750L+H 41662 41662 +D+o.750L+0.7501 43552 43552 +D+O.501 41662 41662 +D+0.70E+H 41662 41662 +D+0.750Lr+0.750L+0.450IN+H 41662 41662 +D+0.750L+0.7505+0.450IN+H 43552 43552 +D+o.750L+0.7505+o.52501 43552 43552 163 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 17 DEC 2020, 7:21 PN Concrete Beam File= K.Trojects120a7120-185 Axis 70 WestACalculatlons\EnercalclAxls 70 west ec6 Software copvriphl ENERCALC, INC. 19H3a719, Build.1219.1112 DESCRIPTION: Spandrel Panel W11 Vertical Reactions Support notation: Far left is#1 +0.60D+0.70E+0.60H 24.997 24.997 D Only 41.662 41.662 Lr Only L Only S Only 2.520 2.520 W Only E Only H Only Overall Maximum Deflections Load Combination Span Max. "-" Dell (in) Location in Span (ft) Load Combination Max. Y' Dell (in) Location in Span (ft) +D+S+H 1 0.0054 21.000 0.0000 0.000 164 Title Block Line 1 You can change this area using the "Settings" menu item and than using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed. 17 DEC 2020, 7.19PN Concrete Beam He K RojedsL70P01P0186 Axis 70 WeMGalcuhtionsl er alcWxis 70 Well ec8 Software copyripM ENERCALC, INC. 19832019, Build1219.1112 DESCRIPTION: Spandrel Panel W20 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties fc = 5.0 ksi Phi Values Flexure 0.90 +DaH r 112 fr = fc " 7.50 = 530.33 psi Shear. 0.750 Maximum Deflection +D+Lr+H W Density = 145.0 sof R 1 = 0.80 Typical Section Max Downward Transient Deflection 7+ JR Factor = 1.0 0<360.f Hu Applied 475.293k -ft Elastic Modulus = 3,122.0 di Fy- Stirrups 40.0 ksi 0<360.f Mn' Phi :Alowable fy-MainRebar = 60.0 ksi E - Stirrups = 29,000.0 ksi Ratio = 137676 >=180 E-MainRebar = 29, 000.0 ksi Stirrup BarSizep 3 0.000 in Ratio= 0<180.f Number of Resisting Legs Per Stirrup= 2 Cross Section & Reinforcing Details RactangularSection, Widi Height=23h.0in Span p1 Reinforcing.... 245ata.OinfromSodom, from0.0to37.Oflinthisspan 245at3.OinfrorifromO.Oto370flinthisspan Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load. D=0.040, S=0.12Ck9f, TribdaryWidlh=1.0fl DESIGN SUMMARY 2.220 2.220 +DaH r ' Maximum Bending Stress Ratio = 0.736 :1 Maximum Deflection +D+Lr+H 36702 36.702 Section used forthis span Typical Section Max Downward Transient Deflection 0.000 in Ratio= 0<360.f Hu Applied 475.293k -ft Max upward Transient Deflection 0.000 in Ratio= 0<360.f Mn' Phi :Alowable 645.72k -ft Max Downward Total Deflection 0.003 in Ratio = 137676 >=180 +D+0.750L+0.7505+0.450IN+H 38367 Max upward Total Detection 0.000 in Ratio= 0<180.f Location of maximum on span 18.534 fl Span ;where maximum occurs Span p1 Vertical Reactions supportnotation Earleftisal Load Combination Suppodl Suppod2 Overall MNimum 2.220 2.220 +DaH 36702 366.702 +D+L+H 36702 31.702 +D+Lr+H 36702 36.702 +DaS+H 38922 33922 +D+0.750Lr+0.750L+H 36702 36.702 +D+0.750L+o.7501H 38367 33367 +DEC 501 36702 36.702 +D+0.70E+H 36702 36.702 +D+0.750Lr+0.750L+0.450IN+H 36702 36.702 +D+0.750L+0.7505+0.450IN+H 38367 33367 +D+o.750L+0.7505+0.52501 38367 33367 165 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 17 DEC 2020, 7 19P Concrete Beam File =K.Trojects120a7120-185Axis70 WestACalculatlons\EnercalclAxls70 west ec6 Software copvriphl ENERCALC, INC. 19H3a719, Build.1219.1112 DESCRIPTION: Spandrel Panel W20 Vertical Reactions Support notation: Far left is#1 +0.60D+0.70E+0.60H 22.021 22.021 D Only 36.702 36.702 Lr Only L Only S Only 2.220 2.220 W Only E Only H Only Overall Maximum Deflections Load Combination Span Max. "-" Dell (in) Location in Span (ft) Load Combination Max. Y' Dell (in) Location in Span (ft) +D+S+H 1 0.0032 18.500 0.0000 0.000 166 Axis 70 West Job No.: 20-185 CALCULATIONS FOR: STOREFRONT ENTRY & CANOPY FRAMING 167 Z x- CORNER ENTRY 22 STOREFRONT r m 1027 m s M17 N26 4419 20 14 N31 Z7 N30 M? 4114 A7 ?7 2y N34 4173 2 � N35 N23 M � M> m MJp � 3 Mio N MJ7 N A Aft;? N MJ? NNJ 78 2 97�` X13 1 Peak Engineering, Inc. Axis 70 West SK -1 MAF Dec 23, 2020 at 11:55 AM 20-185 Corner Entry Storekont 12.23.20.r3d 168 k CORNER ENTRY v 22 STOREFRONT - WIND k19 A2 MJ) N26 �kin 44}g N31 z� 0% N3 414 &At N34 �� N3 kin F %o M70 3 � 1 }}Z 19 z 11 ksf 13 t Loads: BLC 1, Wind Peak Engineering, Inc. Axis 70 West SK-2 MAF Dec 23, 2020 at 12:02 PM 20-185 Corner Entry Storefront 12.23.20.r3d 169 x CORNER ENTRY STOREFRONT - DEAD LOAD v -7.2 k 22 m 3 -3.5 k A m 4417 -0.5 k f A20 N20 �M 447 _ m 1� 24 f 1 4414 %67� A/13 22 m N34 N23 'H23 y N3 7 N m '^ W m Mio�_ F 3 M31 -0.015 ksf f12 f32 t0 13 2 Loads. BLC 2. Dead Enoalope Only Station 1 Peak Engineering, Inc. Axis 70 West SK -3 MAF Dec 23, 2020 at 12:14 PM 20-185 Corner Entry Storefront 12.23.20.r3d 170 Company :Peak Engineering, Inc. CORNER ENTRY N4 12/23/2020 90 IIRISA Beam S uareTube Designer MAF STOREFRONT M2 12 11 25 PM N8 0.3 90 moment Job Number : 20-185 Checked By Model Name : Axis 70 West M3 PnmaryMember Properties Label I Node J Node K Node Rotate(deo) Section/5... Type Design List Material Design Rule 1 M1 N8 N4 0.3 90 perimeter Beam S uareTube A500 Gr.46 Typical 2 M2 N7 N8 0.3 90 moment Beam S uareTube A500 Gr.46 Typical 3 M3 N3 N22 1 0.3 0.65 columnl Column S uareTube A500 Gr.46 Typical 4 M4 N2 N21 1 0.3 0.65 column2 Column S uareTube A500 Gr.46 Typical 5 M5 N1 N20 1 0.3 0.65 columnl Column S uareTube A500 Gr.46 Typical 6 M6 N6 Nil S500 90 moment Beam S uareTube A500 Gr.46 Typical 7 M7 N10 N6 SA500 90 moment Beam S uareTube A500 Gr.46 Typical 8 M8 N16 N15 SA500 90 moment Beam S uareTube A500 Gr.46 Typical 9 M9 N15 N14 90 moment Beam S uareTube A500 Gr.46 Typical 10 M10 N18 N17 90 moment Beam S uareTube A500 Gr.46 Typical 11 M11 N5 N12 90 moment Beam S uareTube A500 Gr.46 Typical 12 M12 N18 N19 90 moment Beam S uareTube A500 Gr.46 Typical 13 M13 N23 N24 qirt2 Beam SquareTubel A500 Gr.46 Typical 14 M14 N24 N25 girt2 Beam SquareTubel A500 Gr.46 Typical 15 M15 N25 N26 girt2 Beam SquareTubel A500 Gr.46 Typical 16 M16 N26 N27 girt2 Beam SquareTubel A500 Gr.46 Typical 17 M17 N20 N21 girt Beam SquareTubel A500 Gr.46 Typical 18 M18 N21 N22 girt Beam SquareTubel A500 Gr.46 Typical 19 M19 N4 N14 90 perimeter Beam SquareTubel A500 Gr.46 Typical 20 M20 N31 N29 90 purlin Beam SquareTubel A500 Gr.46 Typical 21 M21 N30 N28 90 purlin Beam SquareTubel A500 Gr.46 Typical 22 M22 N34 N32 90 purlin Beam SquareTubel A500 Gr.46 Typical 23 M23 N35 N33 90 purlin Beam SquareTubel A500 Gr.46 Typical 24 M24 N40 N41 90 purlin Beam SquareTubel A500 Gr.461 Typical 25 M25 N42 N43 90 purlin Beam Square Tube A500 Gr.46 Typical 26 M26 N39 N38 90 purlin Beam S uareTube A500 Gr.46 Typical 27 M27 N36 N37 90 purlin Beam S uareTube A500 Gr.46 Typical 28 M28 N8 N10 90 perimeter Beam S uareTube A500 Gr.46 Typical 29 M29 N10 N9 90 perimeter Beam S uareTube A500 Gr.46 Typical 30 M30 N9 Nil 90 perimeter Beam S uareTube A500 Gr.46 Typical 31 M31 Nil N12 90 perimeter Beam S uareTube A500 Gr.46 Typical 32 M32 N12 N13 90 perimeter Beam S uareTube A500 Gr.46 Typical Label E [ksi] G [ksi] Nu Therm. C... Density [k... Yield [ksi] Ry Fu [ksi] Rt 1 A36 Gr.36 29000 1 11154 0.3 0.65 0.49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 3 A992 29000 1 11154 1 0.3 0.65 0.49 50 1 1.1 1 65 1.1 4 A500 Gr.42 29000 1 11154 1 0.3 0.65 0.49 42 1.4 58 1.3 5 1 A500 Gr.461 29000 1 11154 1 0.3 0.65 0.49 46 1.4 58 1.3 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area inj Ivy [inj Iz inj Jin 1 HR1 HSS6X6X4 Beam S uareTube A500 Gr.46 Typical 5.24 28.6 28.6 45.6 2 moment HSS12X6... Beam S uareTube A500 Gr.46 Typical 11.8 72.9 215 178 3 purlin HSS10X4... Beam SWuareTube500 Gr.46 Typical 7.59 21.2 90.1 57.3 4 perimeter HSS12X4... Beam S500 Gr.46 Typical 10.4 28.9 168 84.1 5 column2 HSS8X8X4 Column S500 Gr.46 Typical 7.1 70.7 70.7 111 6 columnl HSS8X8X8 Column S500 Gr.46 Typical 13.5 125 125 204 7 in HSS5X5X5 Beam SA500 Gr.46 Typical 5.26 19 19 31.2 8 irt2 HSS6X6X8 Beam SA500 Gr.46 Typical 9.74 48.3 48.3 81.1 Basic Load Cases BLC Desc... ategory X Gravity Y Gravity Z Gravi Nodal Point Distributed Area Ma... Surface P... RISA-3D.NET version 18.0.0.35935 [ Corner Entry Storefront 12.23.20.r3d ] Page 1 171 Wind 1 WL I I I i i 1 14 2 2 1 Dead I DL 1 -1 1 3 2 3 1 Snow I SL 1 1 3 1 1 2 RISA-3D.NET version 18.0.0.35935 [ Corner Entry Storefront 12.23.20.r3d ] Page 1 171 Company : Peak Engineering, Inc. CORNER ENTRY 33.5 12/23/2020 IIIRISA 2 N2 Designer : MAF STOREFRONT Reaction 1211 25 PM 3 N3 33.5 18.5 Job Number : 20-185 Reaction 4 Checked By 38 Model Name : Axis 70 VVest N13 Basic Lmd Cases (Continued) Nodes Label X F l Y F l Z IR1 Temo Idea FI Detach From Dia... 1 N1 19.25 33.5 0 2 N2 33.5 33.5 0 Reaction 3 N3 33.5 18.5 0 Reaction Reaction 4 N4 38 5 11.5 N13 Reaction 5 N5 1925. 33.5 11.5 5 1 6 N6 33.5 33.5 11.5 7 N7 33.5 18.5 11.5 8 N8 38 18.5 11.5 9 N9 38 37.5 11.5 10 N10 38 33.5 11.5 11 N11 33.5 37.5 11.5 12 N12 1925. 37.5 11.5 13 N13 5.2 37.5 11.5 14 N14 34.25 5 11.5 15 N15 34.25 18.5 11.5 16 N16 34.25 33.5 11.5 17 N17 33.5 34.25 11.5 18 N18 1925. 34.25 11.5 19 N19 5.2 34.25 11.5 20 N20 1925. 33.5 37 21 N21 33.5 33.5 37 22 N22 33.5 18.5 37 23 N23 9 33.5 23.75 24 N24 19.25 33.5 23.75 25 N25 33.5 33.5 23.75 26 N26 33.5 18.5 23.75 27 N27 33.5 9 23.75 28 N28 38 14.33 11.5 29 N29 38 9.33 11.5 30 N30 34.25 14.33 11.5 31 N31 34.25 9.33 11.5 32 N32 38 23.5 11.5 33 N33 38 28.5 11.5 34 N34 34.25 23.5 11.5 35 N35 34.25 28.5 11.5 36 N36 9.33 34.25 11.5 37 N37 9.33 37.5 11.5 38 N38 14.33 37.5 11.5 39 N39 14.33 34.25 11.5 40 N40 24.33 34.25 11.5 41 N41 24.33 37.5 11.5 42 N42 29.33 34.25 11.5 43 N43 29.33 37.5 11.5 Node Label X fklnl Y fklnl Z fklnl X Rot fk-Nradl Y Rot fk-Nradl Z Rot fk-R/radl 1 N2 Reaction Reaction Reaction 2N1 Reaction 1 Reaction Reaction 3 N3 Reaction Reaction Reaction 4 1 N13 Reaction Reaction Reaction 5 1 N19 Reaction Reaction Reaction RISA-3D.NET version 18.0.0.35935 [ Corner Entry Storefront 12.23.20.r3d ] Page 2 172 Company Peak Engineering, Inc. CORNER ENTRY Reaction 12/23/2020 IIIRISA 2 N21 7 Designer MAF STOREFRONT Reaction 12 11 25 PM L Z 8 N20 Job Number : 20-185 -0.51 0 Checked By Model Name : Axis 70 VVest N21 Boundary Conditions (Continued) Node I ahal X fklnl V fklnl 7 fklnl X nM fk-e/rcA V nM fk-e/rcA 7 nnf fk-a/radl 6 N4 Reaction Reaction Reaction Active 2 N21 7 N14 Reaction Reaction Reaction N22 L Z 8 N20 Reaction Reaction -0.51 0 100 Active 9 N21 Reaction Reaction -0.51 0 100 Active 10 N22 Reaction Reaction -0.46 -0.46 0 100 11 N23 M9 Reaction Reaction -0.46 -0.46 0 12 N27 Reaction M10 Reaction -0.46 -0.46 0 Nndel ahel I ❑ AA ❑ireCinn AAznnihide f(k k -a) ( Inz Hive f(k k -R) (in 1 N20 L Z -0.5 Active 2 N21 L Z -3.5 Active 3 N22 L Z -1.2 Active Nndel ah i I ❑ AA ❑ireCinn AAznnihide f(k k -a) ( Inz Hive f(k k -R) (in 1 N20 L Z -2 Active 2 N21 L Z -10 Active 3 N22 L Z -20 Active AAemher I ahel ❑iretlinn SMrf AAznniGid Fnd AAznniGide Sferf I nrztinn f Fnd I nrztinn f( Ina Hive f(k k -f 1 M13 Y -0.51 -0.51 0 100 Active 2 M14 Y -0.51 -0.51 0 100 Active 3 M15 X -0.51 -0.51 0 100 Active 4 M16 X -0.51 -0.51 0 100 Active 5 M8 Z X -0.46 -0.46 0 100 Active 6 M9 0.279 X -0.46 -0.46 0 100 Active 7 M10 Y -0.46 -0.46 0 100 Active 8 M12 Y -0.46 -0.46 0 100 Active 9 M18 X -0.28 -0.28 0 100 Active 10 M17 Y -0.28 -0.28 0 100 Active 11 M30 Y -0.09 -0.09 0 %100 Active 12 M31 Y -0.09 -0.09 0 %100 Active 13 M28 X -0.09 -0.09 0 %100 Active 14 M1 X -0.09 -0.09 0 %100 Active BLC 1 Transient Area Loads AAcmhcr I ahal nirortinn .Cfart Mannihid Fnd AAcnniGidc Rfarf I nrafinn f Fnd I nrafinn f( Ina Hivc f(k k -f 1 M2 Z 0.504 0.504 0.75 4.5 Active 2 M20 Z 0.275 0.275 2.22e-16 3.75 Active 3 M21 Z 0.504 0.504 5.551 e-16 3.75 Active 4 M22 Z 0.275 0.275 0 3.75 Active 5 M11 Z 0.55 0.55 0.75 4 Active 6 M24 Z 0.279 0.279 0 3.25 Active 7 M26 Z 0.546 0.546 4.052e-15 3.25 Active 8 M27 Z 0.275 0.275 0 3.25 Active BLC 2 Transient Area Loads Mcmhcr I ahal nirortinn .Cfart Mannihid Fnd AAcnniGidc Rfarf I nrafinn f Fnd I nrafinn f( Ina Hivc f(k k -f 1 M2 Z -0.069 -0.069 0.75 4.5 Active 2 M20 Z -0.038 -0.038 2.22e-16 3.75 Active 3 M21 Z -0.069 -0.069 5.551 e-16 3.75 Active 4 M22 Z -0.038 -0.038 0 3.75 Active 5 M11 Z -0.075 -0.075 0.75 4 Active 6 M24 Z -0.038 -0.038 0 3.25 Active RISA-3D.NET version 18.0.0.35935 [ Corner Entry Storefront 12.23.20.r3d ] Page 3 173 Company Peak Inc. 12/23/2020 111RISA -0.066 0 Member Label Direction Start Ma nitud... End Ma nitude... Start Location ...End Location ...Inactive 7 M26 blNn ber 20-185ngineering, Checked By Model Name : Axis 70 VVes: Active BLC 2 Transient Area Loads (Continued) M1 Z -0.066 -0.066 0 Member Label Direction Start Ma nitud... End Ma nitude... Start Location ...End Location ...Inactive 7 M26 Z -0.074 -0.074 4.052e-15 3.25 Active 8 M27 Z -0.037 -0.037 1 0 1 3.25 Active Member Label Direction Start Maqnitud... End Magnitude... Start Location f... End Location f(... Inactive f(k, k -f... 1 M1 Z -0.066 -0.066 0 2.363 Active 2 M1 Z -0.066 -0.073 2.363 4.725 Active 3 M1 Z -0.073 -0.079 4.725 7.088 Active 4 M1 Z -0.079 -0.079 7.088 9.45 Active 5 M8 Z -0.075 -0.075 10 15 Active 6 M9 Z -0.066 -0.066 0 2.363 Active 7 M9 Z -0.066 -0.073 2.363 4.725 Active 8 M9 Z -0.073 -0.079 4.725 7.088 Active 9 M9 Z -0.079 -0.079 7.088 9.45 Active 10 M28 Z -0.075 -0.075 0 5 Active 11 M11 Z -0.2 -0.2 0.75 4 Active 12 M24 Z -0.102 -0.102 0 3.25 Active 13 M26 Z -0.198 -0.198 4.052e-15 3.25 Active 14 M27 Z -0.1 -0.1 0 3.25 Active Wind D+... Y 1 0.6 2 1 Node A Node B Node C Node D Direction Load Direction Magnitude ks Inactive k,... 1 N31 N34 N32 N29 Z A -B 0.11 Y Active 2 NW N37 N41 N40 Z B -C 0.11 Active Node A Node B Node C Node D Direction Load Direction Ma nitude ks Inactive k,... 1 N31 N34 N32 N29 Z A -B -0.015 Active 2 N36 N37 N41 N40 Z B -C -0.015 Active Snow Node A Node B Node C Node D Direction Load Direction Ma nitude ks Inactive k ... 1 N31 N34 N32 N29 Z B -C -0.04 Active 2 N36 N37 N41 N40 Z B -C -0.04 Active Load Combinations De... So... PD... SR... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... 1 D+... Y 1 0.6 2 1 2 0.6... Y 10.6 2 0.6 1 0.45 2 1 3 0.75 4 D+S Y 2 1 3 1 5 0.4... Y 1 0.42 6 1.2... Yes I Y 1 1 3 1.6 2 1.2 7 0.9... Yes Y 1 1 2 0.9 RISA-3D.NET version 18.0.0.35935 [ Corner Entry Storefront 12.23.20.r3d] Page 174 Company Peak Engineering, Inc.CORNER ENTRY 12/23/2020 IIRISA Designer MAF STOREFRONT-LRFD 12 18 38 PM Job Number :20.185 Checked By Model Name : Axis 70 VVest Node Reactions Node... X fkl LC Y fkl LC Z fkl LC MX fk-Rl LC MY fk-Rl LC MZ fk-Rl LC 1 N2 max 0.248 6 0.2436 6 24.7362 6 0 7 0 7 0 7 2 2 min -0.8586 7 -1.0808 7 7.1119 7 0 6 0 6 0 6 3 N1 max 0.0639 6 4.6681 7 11.2099 6 0 7 0 7 0 7 4 2.2214 min -1.2683 7 0.3783 6 -0.3163 7 0 6 0 6 0 6 5 N3 max 3.5111 7 0.0742 6 48.2048 6 0 7 0 7 0 7 6 3.3103 min 0.4151 6 -1.4175 7 5.2821 7 0 6 0 6 0 6 7 N13 max 0.0252 6 0.726 7 0.8903 6 0 7 0 7 0 7 8 0 min -0.0153 7 0 6 -0.6617 7 0 6 0 6 0 6 9 N19 max 10.9027 7 2.2287 7 0.7863 6 0 7 0 7 0 7 10 -0.384 min -0.2917 6 -0.0002 6 0.1293 7 0 6 0 6 0 6 11 N4 max 3.5546 7 0.2914 6 1.6476 6 0 7 0 7 0 7 12 0.1972 min -0.0559 6 -11.9063 7 -3.1876 7 0 6 0 6 0 6 13 N14 max 3.1032 7 23.7079 7 2.7304 7 0 7 0 7 0 7 14 24.7362 1 min -0.0119 6 -0.63071 6 0.2509 6 0 1 6 0 6 0 6 15 N20 max 1.9196 7 3.2263 7 0 7 0 7 0 7 1 0 7 16 J min -0.1965 6 -0.0472 6 0 6 0 6 0 6 0 6 17 N21 max 3.5915 7 3.473 7 0 7 0 7 0 7 0 7 18 17 min -0.0209 6 0.0192 6 0 6 0 6 0 6 0 6 19 N22 max 3.013 7 2.0967 7 0 7 0 7 0 7 0 7 20 0 min -0.0181 6 -0.1823 6 0 6 0 6 0 6 0 6 21 N23 max 0 7 5.4685 7 0.2184 7 0 7 0 7 0 7 22 -0.9425 min 0 6 -0.1463 6 0.1489 6 0 6 0 6 0 6 23 N27 max 4.9166 7 0 7 0.2551 7 0 7 0 7 0 7 24 -0.5281 min -0.1572 6 0 6 0.2049 6 0 6 0 6 0 6 25 Totals: max 32.37 7 31.1905 7 88.0798 6 min 0.0174 6 0.0972 26 -0.9559 min 1 0 6 0 1 6 11.5616 7 25 M7 I max 0.2359 7 A*mberEnd Reactions Memb... Memb... Axial fkl LC v She... LC z She... LC Torou... LC v -v M... LC z -z M... LC 1 M1 1 max 0.0479 6 -0.0072 7 0.0207 6 2.9438 7 0 7 0 7 2 min -0.4553 7 -1.0484 6 -0.0378 7 -0.8259 6 0 6 0 6 3 J max 0.0479 6 0.9807 6 0.0559 6 2.9438 7 0.3901 6 2.2214 7 4 min -0.4551 7 -0.7658 7 -3.5483 7 -0.8259 6 -18.3... 7 -0.6907 6 5 M2 max 5.0181 7 4.831 6 4.7739 7 0 7 3.3103 7 9.1464 6 6 min 0.0679 6 -2.4542 7 -0.2109 6 0 6 -0.1244 6 8.7798 7 7 J max 1.0212 7 1.9626 6 0.0754 6 0 7 0 7 4.0637 7 8 min 0.0207 6 0.0849 7 -1.8375 7 0 6 0 6 -1.044 6 9 M3 I max 48.2048 6 0.0738 6 -0.384 6 0 7 0 7 0 7 10 min 5.2821 7 -1.4164 7 -3.6293 7 0 6 0 6 0 6 11 J max 40.8431 6 0.1972 6 1.4299 7 -0.0723 6 1.4504 7 5.6048 7 12 min 5.8291 7 -2.1343 7 -0.0612 6 -1.2339 7 -0.0726 6 -0.71781 6 13 M4 I max 24.7362 6 0.2435 6 0.8577 7 0 7 0 7 0 7 14 min 7.1119 7 -1.0797 7 -0.248 6 0 6 0 6 0 6 15 J max 20.391 6 -0.0174 6 1.1136 7 0.9642 7 4.0146 7 3.9943 7 16 min 4.9026 7 -1.1566 7 -0.0197 6 -0.0135 6 -0.1409 6 0.1539 6 17 M5 I max 11.2099 6 4.6509 7 1.2684 7 0 7 0 7 0 7 18 min -0.3163 7 0.3697 6 -0.0638 6 0 6 0 6 0 6 19 J max 4.0342 6 0.0571 6 1.9201 7 1.3301 7 5.1554 7 1.9761 7 20 min -0.1805 7 -1.5862 7 -0.1978 6 0.0558 6 -0.9425 6 -0.066 6 21 M6 I max 3.2582 7 1.3791 6 0.0499 6 -0.1283 7 5.8725 7 4.1443 6 22 min 0.0174 6 0.5621 7 -5.8036 7 -0.5281 6 -0.0993 6 -5.3179 7 23 J max 0.4703 7 0.6925 6 0.0326 6 -0.1283 7 0.044 6 0.1884 6 24 min 0.0174 6 0.0972 7 -0.9559 7 -0.5281 6 -1.5869 7 1-1.72071 7 25 M7 I max 0.2359 7 0.6924 6 0.01 6 0.4079 6 1.5827 7 0.8988 7 26 min 0.0174 6 0.1476 7 -0.4811 7 -0.0942 7 -0.0353 6 -0.1239 6 27 J max 3.2141 7 1.4382 6 0.111 6 0.4079 6 0.0855 6 2.4298 7 28 min 0.0174 6 0.5611 7 -6.1387 7 -0.0942 7 -4.8255 7 -4.4462 6 29 M8 I max 5.6556 7 -0.2659 7 3.1152 7 0.3217 6 0 7 0 1 7 RISA-3D.NET version 18.0.0.35935 [ Corner Entry Storefront 12.23.20.r3d ] Page 1 175 Company Peak Engineering, Inc. CORNER ENTRY 12/23/2020 I RISA Designer MAF 12 18 38 PM Job Number : 20-185 STOREFRONT - LRFD Checked By Model Name : Axis 70 VVest A*mberEnd Reactions (Continued) Memb... Memb... Axial FM LC v She... LC z She... LC Torou... LC v -v M... LC z -z M... LC 30 min -0.101 6 -0.5289 6 0 6 -2.7493 7 0 6 0 6 31 J max 5.6554 7 0.9944 6 0 6 0.3217 6 0 7 0 7 32 min -0.101 6 -0.0947 7 -3.1157 7 -2.7493 7 0 6 0 6 33 M9 I max 12.2568 7 0.9036 7 0.5233 7 6.356 7 0 7 0 7 34 min -0.3872 6 -1.3474 6 0.0468 6 -1.3766 6 0 6 0 6 35 J max 12.2566 7 0.7582 6 0.0118 6 6.356 7 0.5229 6 0.6907 6 36 min -0.3872 6 0.1773 7 -3.2718 7 -1.3766 6 -24.6... 7 -2.2214 7 37 M10 max 4.8466 7 0.632 6 0 6 4.5155 7 0 7 0 7 38 min -0.0173 6 -0.1529 7 -2.962 7 -0.4298 6 0 6 0 6 39 J max 4.8469 7 -0.3376 7 2.9364 7 4.5155 7 0 7 0 7 40 min -0.0173 6 -0.4938 6 0 6 -0.4298 6 0 6 0 6 41 M11 max 7.5913 7 4.4877 6 0.1993 6 0 7 0.0949 6 9.453 6 42 min 0.0002 6 -2.199 7 -4.3121 7 0 6 -2.473 7 3.1254 7 43 J max 1.7048 7 1.345 6 1.756 7 0 7 0 7 2.0035 7 44 min 0 6 0.1917 7 -0.0752 6 0 6 0 6 -0.2603 6 45 M12 I max 10.9029 7 0.7213 7 0 6 0 7 0 7 0 7 46 min -0.2917 6 -0.9853 6 -2.5988 7 0 6 0 6 0 6 47 J max 10.9027 7 0.786 6 2.5558 7 0 7 0 7 0 7 48 min -0.2917 6 0.1172 7 0 6 0 6 0 6 0 6 49 M13 I max 0 7 5.4685 7 0.2184 7 0 7 0 7 0 7 50 min 0 6 -0.1463 6 0.1489 6 0 6 0 6 0 6 51 J max 0 7 0.241 7 -0.0873 7 0 7 0.6721 7 1.4999 6 52 min 0 6 -0.1463 6 -0.2587 6 0 6 -0.5627 6 -29.2... 7 53 M14 I max 4.951 7 0.1787 6 0.3896 6 10.1005 6 -1.2939 6 1.3492 6 54 min -0.3319 6 -1.1764 7 0.3355 7 -4.5427 7 -1.6634 7 -28.1181 7 55 J max 4.951 7 0.1787 6 -0.0895 7 0.1005 6 0.22 6 40.4267 7 56 min -0.3319 6 -8.4439 7 -0.1771 6 -4.5427 7 0.0896 7 -1.197 6 57 M15 I max 5.4429 7 0.1644 6 -0.1509 7 3.198 7 0.4178 6 1.1696 6 58 min -0.319 6 -7.8272 7 -0.2782 6 -0.0919 6 0.4096 7 -38.4... 7 59 J max 5.4429 7 0.1644 6 0.3184 6 3.198 7 1.5019 7 21.618 7 60 min -0.319 6 -0.1772 7 0.2965 7 -0.0919 6 0.719 6 -1.2967 6 61 M16 I max 0 7 0.0716 7 -0.0283 7 0 7 -0.1522 6 23.6943 7 62 min 0 6 -0.1572 6 -0.1729 6 0 6 -1.0773 7 -1.4934 6 63 J max 0 7 4.9166 7 0.2551 7 0 7 0 7 0 7 64 min 0 6 -0.1572 6 0.2049 6 0 6 0 6 0 6 65 M17 I max 0 7 1.6422 7 0.2342 6 0.066 6 5.1554 7 1.3301 7 66 min 0 6 0.0057 6 -0.6305 7 -1.9761 7 -0.9425 6 0.0558 6 67 J max 0 7 0.0057 6 -0.0719 6 0.066 6 0.2135 6 6.3575 7 68 min 0 6 -2.3478 7 -0.8601 7 -1.9761 7 -5.4649 7 -0.0251 6 69 M18 I max 0 7 0.0074 6 -0.1191 6 1.4504 7 5.9704 7 0.0386 6 70 min 0 6 -2.5058 7 -0.8925 7 -0.0726 6 0.0879 6 -7.3217 7 71 J max 0 7 1.6942 7 0.2031 6 1.4504 7 0.7178 6 -0.0723 6 72 min 0 6 0.0074 6 -0.6509 7 -0.0726 6-5.6048 7 -1.2339 7 73 M19 I max 0 7 2.4202 7 11.4512 7 0.6907 6 0.3901 6 2.9438 7 74 min 0 6 -0.667 6 -0.2435 6 -2.2214 7 -18.3... 1 7 -0.8259 6 75 J max 0 7 2.5397 7 11.4512 7 0.6907 6_24.6109 7 1.3766 6 76 min 0 6 -0.5077 6 -0.2435 6 -2.2214 7 -0.5229 6 -6.356 7 77 M20 I max 0.0436 6 0.1425 6 0 7 0.5472 6 0 7 0 7 78 min -2.3557 7 -0.4088 7 0 6 -1.89 7 0 6 0 6 79 J max 0.0436 6 0.4088 7 0 7 0.5472 6 0 7 0 7 80 min -2.3557 7 -0.1425 6 0 6 -1.89 7 0 6 0 6 81 M21 I max 0.0648 7 0.2129 6 0 7 0.5221 6 0 7 0 7 82 min -0.0084 6 -0.786 7 0 6 -2.1614 7 0 6 0 6 83 J max 0.0648 7 0.786 7 0 7 0.5221 6 0 7 0 7 84 min -0.0084 6 -0.2129 6 0 6 -2.1614 7 0 6 0 6 85 M22 I max 0 6 0.1425 6 0 7 0.7782 7 0 7 0 7 86 min -0.3696 7 -0.4088 7 0 6 -0.1032 6 0 6 0 6 87 J max 0 6 0.4088 7 0 7 0.7782 7 0 7 0 7 RISA-3D.NET version 18.0.0.35935 [ Corner Entry Storefront 12.23.20.r3d ] Page 2 176 Company Peak Engineering, Inc. CORNER ENTRY 12/23/2020 I RISA Designer MAF 12 18 38 PM Job Number :20.185 STOREFRONT - LRFD Checked By Model Name : Axis 70 VVest A*mberEnd Reactions (Continued) Memb... Memb... Axial fkl LC v She... LC z She... LC Torou... LC v -v M... LC z -z M... LC 88 M1 HSS1... min -0.3696 7 -0.1425 6 0 6 -0.1032 6 0 6 0 6 89 M23 I max 0 6 0.0581 6 0 7 0.7921 7 0 7 0 7 90 H1-16 3 min -0.3712 7 0.0436 7 0 6 -0.1772 6 0 6 0 6 91 H1-16 J max 0 6 -0.0436 7 0 7 0.7921 7 0 7 0 7 92 H1-16 5 min -0.3712 7 -0.0581 6 0 6 -0.1772 6 0 6 0 6 93 M24 I max 0 6 0.3888 6 0 7 0.1356 6 0 7 0 7 94 H1-16 7 min -0.38 7 -0.3605 7 0 6 -1.3323 7 0 6 0 6 95 H1-16 J max 0 6 0.3605 7 0 7 0.1356 6 0 7 0 7 96 H1-16 9 min -0.38 7 -0.3888 6 0 6 -1.3323 7 0 6 0 6 97 M25 I max 0 6 0.0504 6 0 7 0.2023 6 0 7 0 7 98 H1-16 11 min -0.3297 7 0.0378 7 0 6 -1.3117 7 0 6 0 6 99 H1-16 J max 0 6 -0.0378 7 0 7 0.2023 6 0 7 0 7 100 H1-16 13 min -0.3297 7 -0.0504 6 0 6 -1.3117 7 0 6 0 6 101 M26 I max 0 6 0.7113 6 0 7 2.6597 7 0 7 0 7 102 H1-16 min -0.7487 7 -0.74 7 0 6 -0.444 6 0 6 0 6 103 J max 0 6 0.74 7 0 7 2.6597 7 0 7 0 7 104 min -0.7487 7 -0.7113 6 0 6 -0.444 6 0 6 0 6 105 M27 I max 0 6 0.3835 6 0 7 2.688 7 0 7 0 7 106 min -0.6564 7 -0.3543 7 0 6 -0.5692 6 0 6 0 6 107 J max 0 6 0.3543 7 0 7 2.688 7 0 7 0 7 108 min -0.6564 7 -0.3835 6 0 6 -0.5692 6 0 6 0 6 109 M28 I max 1.3825 7 0.9142 6 1.0539 7 0.2182 6 0 7 0 7 110 min -0.0274 6 0.0886 7 0 6 -1.1199 7 0 6 0 6 111 J max 1.3823 7 -0.0298 7 0 6 0.2182 6 0 7 0 7 112 min -0.0274 6 -0.5234 6 -1.0544 7 -1.1199 7 0 6 0 6 113 M29 I max 0.9012 7 0.169 6 0.0174 6 0.0942 6 1.5827 7 0.4079 6 114 min -0.0174 6 0.1109 7 -0.7854 7 -0.2212 7 -0.0353 6 -0.0942 7 115 J max 0.9012 7 -0.0009 6 0.0174 6 0.0942 6 0.0343 6 0.0719 6 116 min -0.0174 6 -0.0165 7 -0.7854 7 -0.2212 7 -1.5589 7 -0.2829 7 117 M30 I max 0.7851 7 0.006 7 0.0174 6 0.2829 7 1.5589 7 0.2212 7 118 min -0.0174 6 0.0009 6 -0.9016 7 -0.0719 6 -0.0343 6 -0.0942 6 119 J max 0.7851 7 0.192 6 0.0174 6 0.2829 7 0.044 6 -0.1283 7 120 min -0.0174 6 0.1493 7 -0.4966 7 -0.0719 6 -1.5869 7 -0.5281 6 121 M31 I max 1.7408 7 0.0566 7 0 6 2.0035 7 0 7 0 7 122 min -0.05 6 -0.5005 6 -1.0199 7 -0.2603 6 0 6 0 6 123 J max 1.741 7 0.5438 6 0.9914 7 2.0035 7 0 7 0 7 124 min -0.05 6 0.1954 7 0 6 -0.2603 6 0 6 0 6 125 M32 I max 0.0252 6 -0.0247 7 0 6 0 7 0 7 0 7 126 min -0.0155 7 -0.8012 6 -0.6794 7 0 6 0 6 0 6 127 J max 0.0252 6 0.8903 6 0.7256 7 0 7 0 7 0 7 128 min -0.0153 7 -0.6617 7 0 6 0 6 0 6 0 6 Asd760 Member Shape Code... Loc F l LC Shear... Loc fRl Dir LC Pnc/o... Pnt/o... Mnvv/... Mnzz/... Cb Eon 1 M1 HSS1... 0.539 13.5 7 0.176 13.5 z 7 151.7... 286.4... 35.822484.2415 2.5775 H1-16 2 M2 HSS1... 0.225 0.7347 7 0.084 0.7347 z 7 314.8 ... 325.0 ... 59.9751 102.8... 2.3194 H1-16 3 M3 HSS8... 0.689 11.3265 7 0.079 23.4082 y 7 95.307 371.8... 86.0778 86.0778 1.7494 H1-16 4 M4 HSS8... 0.691 23.4082 7 0.060 23.4082 y 7 53.9057 195.5 44.103644.1036 1.6776 H1-16 5 M5 HSS8... 0.780 11.3265 7 0.064 23.4082 z 7 95.307 371.8... 86.0778 86.0778 1.5807 H1-16 6 M6 HSS1... 0.155 0 7 0.104 0.7347 z 7 316.9 ... 325.0 ... 59.9751 102.8 ... 2.4906 H1-16 7 M7 HSS1... 0.109 4.5 7 0.109 4.5 z 7 314.8 ... 325.0 ... 59.9751 102.8 ... 3.019 H1-16 8 M8 HSS1... 0.201 7.5 7 0.098 15 z 7 228.4 ... 325.0 ... 59.9751 102.8 ... 1.6862 H1-16 9 M9 HSS1... 0.457 13.5 7 0.165 9.0918 z 7 244.2 ... 325.0 ... 59.9751 102.8 ... 1.4035 H1-16 10 M10 HSS1... 0.180 7.125 7 0.123 0 z 7 236.4 ... 325.0 ... 59.9751 102.8 ... 1.7592 H1-16 11 Mll HSS1... 0.152 0.7347 7 0.075 0.7347 z 7 316.9 ... 325.0 ... 59.9751 102.8 ... 2.3385 H1-16 12 M12 HSS1... 0.181 4.8745 7 0.045 0 z 7 238.5 ... 325.0 ... 59.9751 102.8 ... 1.9434 H1-16 13 M13 HSS6... 0.659 10.25 7 0.077 0 y 7 218.5 .. 268.2 .. 45.449145 4491 1.3277 H1-16 14 M14 HSS6... 0.905 14.25 7 0.235 14.25 7 180.4...268.2...45.449145.4491 2.1947 H1-16 RISA-3D.NET version 18.0.0.35935 [ Corner Entry Storefront 12.23.20.r3d ] Page 3 177 Company Peak Engineering, Inc. CORNER ENTRY 12/23/2020 RISADesigner MAF STOREFRONT - LRFD 218 38 PM Job Number : MAF Checked By Model Name : Axis 70 VVest Asd360 (Continued) Member Shape Code... Loc F l LC Shear... Loc fRl Dir LC Pnc/o... Pnt/o... Mnvv/... Mnzz/... Cb Eon 15 M15 HSS6... 0.870 0 7 0.192 0 y 7 172.8...268.2...45.449145.4491 2.2785 H1-16 16 M16 HSS6... 0.545 0 7 0.069 9.5 y 7 2249 2682 45 449145 4491 1.3028 H1-16 17 M17 HSS5... 0.562 14.25 7 0.170 14.25 y 7 84.0495144.8... 21.025921.0259 2.0904 H1-16 18 M18 HSS5... 0.632 0 7 0.145 0 y 7 79.2476144.8... 21.025921.0259 2.1633 H1-16 19 M19 HSS1... 0.762 3.75 7 0.390 3.75 z 7 272.7... 286.4... 35.8224 84.2415 2.1805 H1-16 20 M20 HSS1... 0.013 1.875 7 0.070 3.75 y 7 199.1... 209.0... 26.1924 53.024 1.1364 H1-16 21 M21 HSS1... 0.014 1.875 7 0.084 3.75 y 7 199.1... 209.0... 26.1924 53.024 1.1364 H1-16 22 M22 HSS1... 0.008 1.875 7 0.032 3.75 y 7 199.1... 209.0... 26.1924 53.024 1.1364 H1-16 23 M23 HSS1... 0.002 1.875 7 0.028 3.75 y 7 199.1... 209.0... 26.1924 53.024 1.1364 H1-16 24 M24 HSS1... 0.006 1.625 7 0.050 3.25 y 7 201.5... 209.0... 26.1924 53.024 1.1364 H1-16 25 M25 HSS1... 0.001 1.625 7 0.046 3.25 y 7 201.5... 209.0... 26.1924 53.024 1.1364 H1-16 26 M26 HSS1...1 0.013 1.625 7 0.101 3.25 y 7 201.5... 209.0... 26.1924 53.024 1.1364 H1-16 27 M27 HSS1... 0.007 1.625 7 0.097 3.25 y 7 201.5... 209.0... 26.1924 53.024 1.1364 H1-16 28 M28 HSS1... 0.131 6.1224 7 0.058 15 z 7 130.7... 286.4... 35.822484 415 3.5863 H1-16 29 M29 HSS1... 0.049 4 7 0.028 4 z 7 270.9 ... 286.4 ... 35.822484 415 1.1436 H1-16 30 M30 HSS1... 0.048 0 7 0.033 0 z 7 266.9 ... 286.4 ... 35.8224 84.2415 1.6136 H1-16 31 M31 HSS1... 0.123 9.1607 7 0.079 0 z 7 141.1... 286.4... 35.822484 415 2.0836 H1-16 32 M32 HSS1... 0.127 5.0179 7 0.021 14.05 z 7 143.9 .. 286.4 .. 35.8224184.241 1.6374 H1-16 RISA-3D.NET version 18.0.0.35935 [ Corner Entry Storefront 12.23.20.r3d] Page 178 Company Peak Engineering, Inc. CORNER ENTRY 12/23/2020 IIRISA Designer MAF 122448 PM Job Number : 20-185 STOREFRONT -ASD Checked By Model Name : Acis 70 VVest Load Combinations De... So... PD... SR... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... F4.5 & F5.5 ftgs OK Node Reactions Node... Xfkj LC Yfkj L Z kj C MX fk-Rj LC MY fk-Rj LC MZ fk-Rj LC 1 N2 max 0.1934 0.0353 4 0.1883 4 17.2229 0 5 0 5 0 5 2 2 min -0.5 2 -0.6319 2 0.3065 5 0 1 0 1 0 1 3 N1 max 0.0485 4 2.7997 1 8.1942 4 0 5 0 5 0 5 4 0.2735 min -0.7529 2 0.2768 4 -1.9188 5 0 1 0 1 0 1 5 N3 max 2.1238 1 0.0545 4 33.0131 0 5 0 5 0 5 6 2.8354 min 0.3 4 -0.8397 2 -2.1335 5 0 1 0 1 0 1 7 N13 max 0.0187 4 4 0.4319 2 jQ.6j89j 4 0 5 0 5 0 5 8 2 min -0.0051 0.0557 3 0 4 .43UB 5 0 1 0 1 0 1 9 N19 max 6.5271 2 1.41 2 1 0.5864 4 0 5 0 5 0 5 10 max min -0.2246 4 -0.0001 -0.2855 4 -0.0934 5 0 1 0 1 0 1 11 N4 max 2.1212 1 0.2059 4 1.2149 4 0 5 0 5 0 5 12 11 min -0.0392 4 -7.0611 1 -1.8456 2 0 1 0 1 0 1 13 N14 max 1.9135 1 14.1206 2 1.7065 1 0 5 0 5 0 5 14 -0.049 min -0.0083 4 -0.4603 4 0.2001 4 0 1 0 1 0 1 15 N20 max 1.1362 2 1.9324 2 0 5 0 5 0 5 0 5 16 -0.1934 min -0.1483 4 -0.0358 4 0 1 0 1 0 1 0 1 17 N21 max 1 2.1628 1 2.0996 1 1 0 5 0 1 5 0 5 0 5 18 0.6421 min -0.0097 4 0.0191 4 0 1 0 1 0 1 0 1 19 N22 max 1.8253 2 1.2463 2 0 5 0 5 0 5 0 5 20 18 min -0.0193 4 -0.1414 4 0 1 0 1 0 1 0 1 21 N23 max 0 5 3.2496 2 0.1885 1 0 5 0 5 0 5 22 min 0 1 -0.1071 4 0.0435 5 0 1 0 1 0 1 23 N27 max 2.9146 2 0 5 0.2173 3 0 5 0 5 0 5 24 min -0.1112 4 0 1 0.0577 5 0 1 0 1 0 1 25 Totals: max 19.422 2 18.7143 2 61.3747 4 26 min 0 4 0 4 -4.7072 5 Memb... Memb... Axial W LC y She... LC z She... LC Torqu... LC y -y M... LC z -z M... LC 1 M1 I max 0.0353 4 0.1331 5 0.0145 4 1.7224 2 0 5 0 5 2 min -0.2622 2 -0.7417 4 -0.0206 3 -0.6031 4 0 1 0 1 3 J max 0.0353 4 0.7199 4 0.0392 4 1.7224 2 0.2735 4 1.3016 2 4 min -0.2621 2 -0.4794 5 -2.1192 1 -0.6031 4 -10.8... 1 -0.5009 4 5 M2 I max 2.9476 2 3.5261 4 2.8354 2 0 5 1.9654 2 8.6692 3 6 min 0.0475 4 -1.7823 5 -0.1593 4 0 1 -0.0895 4 1.9873 5 7 J max 0.6197 2 1.4036 4 0.0557 4 0 5 0 5 2.385 2 8 min 0.0145 4 -0.2366 5 -1.0912 2 0 1 0 1 -0.7362 4 9 M3 I max 33.0131 4 0.0543 4 -0.2855 4 0 5 0 5 0 5 10 min -2.1335 5 -0.8392 2 -2.2377 1 0 1 0 1 0 1 11 J max 27.3652 4 0.1487 4 0.852 2 -0.0533 4 0.8566 1 3.2997 2 12 min -0.3242 5 -1.2614 2 -0.042 4 -0.7585 1 -0.049 4 -0.5657 4 13 M4 I max 17.2229 4 0.1882 4 0.4996 2 0 5 0 5 0 5 14 min 0.3065 5 -0.6314 2 -0.1934 4 0 1 0 1 0 1 15 J max 13.6731 4 -0.0194 4 0.6773 1 0.5767 2 2.4605 1 2.4947 1 16 min 0.6421 5 -0.7092 1 -0.0073 4 -0.014 4 -0.06041 0.149 4 17 M5 I max 8.1942 4 2.8315 1 0.7529 2 0 5 0 5 1 0 5 18 min -1.9188 5 0.2722 4 -0.0484 4 0 1 0 1 1 0 1 RISA-3D.NET version 18.0.0.35935 [ Corner Entry Storefront 12.23.20.r3d ] Page 1 179 Company Peak Engineering, Inc. CORNER ENTRY 12/23/2020 IIRISA Designer MAF STOREFRONTDesigner122448 PM Job Number :20.185 Checked By Model Name : Acis 70 VVest A*mberEnd Reactions (Continued) Memb... Memb... Axial FM LC v She... LC z She... LC Torou... LC v -v M... LC z -z M... LC 19 J max 2.6852 4 0.0419 4 1.1365 2 0.8111 1 3.0373 2 1.1709 2 20 min -0.3179 5 -0.9479 2 -0.149 4 0.0412 4 -0.7131 4 -0.0478 4 21 M6 I max 1.9977 1 1.1095 4 0.0405 4 0.0849 5 3.5367 2 3.2303 4 22 min 0.0132 4 -0.1344 5 -3.5032 2 -0.4256 4 -0.0785 4 -3.1507 5 23 J max 0.2952 1 0.5528 4 0.0251 4 0.0849 5 0.0335 4 0.1223 4 24 min 0.0132 4 -0.1401 5 -0.573 2 -0.4256 4 -0.9528 2 -1.018 2 25 M7 I max 0.1484 1 0.5526 4 0.0072 4 0.3316 4 0.95 2 0.5526 1 26 min 0.0131 4 -0.119 5 -0.289 1 -0.1502 5 -0.0266 4 -0.0666 4 27 J max 1.961 1 1.1574 4 0.0819 4 0.3316 4 0.0619 4 2.0064 5 28 min 0.0131 4 -0.1525 5 -3.7081 2 -0.1502 5 -2.9105 2 -3.4647 4 29 M8 I max 3.4195 2 0.0307 5 1.8614 2 0.1868 4 0 5 0 5 30 min -0.0746 4 -0.4241 4 0 4 -1.66181 1 0 1 0 1 31 J max 3.4194 2 0.7203 4 0 4 0.1868 4 0 5 0 5 32 min -0.0746 4 -0.1875 5 -1.8618 2 -1.6618 1 0 1 0 1 33 M9 I max 7.3426 2 0.5566 5 0.3402 2 3.7281 2 0 5 0 5 34 min -0.2896 4 -0.9635 4 0.0328 4 -1.0044 4 0 1 0 1 35 J max 7.3425 2 0.5621 4 0.0083 4 3.7281 2 0.3665 4 0.5009 4 36 min -0.2896 4 -0.0619 5 -1.973 1 -1.0044 4 -14.6... 1 -1.3016 2 37 M10 I max 2.9298 2 0.4871 4 0 4 2.6766 2 0 5 0 5 38 min -0.0154 4 -0.2016 5 -1.7713 2 -0.2784 4 0 1 0 1 39 J max 2.9299 2 -0.009 5 1.7554 2 2.6766 2 0 5 0 5 40 min -0.0154 4 -0.396 4 0 4 -0.2784 4 0 1 0 1 41 M11 I max 4.4467 2 3.2807 4 0.1522 4 0 5 0.0709 4 6.9489 4 42 min 0.0001 1 4 -1.6129 5 -2.5581 2 0 1 -1.4726 2 -0.2844 5 43 J max 1.009 2 1.0108 4 1.0434 2 0 5 0 5 1.1867 2 44 min 0 4 -0.1767 5 -0.0569 4 0 1 0 1 -0.1716 4 45 M12 I max 6.5271 2 0.4681 5 0 4 0 5 0 5 0 5 46 min -0.2246 4 -0.7283 4 -1.5512 2 0 1 0 1 0 1 47 J max 6.5271 2 0.5863 4 1.5248 2 0 5 0 5 0 5 48 min -0.2246 4 -0.0962 5 0 4 0 1 0 1 0 1 49 M13 I max 0 5 3.2496 2 0.1885 1 0 5 0 5 0 5 50 min 0 1 -0.1071 4 0.0435 5 0 1 0 1 0 1 51 J max 0 5 0.1131 2 0.0435 5 0 5 0.4459 5 1.098 4 52 min 0 1 -0.1071 4 -0.2153 4 0 1 -0.466 4 -17.2... 2 53 M14 I max 2.937 2 0.1297 4 0.3437 3 0.0681 4 -0.4041 5 0.986 4 54 min -0.252 4 -0.6643 2 0.0358 5 -2.6862 1 -1.3934 3 -16.5... 2 55 J max 2.937 2 0.1297 4 0.0358 5 0.0681 4 0.1387 3 23.9693 2 56 min -0.252 4 -5.0248 2 -0.1592 4 -2.6862 1 -0.0182 1 -0.8618 4 57 M15 I max 3.2384 2 0.1163 4 0.0212 5 1.9001 1 0.3952 1 0.8313 4 58 min -0.2461 4 -4.6572 2 -0.23 4 -0.0584 4 0.0413 5 -22.7... 2 59 J max 3.2384 2 0.1163 4 0.3038 1 1.9001 1 1.2237 1 12.6667 2 60 min -0.2461 4 -0.0672 2 0.0212 5 -0.0584 4 0.3592 5 -0.9135 4 61 M16 I max 0 5 0.0189 3 0.0577 5 0 5 -0.023 4 13.8805 2 62 min 0 1 -0.1112 4 -0.155 4 0 1 -0.6202 2 -1.0562 4 63 J max 0 5 2.9146 2 0.2173 3 0 5 0 5 0 5 64 min 0 1 -0.1112 4 0.0577 5 0 1 0 1 0 1 65 M17 I max 0 5 0.9861 1 0.1852 4 0.0478 4 3.0373 2 0.8111 1 66 min 0 1 0.004 4 -0.3654 2 -1.1709 2 -0.7131 4 0.0412 4 67 J max 0 5 0.004 4 -0.0698 4 0.0478 4 0.1094 4 3.8159 1 68 min 0 1 -1.4079 2 -0.5609 1 -1.1709 2 -3.3172 1 -0.0164 4 69 M18 I max 0 5 0.0056 4 -0.1033 4 0.8566 1 3.6568 1 0.0304 4 70 min 0 1 -1.5024 2 -0.5871 1 -0.049 4 0.1011 4 -4.3875 2 71 J max 0 5 1.0188 1 0.1652 4 0.8566 1 0.5657 4 -0.0533 4 72 min 0 1 0.0056 4 -0.3768 2 -0.049 4 -3.2997 2 -0.7585 1 73 M19 I max 0 5 1.4137 2 6.805 1 0.5009 4 0.2735 4 1.7224 2 74 min 0 1 -0.495 4 -0.1707 4 -1.3016 2 -10.8... 1 1 -0.6031 4 75 J max 0 5 1.4933 2 6.805 1 0.5009 4 14.6252 1 1.0044 4 76 min 0 1 -0.3623 4 -0.1707 4 -1.3016 2 -0.3665 4 -3.7281 2 RISA-3D.NET version 18.0.0.35935 [ Corner Entry Storefront 12.23.20.r3d ] Page 2 180 Company Peak Engineering, Inc. CORNER ENTRY 12/23/2020 M IIRISA Designer MAF 12 24 48 P Job Number : 20-185 STOREFRONT -ASD Checked PBy M Model Name : Axis 70 VVest A*mberEnd Reactions (Continued) Memb... Memb... Axial FM LC v She... LC z She... LC Torou... LC v -v M... LC z -z M... LC 77 M20 I max 0.0305 4 0.1187 4 0 5 0.3975 4 0 5 0 5 78 M2 HSS1... min -1.4097 1 -0.2381 2 0 1 -1.107 2 0 1 0 1 79 M3 J max 0.0305 4 0.2381 2 0 5 0.3975 4 0 5 0 5 80 min -1.4097 1 -0.1187 4 0 1 -1.107 2 0 1 0 1 81 M21 I max 0.0348 1 0.1774 4 0 5 0.3825 4 0 5 0 5 82 min -0.0059 4 -0.461 2 0 1 -1.2652 2 0 1 0 1 83 J max 0.0348 1 0.461 2 0 5 0.3825 4 0 5 0 5 84 min -0.0059 4 -0.1774 4 0 1 -1.2652 2 0 1 0 1 85 M22 I max 0 4 0.1187 4 0 5 0.4743 1 0 5 0 5 86 min -0.2208 2 -0.2381 2 0 1 -0.058 4 0 1 0 1 87 J max 0 4 0.2381 2 0 5 0.4743 1 0 5 0 5 88 min -0.2208 2 -0.1187 4 0 1 -0.058 4 0 1 0 1 89 M23 I max 0 4 0.0484 1 0 5 0.4681 2 0 5 0 5 90 min -0.2218 2 0 5 0 1 -0.1133 4 0 1 0 1 91 J max 0 4 0 5 0 5 0.4681 2 0 5 0 5 92 min -0.2218 2 -0.0484 4 0 1 -0.1133 4 0 1 0 1 93 M24 I max 0 4 0.269 4 0 5 0.0864 4 0 5 0 5 94 min -0.2279 1 -0.2101 2 0 1 -0.7895 2 0 1 0 1 95 J max 0 4 0.2101 2 0 5 0.0864 4 0 5 0 5 96 min -0.2279 1 -0.269 4 0 1 -0.7895 2 0 1 0 1 97 M25 I max 0 4 0.042 4 0 5 0.1368 4 0 5 0 5 98 min -0.1977 1 0 5 0 1 -0.7768 2 0 1 0 1 99 J max 0 4 0 5 0 5 0.1368 4 0 5 0 5 100 min -0.1977 1 -0.042 1 0 1 -0.7768 2 0 1 0 1 101 M26 I max 0 4 0.4853 4 0 5 1.5642 2 0 5 0 5 102 min -0.4456 2 -0.4342 2 0 1 -0.3279 4 0 1 0 1 103 J max 0 4 0.4342 2 0 5 1.5642 2 0 5 0 5 104 min -0.4456 2 -0.4853 4 0 1 -0.3279 4 0 1 0 1 105 M27 I max 0 4 0.2654 4 0 5 1.5819 2 0 5 0 5 106 min -0.3907 2 -0.2064 2 0 1 -0.4166 4 0 1 0 1 107 J max 0 4 0.2064 2 0 5 1.5819 2 0 5 0 5 108 min -0.3907 2 -0.2654 4 0 1 -0.4166 4 0 1 0 1 109 M28 I max 0.8291 2 0.6618 4 0.6293 2 0.1331 4 0 5 0 5 110 min -0.0204 4 -0.1016 5 0 4 -0.6724 1 0 1 0 1 111 J max 0.829 2 0.114 5 0 4 0.1331 4 0 5 0 5 112 min -0.0204 4 -0.4112 4 -0.6296 2 -0.6724 1 0 1 0 1 113 M29 I max 0.5412 2 0.1414 4 0.0131 4 0.0665 4 0.95 2 0.3316 4 114 min -0.0132 4 -0.0063 5 -0.4716 2 -0.131 2 -0.0266 4 -0.1502 5 115 J max 0.5412 2 -0.0002 4 0.0131 4 0.0665 4 0.026 4 0.0493 4 116 min -0.0132 4 -0.0084 2 -0.4716 2 -0.131 2 -0.9362 2 -0.1687 2 117 M30 I max 0.4715 2 0.0047 2 0.0132 4 0.1687 2 0.9362 2 0.131 2 118 min -0.0131 4 0.0002 4 -0.5413 2 -0.0493 4 -0.026 4 -0.0665 4 119 J max 0.4715 2 0.1635 1 0.0132 4 0.1687 2 0.0335 4 0.0849 5 120 min -0.0131 4 0.0042 5 -0.2983 2 -0.0493 4 -0.9528 2 -0.4256 4 121 M31 I max 1.0443 2 0.1452 5 0 4 1.1867 2 0 5 0 5 122 min -0.0382 4 -0.3934 4 -0.6093 2 -0.1716 4 0 1 0 1 123 J max 1.0444 2 0.4218 4 0.5925 2 1.1867 2 0 5 0 5 124 min -0.0382 4 -0.0442 5 0 4 -0.1716 4 0 1 0 1 125 M32 I max 0.0187 4 0.1274 5 0 4 0 5 0 5 0 5 126 min -0.0051 3 -0.589 4 -0.4044 2 0 1 0 1 0 1 127 J max 0.0187 4 0.6589 4 0.4319 2 0 5 0 5 0 5 128 min -0.0051 3 -0.4308 5 0 4 0 1 0 1 0 1 Asd760 Member She a Code... Loc itLC Shear... Loc R Dir LC Pnc/o... Pnt/o... Mn /... M=/... Cb E n 1 M1 HSS1... 0.319 13.5 2 0.104 13.5 z 2 151.7... 286.4... 135.822484.2415 2.7363 H1-16 2 M2 HSS1... 0.145 0.7347 1 0.050 0.7347 z 2 314.8...325.0...59.9751102.8... 2.1181 H1-16 3 M3 HSS8... 0.556 11.3265 3 0.047 23.4082 2 95.307 371.8... 86.077886.0778 1.7697 H1 -1a RISA-3D.NET version 18.0.0.35935 [ Corner Entry Storefront 12.23.20.r3d ] Page 3 181 Company Peak Engineering, Inc. CORNER ENTRY 12/23/2020 IIRISA Designer MAF STOREFRONT -ASD 122448 PM Job Number : 20-185 Checked By Model Name : Axis 70 VVest Asd360 (Continued) Member Shape Code... Loc F l LC Shear... Loc fRl Dir LC Pnc/o... Pnt/o... Mnvv/... Mnzz/... Cb Eon 4 M4 HSS8... 0.494 23.4082 3 0.036 23.4082 y 1 53.9057 195.5 ... 44.103644.1036 1.8366 H1 -1a 5 M5 HSS8... 0.478 11.3265 1 0.038 23.4082 z 2 95.307 371.8... 86.0778 86.0778 1.609 H1-16 6 M6 HSS1... 0.091 0 2 0.065 0.7347 z 1 316.9 ... 325.0 ... 59.9751 102.8 ... 2.5518 H1-16 7 M7 HSS1... 0.064 4.5 2 0.066 4.5 z 1 314.8 ... 325.0 ... 59.9751 102.8 ... 3.2931 H1-16 8 M8 HSS1... 0.127 7.5 1 0.059 15 z 1 228.4 ... 325.0 ... 59.9751 102.8 ... 1.5256 H1-16 9 M9 HSS1... 0.271 13.5 2 0.097 9.0918 z 2 244.2 ... 325.0 ... 59.9751 102.8 ... 1.4206 H1-16 10 M10 HSS1... 0.114 7.125 1 0.073 0 z 2 236.4 ... 325.0 ... 59.9751 102.8 ... 1.6124 H1-16 11 Mll HSS1... 0.102 0.7347 1 0.045 0.7347 z 2 316.9 ... 325.0 ... 59.9751 102.8 ... 1.9963 H1-16 12 M12 HSS1... 0.107 4.8745 2 0.027 0 z 2 238.5 ... 325.0 ... 59.9751 102.8 ... 1.9459 H1-16 13 M13 HSS6... 0.387 10.25 2 0.046 0 y 2 2185 2682 45 449145 4491 1.3226 H1-16 14 M14 HSS6... 0.537 14.25 2 0.139 14.25 y 2 1804 2682 45 449145 4491 2.1948 H1-16 15 M15 HSS6... 0.518 0 1 0.114 0 y 1 172.8...268.2...45.449145.4491 2.278 H1-16 16 M16 HSS6... 0.319 0.0969 2 0.041 9.5 y 2 224.9...268.2...45.449145.4491 1.2961 H1-16 17 M17 HSS5... 0.339 14.25 1 0.101 14.25 y 2 84.0495144.8... 21.0259 21.0259 2.0975 H1-16 18 M18 HSS5... 0.382 0 1 0.086 0 y 1 7924761448 21 0259 21 0259 2.161 H1-16 19 M19 HSS1... 0.451 3.75 2 0.231 3.75 z 2 272.7... 286.4... 35.8224 84.2415 2.1821 H1-16 20 M20 HSS1... 0.008 1.875 2 0.041 3.75 y 2 199.1... 209.0... 26.1924 53.024 1.1364 H1-16 21 M21 HSS1... 0.008 1.875 2 0.049 3.75 y 2 199.1... 209.0... 26.1924 53.024 1.1364 H1-16 22 M22 HSS1... 0.005 1.875 2 0.019 3.75 y 2 199.1... 209.0... 26.1924 53.024 1.1364 H1-16 23 M23 HSS1... 0.001 1.875 1 0.017 3.75 y 1 199.1... 209.0... 26.1924 53.024 1.1364 H1-16 24 M24 HSS1... 0.004 1.625 4 0.030 3.25 y 2 201.5... 209.0... 26.1924 53.024 1.1364 H1-16 25 M25 HSS1... 0.001 1.625 1 0.027 3.25 y 2 201.5... 209.0... 26.1924 53.024 1.1364 H1-16 26 M26 HSS1... 0.008 1.625 2 0.059 3.25 y 2 201.5... 209.0... 26.1924 53.024 1.1364 H1-16 27 M27 HSS1... 0.004 1.625 2 0.057 3.25 y 2 201.5... 209.0... 26.1924 53.024 1.1364 H1-16 28 M28 HSS1... 0.085 8.4184 1 0.035 15 z 1 1307 2864 35 8224 84 2415 1.4413 H1-16 29 M29 HSS1... 0.029 4 2 0.017 4 z 2 270.9...286.4...35.822484.24151.1908 H1-16 30 M30 HSS1... 0.030 4.5 1 0.020 0 z 2 266.9... 286.4... 35.8224 84.2415 2.5012 H1-16 31 M31 HSS1... 0.077 9.3061 1 0.047 0 z 2 141.1 ... 286.4 ... 35.8224 84.2415 1.5932 H1-16 32 M32 HSS1... 0.075 5.0179 2 0.013 14.05 z 2 143.9 ... 286.4 ... 35.8224 84.2415 1.6725 H1-16 RISA-3D.NET version 18.0.0.35935 [ Corner Entry Storefront 12.23.20.r3d] Page 182 Company Peak Engineering, Inc. CORNER ENTRY Y 12/23/2020 IIIRISA 0.6 2 1 Designer MAF DEFLECTIONS 2073.... 12 28 54 PM 4229.... 4 2 Job Number : 20-185 -0.0001 5 Checked By Model Name : Axis 70 VVest 2 Load Combinations De... So... PD... SR... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... 1 D+... 1 Y 0 1 0.6 2 1 4 0.0028 5 2073.... 4 4229.... 4 2 min -0.0001 5 -0.1556 5 -0.8247 2 0.6... 4 Y 5 1 0.6 2 0.6 2 max 0 4 0.0606 4 0.0139 4 0.0014 5 2673.... 4 NC 4 4 min 0 5 -0.0847 0.45 2 1 3 0.75 4 1913.... 5 476.1... 5 5 3 max 0 5 0 5 0 4D+S 0 Yes Y 5 NC 5 2 1 3 1 0 4 0 4 0 4 0 4 NC 4 NC 4 7 M2 5 0.4... Yes Y 0.0009 1 0.42 5 0.0014 5 NC 5 NC 4 8 min -0.8246 5 -0.0144 4 -0.0005 4 -0.0001 6 1.2... 4 Y 5 3 1.6 2 1 1.2 1 1 1 5 0 4 0.0014 EE= 1825.... 4 NC 5 10 min 70.9 5 I Y 1 5 1 2 1 0.9 5 NC 4 11 3 max 0.0383 4 0.1556 5 0 4 0.0014 5 847.9... HamberSection Deflections Strength Memb... Sec x finj LC Y finj LC z finj LC x Rot... LC (n) U... LC (n) L/... LC 1 M1 1 max 0 4 0.0781 4 0.0383 4 0.0028 5 2073.... 4 4229.... 4 2 min -0.0001 5 -0.1556 5 -0.8247 5 -0.0013 4 1041.... 5 196.4... 5 3 2 max 0 4 0.0606 4 0.0139 4 0.0014 5 2673.... 4 NC 4 4 min 0 5 -0.0847 5 -0.3402 5 -0.0006 4 1913.... 5 476.1... 5 5 3 max 0 5 0 5 0 5 0 5 NC 5 NC 5 6 min 0 4 0 4 0 4 0 4 NC 4 NC 4 7 M2 1 max 0.0383 4 0.0009 5 0.0079 5 0.0014 5 NC 5 NC 4 8 min -0.8246 5 -0.0144 4 -0.0005 4 -0.0001 4 NC 4 6713.... 5 9 2 max 0.0383 4 0.079 5 0 4 0.0014 5 1825.... 4 NC 5 10 min -0.8247 5 -0.044 4 -0.0009 5 -0.0001 4 691.3... 5 NC 4 11 3 max 0.0383 4 0.1556 5 0 4 0.0014 5 847.9... 4 NC 5 12 min -0.8247 5 -0.0781 4 -0.0001 5 -0.0001 4 349.2... 5 NC 4 13 M3 1 max 0 5 0 5 0 5 0.0005 5 NC 5 NC 5 14 min 0 4 0 4 0 4 0 4 NC 1 4 NC 4 15 2 max 0.001 5 0.0163 4 0.8882 5 0.0011 5 NC 4 6157.... 4 16 min -0.0221 4 -0.1757 5 -0.0721 4 0 4 2527.... 5 499.8... 5 17 3 max 0.0013 5 0 5 0 5 0.002 5 NC 5 NC 5 18 min -0.0419 4 0 4 0 4 0 4 NC 4 NC 4 19 M4 1 max 0 5 0 5 0 5 0 5 NC 5 NC 5 20 min 0 4 0 4 0 4 0 4 NC 4 NC 4 21 2 max -0.0006 5 0.0312 4 0.1699 5 0.0004 5 NC 4 NC 4 22 min -0.0217 4 -0.1936 5 -0.0284 4 0 4 2293.... 5 2612.... 5 23 3 max -0.0014 5 0 5 0 5 0 5 NC 5 NC 5 24 min -0.0406 4 0 4 0 4 0 4 NC 4 NC 4 25 M5 1 max 0 5 0 5 0 5 0 4 NC 5 NC 5 26 min 0 4 0 4 0 4 -0.0004 5 NC 4 NC 4 27 2 max 0.0009 5 0.0838 4 0.1579 5 0 4 5296.... 4 NC 4 28 min -0.0046 4 -1.1728 5 -0.0143 4 -0.0009 5 378.5... 5 2812.... 5 29 3 max 0.0012 5 0 5 0 5 0 4 NC 5 NC 5 30 min -0.0069 4 0 4 0 4 -0.0017 5 NC 4 NC 4 31 M6 1 max 0.0003 4 -0.0003 5 0.0001 4 0.0008 4 NC 5 NC 5 32 min -0.0062 5 -0.0143 4 -0.0049 5 -0.0016 5 NC 4 NC 4 33 2 max 0.0003 4 0.049 5 0.0001 4 0.0008 4 2450.... 4 NC 5 34 min -0.0063 5 -0.0339 4 -0.0028 5 -0.0016 5 974.5... 5 NC 4 35 3 max 0.0003 4 0.0998 5 0 4 0.0009 4 1171.... 4 NC 5 36 min -0.0063 5 -0.0553 4 -0.0005 5 -0.0017 5 479.6... 5 NC 4 37 M7 1 max 0.005 5 0.0627 4 0.0003 5 0.0008 4 1117.... 4 NC 5 38 min -0.0001 4 -0.0916 5 0 4 -0.002 5 587.6... 5 NC 4 39 2 max 0.0049 5 0.0372 4 0.0025 5 0.0008 4 2354.... 4 NC 5 40 min -0.0001 4 -0.0451 5 -0.0001 4 -0.002 5 1190.... 5 NC 4 41 3 max 0.0049 5 0.0143 4 0.0062 5 0.0007 4 NC 5 NC 4 42 min -0.0001 4 0.0003 5 -0.0003 4 -0.002 5 NC 4 9142.... 5 43 M8 1 max 0.0047 5 0.0215 4 0.0001 4 0.0017 5 NC 5 NC 5 44 min -0.0002 4 -0.0146 5 -0.0049 5 -0.0008 4 NC 4 NC 4 45 2 max 0.0039 5 0.0398 4 0.0192 4 0.0023 5 NC 5 NC 4 46 min -0.0002 4 -0.0256 5 -0.5284 5 -0.0009 4 NC 4 1583.... 5 47 3 max 0.0031 5 0.0235 4 0.0383 4 0.0029 5 NC 5 NC 5 48 min -0.0002 4 -0.0272 5 -0.8246 5 -0.001 4 NC 4 NC 4 RISA-3D.NET version 18.0.0.35935 [ Corner Entry Storefront 12.23.20.r3d ] Page 1 183 Company Peak Engineering, Inc. 12/23/2020 max 0.0031 5 0.0235 Designer : MAF CORNER ENTRY 0.0029 1228:54 PM 6886.... IIRISA 4229.... 4 Job Number 20-185 -DEFLECTIONS min Checked By Model Name : Axis 70 vvest 5 A*mberSection Deflections Strength (Continued) Memb... Sec x finl LC v finl LC z finl LC x Rot... LC (n) U... LC (n) L/... LC 49 M9 1 max 0.0031 5 0.0235 4 0.0383 4 0.0029 5 6886.... 4 4229.... 4 50 min -0.0002 4 -0.0272 5 -0.8246 5 -0.001 4 5950.... 5 196.4... 5 51 2 max 0.0015 5 0.0333 4 0.0138 4 0.0015 5 6136.... 5 NC 4 52 min 0 4 -0.0264 5 -0.3381 5 -0.0005 4 4860.... 4 479.1... 5 53 3 max 0 5 0 5 0 5 0.0001 5 NC 5 NC 5 54 min 0 4 0 4 0 4 0 4 NC 4 NC 4 55 M10 1 max 0.0001 4 0.037 5 1.1073 5 0.004 5 NC 5 NC 5 56 min -0.0028 5 -0.0131 4 -0.0498 4 -0.0011 4 NC 4 NC 4 57 2 max 0.0001 4 0.0315 5 0.6494 5 0.003 5 NC 5 NC 4 58 min -0.0035 5 -0.0308 4 -0.025 4 -0.0009 4 NC 4 1846.... 5 59 3 max 0.0001 4 0.0179 5 0.0063 5 0.0021 5 NC 5 NC 5 60 min -0.0041 5 -0.0213 4 -0.0003 4 -0.0008 4 NC 4 NC 4 61 M11 1 max 0.0498 4 0.0008 5 0.0004 4 0.0001 4 NC 5 NC 4 62 min -1.1072 5 -0.0035 4 -0.0067 5 -0.0012 5 NC 4 7111.... 5 63 2 max 0.0498 4 0.0971 5 0 4 0.0001 4 1765.... 4 NC 5 64 min -1.1074 5 -0.0307 4 0 5 -0.0012 5 498.4... 5 NC 4 65 3 max 0.0498 4 0.1932 5 0 5 0.0001 4 830.6... 4 NC 5 66 min -1.1074 5 -0.0613 4 0 4 -0.0012 5 249.5... 5 NC 4 67 M12 1 max 0.0028 5 0.0131 4 1.1073 5 0.0011 4 NC 4 3385.... 4 68 min -0.0001 4 -0.037 5 -0.0498 4 -0.004 5 4557.... 5 152.2... 5 69 2 max 0.0014 5 0.0271 4 0.6271 5 0.0011 4 6222.... 4 6770.... 4 70 min 0 4 -0.029 5 -0.0249 4 -0.004 5 5805.... 5 268.8... 5 71 3 max 0 5 0 5 0 5 0.0011 4 NC 5 NC 5 72 min 0 4 0 4 0 4 -0.004 5 NC 4 NC 4 73 M13 1 max 0.0226 4 0 5 0 5 0.0003 4 NC 5 NC 5 74 min -0.2318 5 0 4 0 4 -0.0044 5 NC 4 NC 4 75 2 max 0.0226 4 0.0462 4 -0.004 5 0.00031 4 NC 1 4 NC 5 76 min -0.2318 5 -0.6534 5 -0.0053 4 -0.0044 5 719.8... 5 NC 4 77 3 max 0.0226 4 0.0701 4 0.001 5 0.0003 4 NC 5 NC 5 78 min -0.2318 5 -0.965 5 -0.0054 4 -0.0044 5 NC 4 NC 4 79 M14 1 max 0.0226 4 0.0701 4 0.001 5 0.0003 4 NC 5 NC 5 80 min -0.2318 5 -0.965 5 -0.0054 4 -0.0044 5 NC 4 NC 4 81 2 max 0.0227 4 0.0507 4 0.006 5 0.0003 4 NC 4 NC 5 82 min -0.2326 5 -0.6894 5 -0.0261 4 -0.0023 5 2221.... 5 NC 4 83 3 max 0.0228 4 0.0264 4 -0.0008 5 0.0002 4 NC 5 NC 5 84 min -0.2334 5 -0.2598 5 -0.0273 4 -0.0002 5 NC 4 NC 4 85 M15 1 max 0.2598 5 0.2334 5 0.0273 4 0.0001 4 NC 5 NC 5 86 min -0.0264 4 -0.0228 4 0.0008 5 0 5 NC 4 NC 4 87 2 max 0.2589 5 0.5546 5 0.0402 4 0.00021 4 NC 4 NC 5 88 min -0.0263 4 -0.0439 4 -0.0088 5 -0.0016 5 2818.... 5 NC 4 89 3 max 0.2579 5 0.7481 5 0.0279 4 0.0003 4 NC 5 NC 5 90 min -0.0262 4 -0.0615 4 -0.0011 5 -0.0032 5 NC 4 NC 4 91 M16 1 max 0.2579 5 0.7481 5 0.0279 4 0.0003 4 1855.... 4 NC 5 92 min -0.0262 4 -0.0615 4 -0.0011 5 -0.0032 5 152.3... 5 4087.... 4 93 2 max 0.2579 5 0.4936 5 0.0196 4 0.0003 4 2856.... 4 NC 5 94 min -0.0262 4 -0.0399 4 0.0042 5 -0.0032 5 230.9... 5 5826.... 4 95 3 max 0.2579 5 0 5 0 5 0.0003 4 NC 5 NC 5 96 min -0.0262 4 0 4 0 4 -0.0032 5 NC 4 NC 4 97 M17 1 max 0 5 0 5 0.0012 5 0.0005 4 NC 5 NC 5 98 min 0 4 0 4 -0.0069 4 -0.0068 5 NC 4 NC 4 99 2 max 0 5 0.0012 4 -0.0047 5 0.0003 4 NC 4 NC 5 100 min 0 4 -0.0873 5 -0.0314 4 -0.0043 5 1959.... 5 NC 4 101 3 max 0 5 0 5 -0.0014 5 0.0002 4 NC 5 NC 5 102 min 0 4 0 4 -0.0406 4 -0.0019 5 NC 4 NC 4 103 M18 1 max 0 5 0 5 0.0406 4 0.0001 4 NC 5 NC 5 104 min 0 4 0 4 0.0014 5 -0.0017 5 NC 4 NC 4 105 2 max 0 5 0.1054 5 0.0508 4 0.0003 4 NC 4 NC 5 106 min 0 4 -0.0013 4 0.0051 5 -0.0035 5 1708.... 5 NC 4 RISA-3D.NET version 18.0.0.35935 [ Corner Entry Storefront 12.23.20.r3d ] Page 2 UZI Company : Peak Engineering, Inc. CORNER ENTRY max 12/23/2020 5 0 5 RISA Designer : MAF -DEFLECTIONS NC 12 28 54 PM NC 5 108 .IobNumber :20-185 0 4 Checked Sy: Model Name : Axis 70 VVest 5 A*mberSection Deflections Strength (Continued) Memb... Sec x finl LC v finl LC z finl LC x Rot... LC (n) U... LC (n) L/... LC 107 3 max 0 5 0 5 0.0419 4 0.0004 4 NC 5 NC 5 108 min 0 4 0 4 -0.0013 5 -0.0054 5 NC 4 NC 4 109 M19 1 max 0 5 0 5 0 5 0.0009 4 NC 5 NC 5 110 min 0 4 0 4 0 4 -0.001 5 NC 4 NC 4 111 2 max 0 5 0.0002 4 0.0002 4 0.0007 4 NC 5 NC 4 112 min 0 4 -0.0006 5 -0.0058 5 -0.0007 5 NC 4 7697.... 5 113 3 max 0 5 0 5 0 5 0.0006 4 NC 5 NC 5 114 min 0 4 0 4 0 4 -0.0004 5 NC 4 NC 4 115 M20 1 max 0.0071 4 0.0197 5 0.001 5 0.0003 5 NC 5 NC 5 116 min -0.1835 5 -0.0258 4 0 4 -0.0004 4 NC 4 NC 4 117 2 max 0.0071 4 0.0377 5 0.0005 5 0.0007 5 NC 5 NC 5 118 min -0.1834 5 -0.0345 4 0 4 -0.0005 4 NC 4 NC 4 119 3 max 0.0071 4 0.0553 5 0 4 0.001 5 NC 5 NC 5 120 min -0.1832 5 -0.0429 4 0 5 -0.0007 4 NC 4 NC 4 121 M21 1 max 0.0225 4 0.0296 5 0.0021 5 0 4 NC 5 NC 5 122 min -0.5215 5 -0.0344 4 -0.0001 4 0 5 NC 4 NC 4 123 2 max 0.0225 4 0.0721 5 0.001 5 0.0005 5 NC 5 NC 5 124 min -0.5215 5 -0.0535 4 0 4 0 4 NC 4 NC 4 125 3 max 0.0225 4 0.1136 5 0 4 0.0009 5 NC 5 NC 5 126 min -0.5215 5 -0.0723 4 0 5 -0.0002 4 NC 4 NC 4 127 M22 1 max 0.0256 4 0.0275 5 0.0036 5 0 5 NC 5 NC 5 128 min -0.6504 5 -0.0385 4 -0.0002 4 -0.0001 4 NC 4 NC 4 129 2 max 0.0256 4 0.0837 5 0.0018 5 0 4 NC 5 NC 5 130 min -0.6504 5 -0.065 4 0 4 -0.0002 5 NC 4 NC 4 131 3 max 0.0256 4 0.1394 5 0 5 0 4 NC 5 NC 5 132 min -0.6504 5 -0.0912 4 0 4 -0.0003 5 NC 4 NC 4 133 M23 1 max 0.0129 4 0.0225 5 0.0041 5 0.0002 4 NC 5 NC 5 134 min -0.3772 5 -0.0368 4 -0.0002 4 -0.0001 5 NC 4 NC 4 135 2 max 0.0129 4 0.0701 5 0.0022 5 0.0002 4 NC 5 NC 5 136 min -0.3771 5 -0.061 4 0 4 -0.0003 5 NC 4 NC 4 137 3 max 0.0129 4 0.1178 5 0.0002 5 0.0003 4 NC 5 NC 5 138 min -0.3771 5 -0.085 4 0 4 -0.0004 5 NC 4 NC 4 139 M24 1 max 0.0322 4 0.0342 5 0.0001 4 0.0001 4 NC 5 NC 5 140 min -0.7986 5 -0.0286 4 -0.0033 5 0 5 NC 4 NC 4 141 2 max 0.0322 4 0.099 5 0 4 0.0003 5 NC 5 NC 5 142 min -0.7986 5 -0.0512 4 -0.0017 5 0.0001 4 NC 4 NC 4 143 3 max 0.0322 4 0.1635 5 0 4 0.0005 5 NC 5 NC 5 144 min -0.7986 5 -0.0735 4 -0.0002 5 0 4 NC 4 NC 4 145 M25 1 max 0.0148 4 0.0263 5 0.0001 4 0.0002 5 NC 5 NC 5 146 min -0.4027 5 -0.0295 4 -0.0038 5 -0.0001 4 NC 4 NC 4 147 2 max 0.0148 4 0.0783 5 0 4 0.0004 5 NC 5 NC 5 148 min -0.4027 5 -0.0494 4 -0.0021 5 -0.0002 4 NC 4 NC 4 149 3 max 0.0148 4 0.1304 5 0 4 0.0006 5 NC 5 NC 5 150 min -0.4027 5 -0.0693 4 -0.0004 5 -0.0002 4 NC 4 NC 4 151 M26 1 max 0.0324 4 0.0341 5 0 4 0 4 NC 5 NC 5 152 min -0.7854 5 -0.0272 4 -0.0018 5 -0.0002 5 NC 4 NC 4 153 2 max 0.0324 4 0.085 5 0 4 0 4 NC 5 NC 5 154 min -0.7853 5 -0.0447 4 -0.0009 5 -0.0006 5 NC 4 NC 4 155 3 max 0.0324 4 0.1353 5 0 5 0.0002 4 NC 5 NC 5 156 min -0.7853 5 -0.0614 4 0 4 -0.001 5 NC 4 NC 4 157 M27 1 max 0.0146 4 0.0187 5 0 4 0.0003 4 NC 5 NC 5 158 min -0.3845 5 -0.02 4 -0.0008 5 -0.0004 5 NC 4 NC 4 159 2 max 0.0146 4 0.0426 5 0 4 0.0005 4 NC 5 NC 5 160 min -0.3845 5 -0.0288 4 -0.0004 5 -0.0008 5 NC 4 NC 4 161 3 max 0.0146 4 0.0662 5 0 5 0.0006 4 NC 5 NC 5 162 min -0.3844 5 -0.0372 4 0 4 -0.0012 5 NC 4 NC 4 163 M28 1 max 0.0001 5 0.1556 5 0.0383 4 0.0013 4 NC 5 NC 5 164 min 0 4 -0.0781 4 -0.8247 5 -0.0028 5 NC 4 NC 4 RISA-3D.NET version 18.0.0.35935 [ Corner Entry Storefront 12.23.20.r3d ] Page 3 185 Company : Peak Engineering, Inc. CORNER ENTRY max 12/23/2020 4 0.1293 I RISA Designer MAF -DEFLECTIONS NC 12 28 54 PM NC 4 166 deb Number :20-185 0 5 Checked 8y: Model Name : Axis 70 VVest 5 A*mberSection Deflections Strength (Continued) Memb... Sec x finl LC v finl LC z finl LC x Rot... LC (n) U... LC (n) L/... LC 165 2 max 0 4 0.1293 5 0.0192 4 0.0011 4 NC 5 NC 4 166 min 0 5 -0.0907 4 -0.5284 5 -0.0023 5 8876.... 4 1584.... 5 167 3 max 0 4 0.0916 5 0.0001 4 0.001 4 NC 5 NC 5 168 min -0.0003 5 -0.0627 4 -0.005 5 -0.0017 5 NC 4 NC 4 169 M29 1 max 0 4 0.0916 5 0.0001 4 0.001 4 NC 5 NC 5 170 min -0.0003 5 -0.0627 4 -0.005 5 -0.0017 5 NC 4 NC 4 171 2 max 0 4 0.1406 5 0 4 0.0009 4 NC 5 NC 5 172 min -0.0003 5 -0.0832 4 -0.0028 5 -0.0017 5 NC 4 NC 4 173 3 max 0 4 0.1897 5 0 4 0.0009 4 NC 5 NC 5 174 min -0.0004 5 -0.1039 4 -0.0006 5 -0.0017 5 NC 4 NC 4 175 M30 1 max 0.0006 5 0.1039 4 0.0004 5 0.0009 4 NC 5 NC 5 176 min 0 4 -0.1897 5 0 4 -0.0021 5 NC 4 NC 4 177 2 max 0.0006 5 0.0794 4 0.0039 5 0.0009 4 NC 5 NC 5 178 min 0 4 -0.1447 5 -0.0002 4 -0.0021 5 NC 4 NC 4 179 3 max 0.0005 5 0.0553 4 0.0063 5 0.0009 4 NC 5 NC 5 180 min 0 4 -0.0998 5 -0.0003 4 -0.0021 5 NC 4 NC 4 181 M31 1 max 0.0005 5 0.0553 4 0.0063 5 0.0009 4 NC 5 NC 5 182 min 0 4 -0.0998 5 -0.0003 4 -0.0021 5 NC 4 NC 4 183 2 max 0.0003 5 0.0739 4 0.6494 5 0.0011 4 NC 5 NC 4 184 min 0 4 -0.1505 5 -0.025 4 -0.0031 5 NC 4 1848.... 5 185 3 max 0 4 0.0613 4 1.1074 5 0.0013 4 NC 5 NC 5 186 min 0 5 -0.1932 5 -0.0498 4 -0.004 5 NC 4 NC 4 187 M32 1 max 0 4 0.0613 4 1.1074 5 0.0013 4 2751.... 4 3385.... 4 188 min 0 5 -0.1932 5 -0.0498 4 -0.004 5 872.5... 5 152.2... 5 189 2 max 0 4 0.0546 4 0.6269 5 0.0013 4 3087.... 4 6770.... 4 190 min 0 5 -0.1078 5 -0.0249 4 -0.004 5 1563.... 5 268.9... 5 191 3 max 0 5 0 5 0 5 0.0013 4 NC 5 NC 5 192 min 0 4 0 4 0 4 -0.004 5 NC 4 NC 4 RISA-3D.NET version 18.0.0.35935 [ Corner Entry Storefront 1 2.23.20.r3d ] Page PEAK STRUCTURAL ����' ENGINEERING, INC. �w 19-179 De..,vee M Dare: 12/2/2019 PAeF eamtcc NORTH PECOS Pero: ENTRY STOREFRONT oErgn. ww .hilti.us Profis Anchor 2.8.1 Company: PEAK Page. 1 Specifier: Project North Pecos Address. Sub -Project I Res. No. 19-178 Phone I Fax Date. 2/10/2020 E -Mail Specif er's comments: Canopy at stacked HSS connection to sloped panel 1 Input data Anchortype and diameter: HIT -HV 200+HAS-136 (ASTM F1554 Gr.36)5M Effective embedment depth. hare, -4000 in.(igmm,=-in.) Material. ASTM A 1554 Grade 36 Evaluation Service Report ESR -3187 Issued I Valid. 3/1/2018 13/1/2020 Proof Design method ACI 318-11 / Chem Stand-off installation so- 0.000 in (no stand-off),t-0500in. Anchor plate I,xIyxt-16.000in.x4.000in.x0500in.',(Recommended plate thicknessnot calculated Profile no profile Base material cracked concrete, 4000, , -4,000 psi, h=1.000 in., Temp. shorVlong. 32/32-F Installation: hammer drilled hole, Installation condition: Dry Reinforcement . tension condition B, shear: condition B', no supplemental splitting reinforcement present edge reinforcement . none or No.4 bar The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [Ib, in.lb] Input data and results must be checked for agreement with the. existing conditions and for wauseliryl 1 88 PROPSAnchor( c) 20032009 Hill AG, FT 94948chaan run is a registered Trademark of Hill AG, BMaan www.hilti.us Profis Anchor 2.8.1 Company: PEAK Page. 2 Speafier Project North Pecos Address. Sub reject I Pos. No. 19-1 ]8 Phone I Fax: Date. 2/10/2020 Nvlail 1333 1,000 2 Load case/Resulting anchor forces Load case Design loads Anchor reactions [Ib] Loatl N,,, [Ib] CapacitymN„[Ib] Tension Nrce. (+Tension, -Compression) Status Steel Strength* Anchor Tension force Shearforee Shear forcex Shearforcey 1 ]14 2,00] 1333 1500 2 249 1,66] 1333 1,000 3 0 1,424 1333 500 max. concrete compressive strain 024 [%o] max. concrete compressive stress: 1,030 [psi] resulting tension force in (x/y)�� 448/0.000)'. 964 [Ib] resulting compression Nree in (x/y)=(3.092/1 339)'. 8964 [Ib] Anchor Nrces are calculated based on the assumption of a rigid anchor plate 3 Tension load *anchorhaving the highest loading **anchorgroup (anchors in tension) 3.1 Steel Strength 13,110 0.]50 9,833 ]14 3.2 Bontl Strength �a Cm �] Loatl N,,, [Ib] CapacitymN„[Ib] Utilization �=Nu/m N„ Status Steel Strength* ]14 9,833 8 OK Bond Strength** 964 53]1 18 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** 964 6,]56 15 OK *anchorhaving the highest loading **anchorgroup (anchors in tension) 3.1 Steel Strength 13,110 0.]50 9,833 ]14 3.2 Bontl Strength �a Cm �] Arvao Cm �] Gaa Cml �mm [in] ��[in] 36265 32]54 9.049 6000 8413 ��o [Psi] ra [Psi] 232] 1226 1448 0.862 2a Nn, [Ib] 0.000 t 1000 t Nag [Ib] 0.899 1.000 N�, [Ib] 1.000 9,631 0.650 5,3]1 964 3.3 Concrete Breakout Strength ��[�n �] ��[�n �] �m��[�n.] ��[�n.] w�N 21600 144.00 6.000 8413 1.000 1448 0.806 0.000 1000 1.000 1.000 2a Ne [Ib] t t Nmg [Ib] N�, [Ib] 1.000 8,601 0.650 6,]56 964 1] ��a�r lora aid „s��rs m�sr e, cn,�ad ro, a9,,,m,�r win rn, ,�sr��9 ��d�r�o�s aid ro, a�a�s�e���rv� 189 PROFla MMm(c)]11IXL200.9 HIIrIAa, FL5A94 acM1aan HIAI Isa �egl9e�etl Tatlema�k of HllrlAa, aMaan www.hilti.us Profis Anchor 2.8.1 Company: PEAK Page. 3 Speafier Project North Pecos Address. Sub reject I Pos. No. 19-1 ]8 Phone I Fax: Date. 2/10/2020 Nvlail N/A N/A 4 Shear load Loatl V,,, [Ib] 0.]00 Capacity mV„[Ib] Utilization �,=V,,,/m V„ Status Steel Strength* 2,00] 5112 40 OK Steel failure (with lever arrn)* N/A Avm [in �] N/A N/A N/A Pryout Strength (Bond Strength controls)* 1,66] wade waa���a�e 4,4]3 38 OK Concrete edge failure in direction y+^ 5,000 1 200 6,]69 ]4 OK *anchorhaving the highest loading **anchorgroup (relevant anchors) 4.1 Steel Strength V� [Ib] t t V� [Ib] V�, [Ib] ],865 0.650 5,112 2,00] 4.2 Pryout Strength (Bontl Strength controls) �a Cm �] Arvao Cm �] Gaa Cml �mm [in] ��[in] 12088 32]54 9.049 6000 8413 ��o [Psi] ra [Psi] c�232] 1226 ecN[�n.] wac Na ep„[m.] wa�Na wad Na wmNa 0.000 1.000 0.000 1000 0.899 1.000 1.000 9,631 0.]00 4,4]3 1,66] 4.3 Concrete etlge failure in tlirection y+ I, [m.] da gym.] �i [m.] Aw [in �] Avm [in �] 4.000 0.625 6.000 210 00 162.00 wade waa���a�e ete [gin] wa=e w=� wne 1.000 1.000 1 200 0 882 1.000 1.134 1.000 ],456 0.]00 6,]69 5,000 5 Combined tension and shear loads 0.1]9 0.]39 5/3 6] OK pmv=�*pvcl ��a�� da�a a�d,as���s m�s� ea cna�ad ro, a9,aama�� win Ana a�s���9 ��d���o�s aid ro, a�a�s�e���w� 190 PROFlBMMm(c)]11IXL200.9 HII�IA�, FL5A948cM1aan HIAI Isa �egl9e�etl Tatlema�k of HII�IA�, BMaan www.hilti.us Company: PEAK Speafier Address. Phone) Fax: Nvlail Profis Anchor 2.8.1 Page. 4 Project North Pecos Sub reject I Pos. No. 19-1 ]8 Date. 2/102020 6 Warnings • The anchor design methods in PRORS Anchor require rigid anchor plates per currant regulations (ETAG 001/Annex C, EGTA TR029, etc). This m Bans load r�disMbufion on the anchors due to elastic deformations of the anchor plate are not considered -the anchor plate is assumed to be suffiaently stiff, in ober not to be deformed when subjected to the design loading. PROF IS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not caned out by PRO FIS Anchor. Input data and results must be checked foragreement with the exisfing conditions and for plausibility) • Condition Aapplies when supplementary reinforcement is used. Themfa ctoris increased for nonsteel Design Strengths except Pullout Strength and Pryoutstrength. Condition Bapplies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Referto yourlocal standard. • Design Strengths of adhesive anchorsystems are influenced by the deaning method. Referto the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaningend installation instmctions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 orthe relevant standaN I • Installation of Hilti adhesive anchorsystems shall be periorned by personnel trained to install Hilti adhesive anchors. Reference ACI318-11, Part D91 Fastening meets the design criteria! ��a�r dare s�d,as��rs m�sr ea cna�ad ro, s9,aama�r win rna a�sr��9 ��d�r�o�s sed ro, a�s�s�e���rv� 191 PROFlBMMm(c)]11IXL2o0.9 HIIrIAa, FL5A948cM1aan HIAI Ise �egl9e�etl Tatlema�k of HllrlAa, BMaan l PEAK ENGINEERING_, INC. p� waIImyo STRIC TUFAL ENO NEER [N, 19-178 Mrl� Dme 02170/2020 Jog No.. DESIGYEO BY_ _ Pao,Em NORTH PECOS F.U ENTRY STOREFRONT MIDDLE ENTRY z STOREFRONT (sim. at end entry) M7 M8 f g Mg Mtp N7 M12 � ry F g 'o Mit w u N22 16 1 N g 2 23 L.W.: BLC 7, Peak Engineering, Inc. Axis 70 WEst SK -1 MAF Dec 23, 2020 at 01:08 PM 20-185 Middle Entry Store6ont 02-04-202... 193 MIDDLE ENTRY x STOREFRONT -WIND nf2 M8 K g 619 f 3 d 11410 N7 2' M12 n Mil N22 16 1 ry g 2 23 Loads: BLC 1, Wind Peak Engineering, Inc. Axis 70 WEst SK -3 MAF Dec 23, 2020 at 01:09 PM 20-185 Middle Entry Storefront 02-04-202... 194 MIDDLE ENTRY x STOREFRONT -DEAD LOADS -0 45 kM .0.45 kM 10 s 3 g UP ry f M10 0.13 kN N7 �— 1 k10 F a u N22 a 16 ' N g 2 23 Loads: BLC 2, Dead Peak Engineering, Inc. Axis 70 WEst SK-4 MAF Dec 23, 2020 at 01:10 PM 20-185 Middle Entry Store6ont 02-04-202... 195 Company Peak Engineering, Inc. N1 MIDDLE ENTRY 12/23/2020 IIIRISA HSS8X8X4 Column S uareTube Designer MAF 2 STOREFRONT PM N5 0.3 0.65 HSS8X8X4 Job Number :20-185 A500 Gr.46 Typical Check Checked By: Model Name : Axis 70 VVEs: N8 PrimaryMember Properties Label I Node J Node K Node Rotate(deo) Section/5... Type Design List Material Design Rule 1 M1 N1 N3 0.30 .65 HSS8X8X4 Column S uareTube A500 Gr.46 Typical 2 M2 N3 N5 0.3 0.65 HSS8X8X4 Column S uareTube A500 Gr.46 Typical 3 M3 N5 N8 0.3 0.65 HSS8X8X4 Column S uareTube A500 Gr.46 Typical 4 M4 N2 N4 0.3 0.65 HSS8X8X8 Column S uareTube A572 Gr.50 Typical 5 M5 N4 N6 0.3 0.65 HSS8X8X8 Column S uareTube A572 Gr.50 Typical 6 M6 N6 N9 N9 20.4 HSS8X8X8 Column S uareTube A572 Gr.50 Typical 7 M7 N8 N9 90 W14X38 Beam Wde Flan... A572 Gr.50 Typical 8 M8 N9 N10 5.1 90 W14X38 Beam Wde Flan... A572 Gr.50 Typical 9 M9 N5 N6 14 N14 HSS8X6X6 Beam S uareTube A500 Gr.46 Typical 10 M10 N6 -4.33 N7 HSS8X6X6 Beam S uareTube A500 Gr.46 Typical 11 M11 N4 N22 90 HSS12X6... Beam Tube A500 Gr.46 Typical 12 M12 N3 N4 90 HSS12X6... Beam Tube A500 Gr.46 Typical 13 M13 N3 N11 90 HSS12X6... Beam Tube A500 Gr.46 Typical 14 M14 N11 N20 90 HSS20X4... Beam Tube A500 Gr.46 Typical 15 M15 N18 N12 90 HSS10X4... Beam Tube A500 Gr.46 Typical 16 M16 N17 N13 90 HSS10X4... Beam Tube A500 Gr.46 Typical 17 M17 N19 N15 90 HSS10X4... Beam Tube A500 Gr.46 Typical 18 M18 N4 N20 90 HSS10X4... Beam UUda Flan... A500 Gr.46 Typical 19 M19 N21 N14 90 HSS10X4... Beam Wde Flan... A500 Gr.46 Typical 20 M20 N20 N16 90 HSS20X4... Beam Tube A500 Gr.46 Typical 21 M21 N16 N22 90 HSS12X6... Beam Tube A500 Gr.46 Typical 22 M22 N10 N7 HSS8X8X4 Column S uareTube A500 Gr.46 Typical 23 M23 N7 N22 HSS8X8X4 Column S uareTube A500 Gr. 46 T ical 24 M24 N22 N23 HSS8X8X4 Column S uareTube A500 Gr.46 Typic 25 M25 N25 N24 90 HSS10X4... Beam Tube AbUU Ur.461 Typical 26 M26 N26 N27 90 HSS10X4... Beam Tube I A500 Gr.461 Typical Hot Rolled Steel Properties Label E fksil G fksil Nu Therm. C... Density N... Yield fksil Rv Fu fksil Rt 1 A36 Gr.36 29000 11154 0.30 .65 0.49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 3 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 1 A500 Gr.42 29000 11154 0.3 0.65 0.49 42 1.4 58 1.3 5 1 A500 Gr.46 29000 11154 0.3 0.65 1 0.49 46 1.4 58 1.3 Hot Rolled Steel Section Sets N1 0 0 0 2 Label Sha e T e Desi n List Material Desi n Rule Area in I in Izz n6 Jin 1 HR1 HSS6X6X4 Beam S uareTube A500 Gr.46 T ical 5.24 28.6 28.6 45.6 Nodes Label X R Y Iffl Z [fti Temp IdeaDetach From Dia... 1 N1 0 0 0 2 N2 20.4 0 0 3 N3 0 0 11 4 N4 20.4 0 11 5 N5 0 0 18.5 6 N6 20.4 0 18.5 7 N7 40.8 0 18.5 8 N8 0 0 35.17 9 N9 20.4 0 35.17 10 N10 40.8 0 35.17 11 N11 0 -4.33 11 12 N12 5.1 -4.33 11 13 N13 10.2 -4.33 11 14 N14 15.4 -4.33 11 15 N15 25.6 -4.33 11 16 N16 40.8 -4.33 11 RISA-3D.NET version 18.0.0.35935 [ Middle Entry Storefront 02-04-2020.r3d ] Page 1 Company : Peak Engineering, Inc. MIDDLE ENTRY 1 0 12/23/2020 0 IIRISA 18 N18 Designer : MAF STOREFRONT Reaction 1 17 11 PM 19 N19 25.6 0 Job Number :20-185 1 20 Checked Sy: Model Name : Axis 70 VVEs: 11 Nodes (Continuero Label X F l Y F l Z Ifrl Temp Idea FI Detach From Dia... 17 N17 10.2 1 0 11 0 %100 18 N18 5.1 0 11 Reaction DL 19 N19 25.6 0 11 Reaction 1 20 N20 20.4 -4.33 11 Reaction Reaction 21 N21 15.4 0 11 N10 Reaction 22 N22 40.8 0 11 6 N16 23 N23 40.8 0 0 1 Active 7 24 N24 30.5 -4.33 11 8 25 N25 30.5 0 11 26 N26 35.6 0 11 Reaction 27 N27 35.6 -4.33 11 Reaction Reaction Boundary Conditions Node Label X k!n Y k!n Z [kfin] X Rot k-Nra Y Rot [k-ft/racn Z Rot k-fr/rad 1 N1 Reaction Reaction Reaction 0 %100 Active 2 N2 Reaction Reaction Reaction DL %100Active Active 3 N8 Reaction Reaction 1 0 3 Snow 4 N9 Reaction Reaction 0.28 0 2 1 5 N10 Reaction Reaction 0.095 0 %100 Active 6 N16 Reaction Reaction Reaction BLC 2 Tra... None 1 Active 7 N22 5 8 8 N7 5 9 N23 Reaction Reaction Reaction 10 N11 Reaction Reaction Reaction Basic Load Cases BLC Desa_ Cateaory X Gravity Y Gravity Z Gravity Nodal Point Distributed Area(Me... Surface(P... 1 Wind WL 0.425 0.425 0 %100 Active 6 1 Y 2 Dead DL %100Active Active -1 M9 y 4 1 0 3 Snow SL M10 I Z 0.28 0.28 0 2 1 5 4 BLC 1 Tra... Noma 0.095 0 %100 Active 6 M20 Y 0.095 7 BLC 2 Tra... None 1 Active 5 8 BLC 3 Tra... None 5 Wind Member Label Direction Start Ma nitud... End Magnitude ... Start Location ...End Location ...Inactive k, k -f... 1 M12 Y 0.425 0.425 0 %100 Active 2 M11 Y 0.425 0.425 0 %100Active Active 3 M9 y 0.28 0.28 0 %100 Active 4 M10 I Z 0.28 0.28 0 %100 Active 5 M14 Y 0.095 0.095 0 %100 Active 6 M20 Y 0.095 0.095 0 %100 1 Active Dead Member Label Direction Start Magnitud... End Magnitude... Start Location [... End Location I(... Inactive [(k, k -f... 1 i MB y -0.45 -0.45 i 0 %100 Active 2 M7 -0.45 -0.45 0 %100 Active 3 1 M11 I Z -0.13 -0.13 0 100 Active 4 1 M12 I Z -0.13 -0.13 0 100 Active Member Label Direction Start Ma nitud... End Ma nitude... Start Location ...End Location ...Inactive k k -f... 1 M8 -1.1 -1.1 0 %100 Active 2 M7 -1.1 1 -1.1 1 0 1 %100 Active RISA-3D.NET version 18.0.0.35935 [ Middle Entry Storefront 02-04-2020.r3d ] Page 2 197 Company : Peak Engineering, Inc. Y MIDDLE ENTRY 12/23/2020 IIIRISA %100 Active 2 Designer MAF 0.372 STOREFRONT 1:1711 PM %100 Active 3 M9 Job Number : 20-185 0.403 0 Checked By Model Name : Axis 70 WEst M10 Z Member Label ire ion Star a m u ... no Magnitude... Sum Location ... End Location ... inactive a, k --f... 1 M12 Y 0.372 0.372 0 %100 Active 2 M11 Y 0.372 0.372 5 %100 Active 3 M9 y 0.403 0.403 0 %100 Active 4 M10 Z 0.403 0.403 0 4 Active 5 M7 Y Y 0205. 0205. 0 %100 Active 6 M8 0.205 Y 0205. 0.205 0 2.5 1 Active Member Label Direction Start Magnitud... End Magnitude... Start Location [... End Location [(... Inactive [(k, k -f... 1 M12 Y 0.372 0.372 0 %100 Active 2 M11 Y 0.372 0.372 5 %100 Active 3 M9 y 0.403 0.403 0 %100 Active 4M10 M19 Z 0.403 0.403 0 4 Active 5 M7 Y 0.205 0.205 0 %100 Active 6 M8 Y 0.205 0.205 0 2.5 Active Member Label Direction Start Magnitud... End Magnitude... Start Location f... End Location f(... Inactive f(k, k -f... 1 1 M16 Z -0.039 -0.039 3.331 e-16 4.33 Active 2 M17 Z -0.076 -0.076 0 4.33 Active 3 M18I Z I -0.076 -0.076 0 4.33 Active 4 M19 Z -0.077 -0.077 2.22e-16 4.33 Active 5 M25 Z -0.037 -0.037 0 4.33 Active Member Label Direction Start Magnitud... End Magnitude... Start Location [... End Location [(... Inactive [(k, k -f... 1 M16 Z -0.104 -0.104 3.331 e-16 4.33 Active 2M17 Node A Z -0.202 -0.202 0 4.33 Active 3 M18 Z -0.204 -0.204 0 4.33 Active 4 M19 Z -0.204 -0.204 2.22e-16 4.33 Active 5 M25 Z -0.098 -0.098 0 1 4.33 Active Wind D+... Y 1 0.6 2 1 Node A Node B Node C Node D Direction Load Direction Magnitude ks Inactive k,... 1 N17 N25 N24 N13 Z A -B 0.11 Active Node A Node B Node C Node D Direction Load Direction Ma nitude ks Inactive k,... 1 N17 N25 N24 N13 Z A -B -0.015 1 Active Node A Node B Node C Node D Direction Load Direction Magnitude ks Inactive k,... 1 N17 N25 N24 N13 Z A -B1 -0.04 1 Active Load Combinations De... So... PD... SR... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... 1 D+... Y 1 0.6 2 1 2 0.6... Y 10.6 2 0.6 1 0.45 2 1 3 0.75 4 D+S Y 2 1 3 1 5 0.4...i i Y1 0.42 6 Wind Y 7 1.2... Yes Y 3 1.6 2 1.2 EE 8 0.9... Yes Y 1 1 2 0.9 RISA-3D.NET version 18.0.0.35935 [ Middle Entry Storefiont 02-04-2020.r3d ] Page 3 198 Company : Peak Engineering, Inc. MIDDLE ENTRY Y 12/23/2020 IIIRISA 0.6 2 1 Designer MAF -RFD LOADS 0 1 34 04 PM 0 ©�®moo 2 Job Number : 20-185 r r • orrr Checked By 0000000 Model Name : Axis 70 VVEst 0.6... Load Combinations De... So... PD... SR... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... 1 D+... 1 Y 22.4775 1 0.6 2 1 8 0 8 0 8 0 ©�®moo 2 min r r • orrr • 0000000 -0.1736 2 0.6... 7 Y 7 1 0.6 2 0.6 o r• r o r r- 0000000 8 0.2451 8 0 8 2.6961 o�®rrr -0.6733 7 - o�o�0000000 min 9.8614 8 0.0612 7 0.45 2 1 3 0.75 7 -2.8068 8 5 rrr • 000000000 max 20.1738 7 0.0094 7 1.026 8 0.0154 4 D+S 7 Y 7 r - r r 000000000 2 1 3 1 -2.5488 8 0.5176 7 oma 8 -5.6192 r r r o r r r 000000000 J max 5 0.4... 0.0094 Y 1.026 1 0.42 7 • o�000000000 8.1318 8 8 min 4.2485 8 -2.5488 U! o��®orrr 7 -0.5711 8 2076. 6 V nd 7 Y M3 1 1 19.5825 7 0.3652 m�®�o�000000000 -0.3144 8 0.0154 7 4.6725 7 6.0885 8 10 min 3.9683 8 m���o�o�0000000 7 -1.1369 7 -0.5711 3 1.6 8 0.1957 7 11 J max 19.0993 m�®moo®o�0000000 0.3652 8 -0.3144 8 0.0154 7 -3.1643 8 0 81-0.9 ... Yes Y min 1 1 2 0.9 -1.1369 r r:. o�0000000 8 -14.2... 7 -0.0002 8 13 M4 I m�®moo 70.5047 7 -0.43941 7 Node Reactions Node... X fkl LC Y fkl LC Z fkl LC MX fk-Rl LC MY fk-Rl LC MZ fk-frl LC om��o�o�0000000 M1 1 max 22.4775 7 0.2552 8 0.2451 8 0 8 0 8 0 ©�®moo 2 min r r • orrr • 0000000 -0.1736 7 0 7 0 7 ©mom 7 3 r r r o r• r o r r- 0000000 8 0.2451 8 0 8 2.6961 o�®rrr -0.6733 7 - o�o�0000000 min 9.8614 8 0.0612 7 -0.1736 7 0 7 ©m��o 7 -2.8068 8 5 rrr • 000000000 max 20.1738 7 0.0094 7 1.026 8 0.0154 o�®®v 0.7904 7 0.3075 7 r - r r 000000000 min 4.4116 8 -2.5488 8 0.5176 7 oma 8 -5.6192 r r r o r r r 000000000 J max 19.9563 7 0.0094 7 1.026 o�®rrr 0.0154 7 • o�000000000 8.1318 8 8 min 4.2485 8 -2.5488 8 o��®orrr 7 -0.5711 8 2076. • • 000000000 7 9 M3 I max 19.5825 7 0.3652 m�®�o�000000000 -0.3144 8 0.0154 7 4.6725 7 6.0885 8 10 min 3.9683 8 m���o�o�0000000 7 -1.1369 7 -0.5711 8 2076. 8 0.1957 7 11 J max 19.0993 m�®moo®o�0000000 0.3652 8 -0.3144 8 0.0154 7 -3.1643 8 0 7 12 min m®��o 8 0.0117 7 -1.1369 r r:. o�0000000 8 -14.2... 7 -0.0002 8 13 M4 I m�®moo 70.5047 7 -0.43941 7 r r • • o�0000000 0 8 0 8 0 8 14 m®��o min 15.6978 8 -6.2552 r r • o�0000000 8 0 7 0 7 0 7 15 m�®�o�o J max 69.8983 7 -0.4394 7 • r r • 0000000 0 8 0.0346 7 68.8074 8 16 min 15.2431 8 -6.2552 8 -0.0047 8 0 7 -0.0519 8 4.8335 7 17 M5 I max 59.5873 7 -0.0962 7 0.0254 8 -0.007 7 0.0501 7 A*mberEnd Reactions Memb... Memb... Axial fkl LC v She... LC z She... LC Torou... LC v -v M... LC z -z M... LC 1 M1 1 max 22.4775 7 0.2552 8 0.2451 8 0 8 0 8 0 8 2 min 10.1006 8 0.0612 7 -0.1736 7 0 7 0 7 0 7 3 J max 22.1586 7 0.2552 8 0.2451 8 0 8 2.6961 8 -0.6733 7 4 min 9.8614 8 0.0612 7 -0.1736 7 0 7 -1.9095 7 -2.8068 8 5 M2 I max 20.1738 7 0.0094 7 1.026 8 0.0154 7 0.7904 7 0.3075 7 6 min 4.4116 8 -2.5488 8 0.5176 7 -0.5711 8 -5.6192 8 -10.9... 8 7 J max 19.9563 7 0.0094 7 1.026 8 0.0154 7 4.6725 7 8.1318 8 8 min 4.2485 8 -2.5488 8 0.5176 7 -0.5711 8 2076. 8 0.2372 7 9 M3 I max 19.5825 7 0.3652 8 -0.3144 8 0.0154 7 4.6725 7 6.0885 8 10 min 3.9683 8 0.0117 7 -1.1369 7 -0.5711 8 2076. 8 0.1957 7 11 J max 19.0993 7 0.3652 8 -0.3144 8 0.0154 7 -3.1643 8 0 7 12 min 3.6058 8 0.0117 7 -1.1369 7 -0.5711 8 -14.2... 7 -0.0002 8 13 M4 I max 70.5047 7 -0.43941 7 0.0031 1 7 0 8 0 8 0 8 14 min 15.6978 8 -6.2552 8 -0.0047 8 0 7 0 7 0 7 15 J max 69.8983 7 -0.4394 7 0.0031 7 0 8 0.0346 7 68.8074 8 16 min 15.2431 8 -6.2552 8 -0.0047 8 0 7 -0.0519 8 4.8335 7 17 M5 I max 59.5873 7 -0.0962 7 0.0254 8 -0.007 7 0.0501 7 38.6274 8 18 min 12.274 8 -2.4551 8 -0.0085 7 -0.0195 8 -0.0705 8 -6.5181 7 19 J max 59.1739 7 -0.0962 7 0.0254 8 -0.007 7 0.12 8 57.0405 8 20 min 11.9639 8 -2.4551 8 -0.0085 7 -0.0195 8 -0.014 7 -5.7967 7 21 M6 I max 58.427 7 3.6661 8 0.0008 7 -0.007 7 0.12 8 61.1145 8 22 min 11.4035 8 -0.3426 7 -0.0072 8 -0.0195 8 -0.014 7 -5.7115 7 23 J max 57.5081 7 3.6661 8 0.0008 7 -0.007 7 0 8 0 8 24 min 10.7143 8 -0.3426 7 -0.0072 8 -0.0195 8 0 7 0 7 25 M7 I max 0 1 8 19.09931 7 0.04181 8 0.0002 8 0.0154 7 14.2793 7 RISA-3D.NET version 18.0.0.35935 [ Middle Entry Storefront 02-04-2020.r3d ] Page 1 199 Company Peak Engineering, Inc. MIDDLE ENTRY min 12/23/2020 IIIRISA 3.6058 8 -0.001 Designer MAF -RFD LOADS -0.5711 1 34 04 PM 3.1643 8 27 Job Number : 20-185 0 8 Checked By 8 Model Name : Axis 70 VVEst 0.0002 A*mberEnd Reactions (Continued) Memb... Memb... Axial fk1 LC v She... LC z She... LC Torou... LC v -v M... LC z -z M... LC 26 min 0 7 3.6058 8 -0.001 7 0 7 -0.5711 8 3.1643 8 27 J max 0 8 -5.3559 8 0.0418 8 0.0002 8 0.2822 8 112.7... 7 28 min 0 7 -28.7... 7 -0.001 7 0 7 -0.0053 7 21.0149 8 29 M8 I max 0 8 28.7544 7 0.0016 7 0.0002 8 8 112.7... 7 30 min 0 7 5.3584 8 -0.0383 8 0 7 7 21.0149 8 31 J max 0 8 -3.6033 8 0.0016 7 0.0002 8 7 14.265 7 32 min 0 7 -19.0... 7 -0.0383 8 0 7 8 3.1128 8 33 M9 I max -1.3396 8 0 7 0.3736 7 -0.0415 7 8 0 8 34 min -1.6559 7 -2.856 8 0.2802 8 -2.0433 8 To 7 0 7 35 J max -1.3396 8 2.856 8 -0.2802 8 -0.0415 7 8 0 8 36 min -1.6559 7 0 7 -0.3736 7 -2.0433 8 7 0 7 37 M10 I max -1.3713 8 0 7 0.3736 7 2.0307 8 8 0 8 38 min -1.6468 7 -2.856 8 0.2802 8 0.0438 7 7 0 7 39 J max -1.3713 8 2.856 8 -0.2802 8 2.0307 8 8 0 8 40 min -1.6468 7 0 7 -0.3736 7 0.0438 7 7 1 0 7 41 M11 I max 1.1167 7 2.9232 7 3.7736 8 0.9376 7 0 8 0 8 42 min -9.8888 8 0.078 8 -0.1456 7 -4.8627 8 0 7 0 7 43 J max 1.1167 7 -1.2022 8 0.5435 8 0.9376 7 0 8 0 8 44 min -9.8916 8 -2.2744 7 -0.1044 7 -4.8627 8 0 7 0 7 45 M12 I max 1.1287 7 2.5156 7 0.1468 7 9.0373 8 0 8 0 8 46 min -9.9152 8 1.3852 8 -1.0779 8 -1.7448 7 0 7 0 7 47 J max 1.1287 7 -0.2395 8 0.2005 7 9.0373 8 0 8 0 8 48 min -9.914 8 -3.1907 7 -4.8242 8 -1.7448 7 0 7 0 7 49 M13 I max -0.1959 7 0.526 7 T0.695 8 2.6999 7 0.0154 7 2.7255 7 50 min -1.9702 8 -4.057 8 -0.4358 7 -8.3153 8 -0.5711 8 -17.2... 8 51 J max -0.1959 7 0.7347 7 10.695 8 2.6999 7 45.738 8 0.0136 8 52 min -1.9702 8 -3.9005 8 -0.4358 7 -8.3153 8 -1.8717 7 -0.0039 7 53 M14 I max -0.0008 7 =7 9.7948 8 0.0136 8 1.8717 7 2.6999 7 54 min -0.0016 8 -2.8009 8 -0.3468 7 -0.0039 7 -45.738 8 -8.31531 8 55 J max -0.0008 7 -1.1447 7 3.0682 8 0.0136 8 24.52541 8 43.2169 8 56 min -0.0028 8 -2.3147 8 -0.4004 7 -0.0039 7-2.2121 7 -5.6881 7 57 M15 I max 0.3118 7 -0.0409 8 0 8 -0.4843 7 0 8 0 8 58 min -8.4913 8 -0.0545 7 0 7 -3.2334 8 0 7 0 7 59 J max 0.3118 7 0.0545 7 0 8 -0.4843 7 0 8 0 8 60 min -8.4913 8 0.0409 8 0 7 -3.2334 8 0 7 0 7 61 M16 I max 0.3117 8 0.5023 8 0 8 0.7061 7 0 8 0 8 62 min 0.0092 7 -0.5161 7 0 7 -2.4074 8 0 7 0 7 63 J max 0.3117 8 0.5161 7 0 8 0.7061 7 0 8 0 8 64 min 0.0092 7 -0.5023 8 0 7 -2.4074 8 0 7 0 7 65 M17 I max 1.9732 8 1.0141 8 0 8 1.2362 8 0 8 0 8 66 min -0.281 7 -0.9511 7 0 7 -2.7857 7 0 7 0 7 67 J max 1.9732 8 0.9511 7 0 8 1.2362 8 0 8 0 8 68 min -0.281 7 -1.0141 8 0 7 -2.7857 7 0 7 0 7 69 M18 I max 0.7438 7 -2.7446 8 0.0045 8 0.0155 7 -0.007 7 -14.034 7 70 min -5.1294 8 -4.2136 7 0.0016 7 -0.0186 8 -0.0195 8 -16.2... 8 71 J max 0.7438 7 -2.2686 7 0.0045 8 0.0155 7 0 8 0 8 72 min -5.1294 8 -4.775 8 0.0016 7 -0.0186 8 0 7 0 7 73 M19 I max 3.391 8 1.0246 8 0 8 1.9509 7 0 8 0 8 74 min -0.3745 7 -0.9599 7 0 7 -1.2247 8 0 7 0 7 75 J max 3.391 8 0.9599 7 0 8 1.9509 7 0 8 0 8 76 min -0.3745 7 -1.0246 8 0 7 8 0 7 0 7 77 M20 I max 0.002 8 2.3577 8 0.3434 7 136 8 24.5254 8 43.1983 8 78 min 0.0008 7 1.1195 7 -2.0612 8 039 7 -2.2121 7 -5.6726 7 79 J max 0.0048 8 2.7764 8 0.3026 7 136 8 1.8323 7 2.7773 7 80 min 0.0008 7 -1.7078 7 -9.2595 8 1�22Z 039 7 -45.9... 8 -8.2847 8 81 M I max -01601 7 0.5756 7 10.7282 8 847 8 1.8323 7 00136 8 82 min -2.4777 8 -3.1038 8 -0.4277 7 773 7 -45.9... 8 -0.0039 7 83 J max -0.1601 7 0.367 7 10.7282 8 847 8 0.5197 8 13.7918 8 RISA-3D.NET version 18.0.0.35935 [ Middle Entry Storefiont 02-04-2020.r3d ] Page 2 200 Company : Peak Engineering, Inc. MIDDLE ENTRY min 12/23/2020 8 IIRISA 8 -0.4277 Designer MAF - LOADS -0.0199 1 34 04 PM -2.0447 7 85 M22 Job Number : 20-185 -RFD 7 Checked Sy: Model Name : Axis 70 VVEst 7 A*mberEnd Reactions (Continued) Memb... Memb... Axial fkl LC v She... LC z She... LC Torau... LC v -v M... LC z -z M... LC 84 M1 HSS8... min -2.4777 8 -3.2603 8 -0.4277 7 -2.7773 7 -0.0199 7 -2.0447 7 85 M22 I max 19.0986 7 -0.0134 7 1.135 7 0.5197 8 -3.1128 8 0.0002 8 86 16.67 y min 3.6033 8 -0.3559 8 0.3126 8 -0.0199 7 -14.265 7 0 7 87 8 1 max 19.5818 7 -0.0134 7 1.135 7 0.5197 8 4.655 7 5.9336 8 88 404.1 .. 93.5629 min 3.9658 8 -0.3559 8 0.3126 8 -0.0199 7 2.0983 8 0.2241 7 89 M23 I max 19.9556 7 2.558 8 -0.5102 7 0.5197 8 4.655 7 7.9643 8 90 H1 1b 8 min 4.246 8 -0.0103 7 -1.0596 8 -0.0199 7 2.0983 8 0.2679 7 91 M9 1 max 20.1731 7 2.558 8 -0.5102 7 0.5197 8 0.8282 7 0.3451 7 92 0.298 10.2 8 0.084 min 4.4091 8 -0.0103 7 -1.0596 8 -0.0199 7 -5.8488 8 11.22... 8 93 M24 I max 22.0732 7 -0.0693 7 0.1772 7 0 8 2.4359 8 -0.762 7 94 8 169.2 ... min 8.8816 8 -0.2083 8 -0.2214 8 0 7 -1.9491 7 -2.2918 8 95 325.0 ... 1 max 22.3921 7 -0.0693 7 0.1772 7 0 8 0 8 0 1 8 96 204.981 1.7658 min 9.1208 8 -0.2083 8 -0.2214 8 0 7 0 7 0 7 97 M25 I max 0.012 7 0.471 8 0 8 2.2566 8 0 8 0 8 98 M17 HSS1... min -0.2002 8 -0.4895 7 0 7 -0.6688 7 0 7 0 7 99 0.320 0 8 1 max 0.012 7 0.4895 7 0 8 2.2566 8 0 8 0 8 100 4.33 y min -0.2002 8 -0.471 8 0 7 -0.6688 7 0 7 0 7 101 M26 I max 0.2281 7 -0.0409 8 0 8 3.1973 8 0 8 0 8 102 325.0 ... 59.9751 min -7.0332 8 -0.0545 7 0 7 1.3634 7 0 7 0 7 103 1 max 0.2281 7 0.0545 7 0 8 3.1973 8 0 8 0 8 104 Al 1b 24 min -7.0332 8 0.0409 8 0 7 1.3634 7 0 7 0 7 Asd760 Member Shaoe Code... Loc F l LC Shear... Loc ffrl Dir LC Pnc/o... Pnt/o... Mnvv/... Mnzz/... Cb Ean 1 M1 HSS8... 0.153 11 8 0.005 11 y 8 173.8... 195.5 ... 44.103644.1036 1.6735 H1 -1b 2 M2 HSS8... 0.389 0 8 0.060 7.5 y 8 170.006 195.5 ... 44.103644.1036 1 H1 -1b 3 M3 HSS8... 0.388 16.67 7 0.021 16.67 y 8 149.2 ... 195.5 44.103644.1036 1.6597 H1 -1b 4 M4 HSS8... 0.759 11 8 0.057 11 y 8 333.5 .. 404.1 ... 93.5629 93.5629 1.6735 H1 -1b 5 M5 HSS8... 0.627 7.5 8 0.022 7.5 y 8 379.1 .. 404.1 .. 93.5629 93.5629 1.1493 H1 -1b 6 M6 HSS8... 0.674 0 8 0.033 16.67 y 8 2946 4041 93 5629 93 5629 1 6599 H1 1b 7 M7 VV14X... 0.802 20.4 7 0.329 20.4 y 7 280.599335.3...30.1896140.5... 2052. H1 1b 8 M8 VV14X... 0.796 0 7 0.329 0 y 7 2805993353 301896141 7 2.0699 H1 1b 9 M9 HSS8... 0.297 10.2 8 0.085 20.4 y 8 141 6 2470 45 449155 3194 1 1364 H1 1b 10 M10 HSS8... 0.298 10.2 8 0.084 20.4 y 8 141 6 2470 45 449155 3194 1 1364 H1 1b 11 M11 HSS1... 0.654 4.9959 8 0.281 15.1959 z 8 79.3516 166.9 ... 22.643349.6269 1.9958 H1 -1b 12 M12 HSS1... 0.336 15.4041 8 0.233 5.2041 z 8 169.2 ... 325.0 ... 59.9751 102.8 ... 1.4992 H1 -1b 13 M13 HSS1... 0.766 4.33 8 0.319 4.33 z 8 315.6 ... 325.0 ... 59.9751 102.8 ... 1.67 H1 -1b 14 M14 HSS2... 1.1W 0 8 0.288 0 z 8 119.3... 440.7 ... 42.9353 204.981 1.7658 H1 -1b 15 M15 HSS1... 0. 2.165 8 0.138 4.33 y 8 150.9... 169.9... 19.073 43.6128 1.1364 H1 -1b 16 M16 HSS1... 0.01 2.165 8 0.109 4.33 y 8 150.9... 169.9... 19.073 43.6128 1.1364 Al 1b 17 M17 HSS1... 0.032) 2.165 8 0.131 4.33 y 7 150.9... 169.9... 19.073 43.6128 1.1364 Al 1b 18 M18 HSS1... 0.320 0 8 0.055 4.33 y 8 195.9... 209.0... 26.1924 53.024 1.5424 H1 -1b 19 M19 HSS1... 0.037 .165 8 0.096 4.33 y 7 150.9... 169.9... 19.073 43.6128 1.1364 H1 -1b 20 M20 HSS2... 1. 0 0.4 8 0.272 20.4 z 8 119.3... 440.7 ... 42.9353 204.98 1.8333 H1 -1b 21 M21 HSS1... 0. 8 0.319 4.33 z 8 315.6 ... 325.0 ... 59.9751 102.8... 1.6841 H1 -1b 22 M22 HSSB... 0.38 7 0.021 16.67 z 7 149.2 ... 195.5 ... 44.103644.1036 1.6736 H1 -1b 23 M23 HSS8... 0.399 7. 8 0.059 7.5 y 8 185.1... 195.5... 44.103644.1036 2.2143 Al 1b 24 M24 HSS8... 0.133 0 8 0.004 11 z 8 173.8 ... 195.5 ... 44.103644.1036 1.6599 H1 -1b 25 M25 HSS1... 0.012 2. 5 8 0.102 4.33 y 8 150.9... 169.9... 19.073 43.6128 1.1364 Al 1b 26 M26 HSS1... 0.022 2.1 8 0.136 4.33 y 8 150.9... 169.9... 19.073 43.6128 1.1364 H1-16 (2) HSS 12x4x3/8 ok RISA-3D.NET version 18.0.0.35935 [ Middle Entry Storefront 02-04-2020.r3d ] Page 3 201 Company Peak Engineering, Inc. 12/23/2020 RISA Designer MAF 12816PM Job Number :20.185 MIDDLE ENTRY -ASD LOADS Checked By: Model Name : Acis 70 VVEst Load Combinations De... So... PD... SR... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... 1 D+... Yes Y 4 1 0.6 2 1 0 4 0 4 2 0 min -0.143 2 0.0427 4 6.4577 2 0 1 0 1 0 20.6... 3 Yes Y 0.0029 1 0.6 2 0.6 4 0 4 0 4 4 0.1427 min -0.0017 4 -3.4823 2 10.5795 2 0 1 0 1 0 1 5 N8 max -0.2024 0.45 2 1 3 0.75 0 4 0 4 6 I min -0.7686 4 -0.2402 1 0 1 0 1 0 4 D+S Yes Y N9 max 0.0007 2 1 3 1 4 0 4 0 4 8 -3.3114 min -0.0042 2 -1.9785 2 0 1 0 1 5 0.4... 0 Y 9 1 0.42 0.7675 4 -0.0073 4 0 4 0 4 0 4 0 4 10 -1.5247 U! 0.2008 2 -0.2326 1 0 1 0 6 V nd 1 Y 1 1 1 max 6.4887 1 0.0882 4 1.6926 4 0 4 0 4 0 4 12 10 min -0.275 4 -7.0089 1 -3. 2 0 1 0 1 0 3 1.6 N23 max 0.1284 2 0.1343 1 15.6773 0 4 0 4 0 4 14 0.0099 min -0.1257 4 0.0483 8 0.9... 1 Y 1 1 1 2 0.9 max 0.2795 4 0.094 4 0 4 0 4 0 4 16 49.011 min -6.4715 1 Node Reactions F4.5 & F5.5 ftgs OK Node... X R1 LC Y fkl LC Z fkl C MX fk-Rl LC MY fk-Rl LC MZ fk-Rl LC 1 N1 max 1 0.1232 4 1 0.1617 1 15.7685 4 0 4 0 4 0 4 2 0 min -0.143 2 0.0427 4 6.4577 2 0 1 0 1 0 1 3 N2 max 0.0029 3 -0.4229 4 49.011 4 0 4 0 4 0 4 4 0.1427 min -0.0017 4 -3.4823 2 10.5795 2 0 1 0 1 0 1 5 N8 max -0.2024 2 -0.0066 4 0 4 0 4 0 4 0 4 6 I min -0.7686 4 -0.2402 1 0 1 0 1 0 1 0 1 7 N9 max 0.0007 4 0.1635 4 0 4 0 4 0 4 0 4 8 -3.3114 min -0.0042 2 -1.9785 2 0 1 0 1 0 1 0 1 9 N10 max 0.7675 4 -0.0073 4 0 4 0 4 0 4 0 4 10 -1.5247 min 0.2008 2 -0.2326 1 0 1 0 1 0 1 0 1 11 N16 max 6.4887 1 0.0882 4 1.6926 4 0 4 0 4 0 4 12 10 min -0.275 4 -7.0089 1 -3. 2 0 1 0 1 0 1 13 N23 max 0.1284 2 0.1343 1 15.6773 0 4 0 4 0 4 14 0.0099 min -0.1257 4 0.0483 5.8657 0 1 0 1 0 1 15 N11 max 0.2795 4 0.094 4 0 4 0 4 0 4 16 49.011 min -6.4715 1 -7.0249 1 -3.9253 2 0 1 0 1 0 1 17 Totals: max 0 1 0 4 183.95991 4 1 -0.0027 3 0 1 0 18 0 min 0 4 -19.584 2 1 15.537 2 48.5056 4 -0.3489 4 0.002 4 A*mberEnd Reactions Memb... Memb... Axial fkl LC v She... LC z She... LC Torou... LC v -v M... LC z -z M... LC 1 M1 1 max 15.7685 4 0.1617 1 0.1427 2 0 4 0 4 0 4 2 min 6.4577 2 0.0427 4 -0.1229 4 0 1 0 1 0 1 3 J max 15.5027 4 0.1617 1 0.1427 2 0 4 1.5697 2 -0.4701 4 4 min 6.2983 2 0.0427 4 -0.1229 4 0 1 -1.3524 4 -1.7787 1 5 M2 I max 13.8258 4 0.0069 4 0.7604 3 0.0099 4 0.6248 4 0.2169 4 6 min 2.9391 2 -1.5247 1 0.3365 4 -0.3465 1 -3.3114 2 -6.5342 2 7 J max 13.6446 4 0.0069 4 0.7604 3 0.0099 4 3.2178 3 4.9133 1 8 min 2.8304 2 -1.5247 1 0.3365 4 -0.3465 1 1.2977 2 0.1655 4 9 M3 I max 13.3332 4 0.2194 1 -0.2024 2 0.0099 4 3.2178 3 3.657 1- 10 min 2.6436 2 0.0081 4 -0.7685 4 -0.3465 1 1.2977 2 0.1348 4 11 J max 12.9304 4 0.2194 1 -0.2024 2 0.0099 4 -2.0768 2 0 4 12 min 2.4019 2 0.0081 4 -0.7685 4 -0.3465 1 -9.6619 4 0 2 13 M4 I max 49.011 4 -0.3489 4 0.002 4 0 4 0 4 0 4 14 min 10.5795 2 -3.9527 1 -0.0027 3 0 1 0 1 0 1- 15 J max 48.5056 4 -0.3489 4 0.002 4 0 4 0.0219 4 43.47941 1 16 min 10.2763 2 -3.9527 1 -0.0027 3 0 1 -0.0292 3 3.8377 4 17 M5 I max 40.6673 4 -0.1147 4 0.0144 2 -0.0043 4 0.0341 4 23.0611 2 18 min 8.1867 2 -1.5265 1 -0.0059 4 -0.0142 2 -0.0346 2 -4.7217 4 19 J max 40.3228 4 -0.1147 4 0.0144 2 -0.0043 4 0.0733 2 33.9748 1 20 min 7.98 2 -1.5265 1 -0.0059 4 -0.0142 2 -0.0103 4 -3.8615 4 21 M6 I max 39.7003 4 2.1884 1 0.0006 4 -0.0043 4 0.0733 2 36.48 1 22 min 7.6064 2 -0.2279 4 -0.0044 2 -0.0142 2 -0.0103 4 -3.7985 4 23 J max 38.9345 4 2.1884 1 0.0006 4 -0.0043 4 0 4 0 4 24 min 7.1469 2 -0.2279 4 -0.0044 2 -0.0142 2 0 1 0 1 25 M7 I max 0 4 12.9304 4 0.0254 1 0 2 0.0099 4 9.6619 4 RISA-3D.NET version 18.0.0.35935 [ Middle Entry Storefiont 02-04-2020.r3d ] Page 1 202 Company Peak Engineering, Inc. 12/23/2020 RISA Designer MAF 12816PM Job Number : 20-185 MIDDLE ENTRY -ASD LOADS Checked By M Model Name : Acis 70 VVEst A*mberEnd Reactions (Continued) Memb... Memb... Axial fk1 LC v She... LC z She... LC Torou... LC v -v M... LC z -z M... LC 26 min 0 1 2.4019 2 -0.0007 4 0 4 -0.3465 1 2.0768 2 27 J max 0 4 -3.5726 2 0.0254 1 0 2 0.1715 1 76.3355 4 28 min 0 1 -19.467 4 -0.0007 4 0 4 -0.0034 4 14.0172 2 29 M8 I max 0 4 19.4674 4 0.001 4 0 2 0.1584 1 76.3355 4 30 min 0 1 3.5744 2 -0.0232 1 0 4 -0.0078 4 14.0172 2 31 J max 0 4 -2.4001 2 0.001 4 0 2 0.0125 4 9.6539 4 32 min 0 1 -12.93 4 -0.0232 1 0 4 -0.3141 1 2.0395 2 33 M9 I max -0.8167 2 0 4 0.3113 4 -0.0307 4 0 4 0 4 34 min -1.4469 3 -1.7136 1 0.1868 2 -1.2563 1 0 1 0 1 35 J max -0.8167 2 1.7136 2 -0.1868 2 -0.0307 4 0 4 0 4 36 min -1.4469 3 0 4 -0.3113 1 -1.2563 1 0 1 0 1 37 M10 I max -0.8351 2 0 4 0.3113 4 1.24891 1 0 4 0 4 38 min -1.4594 3 -1.7136 1 0.1868 2 0.0323 4 0 1 0 1 39 J max -0.8351 2 1.7136 2 -0.1868 2 1.2489 1 0 4 0 4 40 min -1.4594 3 0 4 -0.3113 1 0.0323 4 0 1 0 1 41 M11 I max 0.7319 4 2.2774 4 2.2847 1 0.6554 4 0 4 0 4 42 min -5.9352 1 0.1534 2 -0.0935 4 -2.8715 2 0 1 0 1 43 J max 0.7319 4 -0.8273 2 0.3385 1 0.6554 4 0 4 0 4 44 min -5.9362 1 -1.8324 4 -0.067 4 -2.8715 2 0 1 0 1 45 M12 I max 0.7402 4 2.0335 4 0.0943 4 5.3366 2 0 4 0 4 46 min -5.9489 1 0.9486 2 -0.6642 1 -1.22 4 0 1 0 1 47 J max 0.7402 4 -0.2578 2 0.1288 4 5.3366 2 0 4 0 4 48 min -5.9485 1 -2.4961 4 -2.9177 1 -1.22 4 0 1 0 1 49 M13 I max -0.1288 4 0.3542 4 6.4704 1 1.9771 1 4 0.0099 4 1.907 4 50 min -1.122 2 -2.4069 2 -0.28 4 -4.8811 2 -0.3465 1 -10.1... 2 51 J max -0.1288 4 0.528 4 6.4704 1 1.9771 4 27.6702 1 0.008 2 52 min -1.122 2 -2.3025 2 -0.28 4 -4.8811 2 -1.2026 4 -0.0029 4 53 M14 I max -0.0005 4 1.2825 4 5.9195 1 0.008 2 1.2026 4 1.9771 4 54 min -0.0014 2 -1.623 2 -0.2229 4 -0.0029 4 -27.6... 1 -4.8811 2 55 J max -0.0005 4 -0.8809 4 1.857 1 0.008 2 14.8452 1 25.862 1 56 min -0.0019 2 -1.7966 3 -0.2573 4 -0.0029 4 -1.4213 4 -3.7266 4 57 M15 I max 0.2004 4 -0.0273 2 0 4 -0.4538 4 0 4 0 4 58 min -5.1305 1 -0.0455 4 0 1 -2.2289 1 0 1 0 1 59 J max 0.2004 4 10.0455 1 0 4 -0.4538 4 0 4 0 4 60 min -5.1305 1 0.0273 2 0 1 -2.2289 1 0 1 0 1 61 M16 I max 0.1864 2 0.2936 2 0 4 0.5057 4 0 4 0 4 62 min 0.0059 4 -0.355 4 0 1 -1.4128 2 0 1 0 1 63 J max 0.1864 2 0.355 4 0 4 0.5057 4 0 4 0 4 64 min 0.0059 4 -0.2936 2 0 1 -1.4128 2 0 1 0 1 65 M17 I max 1.1813 1 0.5959 2 0 4 0.6313 2 0 1 4 0 4 66 min -0.1806 4 -0.6468 4 0 1 -2.1504 4 0 1 0 1 67 J max 1.1813 1 0.6468 4 0 4 0.6313 2 0 4 0 4 68 min -0.1806 4 -0.5959 2 0 1 -2.1504 4 0 1 0 1 69 M18 I max 0.4779 4 -1.7072 2 0.0033 2 0.0123 4 -0.0043 4 -9.9722 2 70 min -3.0996 1 -3.6291 3 0.001 4 -0.0119 2 -0.0142 2 -15.6... 3 71 J max 0.4779 4 -1.7467 4 0.0033 2 0.0123 4 0 4 0 4 72 min -3.0996 1 -3.6167 3 0.001 4 -0.0119 2 0 1 0 1 73 M19 I max 2.046 1 0.6021 2 0 4 11.50441 4 0 4 0 4 74 min -0.2407 4 -0.6527 4 0 1 -0.6581 2 0 1 0 1 75 J max 2.046 1 0.6527 4 0 4 1.5044 4 0 4 0 4 76 min -0.2407 4 -0.6021 2 0 1 -0.6581 2 0 1 0 1 77 M20 I max 0.0015 2 1.7992 3 0.2207 4 0.008 2 14.8452 1 25.8544 1 78 min 0.0005 4 0.8637 4 -1.2426 1 -0.0029 4 -1.4213 4 -3.7143 4 79 J max 0.0026 2 1.6085 2 0.1942 4 0.008 2 1.1759 4 2.0359 4 80 min 0.0005 4 -1.2761 4 -5.5959 1 -0.0029 4 81 M21 I max -0.106 4 0.4164 4 6.4917 1 4.8577 2 1.1759 4 0.008 2 82 min -1.4211 2 -1.83232 -0.2745 4 -2.0359 4 83 J max -0.106 4 0.2426 4 6.4917 1 4.8577 2 0.3141 1 8.1676 2 RISA-3D.NET version 18.0.0.35935 [ Middle Entry Storefiont 02-04-2020.r3d ] Page 2 203 Company Peak Engineering, Inc. 12/23/2020 RISA Designer MAF 12816PM Job Number : 20-185 MIDDLE ENTRY -ASD LOADS Checked By M Model Name : Axis 70 VVEst A*mberEnd Reactions (Continued) Memb... Memb... Axial fkl LC v She... LC z She... LC Torau... LC v -v M... LC z -z M... LC 84 M1 HSS8... min -1.4211 2 -1.9366 2 -0.2745 4 -2.0359 4 -0.0125 4 -1.4296 4 85 M22 I max 12.93 4 -0.0092 4 0.7673 4 0.3141 1 -2.0395 2 0 2 86 M3 HSS8... min 2.4001 2 -0.2139 1 0.2007 2 -0.0125 4 -9.6539 4 0 4 87 M4 J max 13.3328 4 -0.0092 4 0.7673 4 0.3141 1 3.2316 3 3.5656 1 88 M5 HSS8... min 2.6417 2 -0.2139 1 0.2007 2 -0.0125 4 1.3065 2 0.1538 4 89 M23 I max 13.6442 4 1.5299 1 -0.3311 4 0.3141 1 3.2316 3 4.8144 1 90 M7 VV14X... min 2.8285 2 -0.0076 4 -0.7733 3 -0.0125 4 1.3065 2 0.1861 4 91 M8 J max 13.8254 4 1.5299 1 -0.3311 4 0.3141 1 0.6543 4 0.2434 4 92 M9 HSS8... min 2.9373 2 -0.0076 4 -0.7733 3 -0.0125 4 -3.4539 2 -6.6743 2 93 M24 I max 15.4115 4 -0.0483 4 0.1256 4 0 4 1.4038 2 -0.5308 4 94 M11 HSS1... min 5.7062 2 -0.1342 1 -0.1276 2 0 1 -1.3816 4 -1.4765 1 95 M12 J max 15.6773 4 -0.0483 4 0.1256 4 0 4 0 4 0 4 96 M13 HSS1... min 5.8657 2 -0.1342 1 -0.1276 2 0 1 0 1 0 1 97 M25 I max 0.0077 4 0.2751 2 0 4 1.3214 2 0 4 0 4 98 M15 HSS1... min -0.1278 1 -0.3372 4 0 1 -0.4845 4 0 1 0 1 99 M16 J max 0.0077 4 0.3372 4 0 4 1.3214 2 0 4 0 4 100 M17 HSS1... min -0.1278 1 -0.2751 2 0 1 -0.4845 4 0 1 0 1 101 M26 I max 0.1465 4 -0.0273 2 0 4 2.4416 1 0 4 0 4 102 M19 HSS1... min -4.2439 1 -0.0455 4 0 1 1.1332 4 0 11 0 1 103 M20 J max 0.1465 4 0.0455 1 0 4 2.4416 1 0 4 0 4 104 M21 HSS1... min -4.2439 1 10.0273 2 0 1 1.1332 4 0 1 1 1 0 1 Asd760 Member Shaoe Code... Loc F l LC Shear... Loc fRl Dir LC Pnc/o... Pnt/o... Mnvv/... Mnzz/... Cb Ean 1 M1 HSS8... 0.097 11 1 0.003 11 y 1 173.8... 195.5 ... 44.103644.1036 1.6735 H1 -1b 2 M2 HSS8... 0.234 0 1 0.036 7.5 y 1 170.006 195.5 ... 44.103644.1036 1 H1 -1b 3 M3 HSS8... 0.262 16.67 4 0.019 16.67 z 3 149.2 ... 195.5 ... 44.103644.1036 1.6597 H1 -1b 4 M4 HSS8... 0.492 11 1 0.036 11 y 1 333.5 .. 404.1 ... 93.5629 93.5629 1.6735 H1 -1b 5 M5 HSS8... 0.381 7.5 1 0.014 7.5 y 1 379.1 .. 404.1 93.5629 93.5629 1.1569 H1 -1b 6 M6 HSS8... 0.412 0 1 0.020 16.67 y 1 294.6 .. 404.1 93.5629 93.5629 1.6599 H1 -1b 7 M7 VV14X... 0.543 20.4 4 0.223 20.4 y 4 280.599335.3... 30.1896 140.539 2.0518 H1 -1b 8 M8 VV14X... 0.539 0 4 0.223 0 y 4 280.599 335.3 30.1896 141.7... 2.0698 H1 -1b 9 M9 HSS8... 0.195 10.2 1 0.052 20.4 y 1 141.6 .. 247.0 45.449155.3194 1.1364 H1 -1b 10 M10 HSS8... 0.195 10.2 1 0.051 20.4 y 1 141.6 .. 247.0 45.449155.3194 1.1364 H1 -1b 11 M11 HSS1... 0.440 5.4122 1 0.167 15.1959 z 2 79.3516 166.9 ... 22.643349.6269 1.3844 H1 -1b 12 M12 HSS1... 0.232 15.1959 1 0.138 5.2041 z 2 1692 3250 599751 1028 1.135 H1-16 13 M13 HSS1... 0.463 4.33 1 0.189 4.33 z 2 315.6 ... 325.0 ... 59.9751 102.8... 1.6786 H1 -1b 14 M14 HSS2... 0.666 0 1 0.174 0 z 1 119.3... 440.7 ... 42.9353 204.98 1.9485 H1 -1b 15 M15 HSS1... 0.016 2.165 1 0.095 4.33 y 1 150.9... 169.9... 19.073 43.6128 1.1364 H1 -1b 16 M16 HSS1... 0.009 2.165 4 0.064 4.33 y 2 150.9... 169.9... 19.073 43.6128 1.1364 H1-16 17 M17 HSS1... 0.019 2.165 2 0.100 4.33 y 4 150.9... 169.9... 19.073 43.6128 1.1364 H1 -1b 18 M18 HSS1... 0.303 0 3 0.041 0 y 3 195.9... 209.0... 26.1924 53.024 1.6607 H1 -1b 19 M19 HSS1... 0.021 2.165 2 0.073 4.33 y 4 150.9... 169.9... 19.073 43.6128 1.1364 H1-16 20 M20 HSS2... 0.669 20.4 1 0.164 20.4 z 1 119.3... 440.7 ... 42.9353 204.98 2.0413 H1 -1b 21 M21 HSS1... 0.466 0 1 0.189 4.33 z 2 315.6 ... 325.0 ... 59.9751 102.8... 1.6951 H1 -1b 22 M22 HSS8... 0.262 0 4 0.019 16.67 z 3 149.2 ... 195.5 ... 44.103644.1036 1.6736 H1 -1b 23 M23 HSS8... 0.239 7.5 1 0.035 7.5 y 1 185.1... 195.5... 44.103644.1036 2.2169 H1-16 24 M24 HSS8... 0.090 11 4 0.002 11 y 1 1738 1955 44 103644 1036 1 6599 H1-16* 25 M25 HSS1... 0.008 2.165 4 0.060 4.33 y 2 1 1 19.073 43.6128 1.1364 H1 -1b 26 M26 HSS1... 0.014 2.165 1 0.104 4.33 1 150.9... 169.9... 19.073 43.6128 1.1364 H1 -1b RISA-3D.NET version 18.0.0.35935 [ Middle Entry Storefiont 02-04-2020.r3d ] Page 3 204 Company Peak Engineering, Inc. 12/23/2020 IIRISA Designer MAF 1 31 01 PM Job Number : 20-185 MIDDLE ENTRY -DEFLECTIONS Checked By M Model Name : Axis 70 VVEs: Load Combinations De... So... PD... SR... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... 1 D+... 1 Y 0 1 0.6 2 1 5 0 4 NC 5 NC 5 2 min 0 4 0 4 0 2 0.6... 5 Y 4 1 0.6 2 0.6 2 max -0.0006 5 -0.0037 4 0.0102 4 0 4 NC 5 NC 5 4 min -0.0063 4 -0.0085 5 0.45 2 1 3 0.75 4 NC 4 5 3 max -0.0013 5 0.0001 5 0.0026 5 0 4 D+S Yes Y 5 6 2 1 3 1 0 4 -0.0012 4 -0.0009 5 NC 4 NC 4 7 M2 1 max 5 0.4... Yes Y 0.0026 1 0.42 4 NC 5 NC 5 8 min -0.0125 4 0 U! -0.0012 4 -0.0009 5 NC 6 V nd 4 Y 1 1 -0.0013 5 0.0414 5 0.0078 5 0 4 NC 4 NC 5 10 min -0.0163 4 0.0053 4 -0.0141 4 -0.0008 3 1.6 5 6440.... 4 11 3 max -0.0013 5 0.092 5 0.001 4 0 4 NC 4 NC 8 0.9... Y min 1 1 2 0.9 -0.0015 5 -0.0007 5 980.3... 1 5 NC 4 13 M3 1 max -0.0013 5 0.092 5 HamberSection Deflections Strength Memb... Sec x finl LC v finl LC z finl LC x Rot... LC (n) U... LC (n) L/... LC 1 M1 1 max 0 5 0 5 0 5 0 4 NC 5 NC 5 2 min 0 4 0 4 0 4 -0.0009 5 NC 4 NC 4 3 2 max -0.0006 5 -0.0037 4 0.0102 4 0 4 NC 5 NC 5 4 min -0.0063 4 -0.0085 5 -0.0094 5 -0.0009 5 NC 4 NC 4 5 3 max -0.0013 5 0.0001 5 0.0026 5 0 4 NC 5 NC 5 6 min -0.0125 4 0 4 -0.0012 4 -0.0009 5 NC 4 NC 4 7 M2 1 max -0.0013 5 0.0001 5 0.0026 5 0 4 NC 5 NC 5 8 min -0.0125 4 0 4 -0.0012 4 -0.0009 5 NC 4 NC 4 9 2 max -0.0013 5 0.0414 5 0.0078 5 0 4 NC 4 NC 5 10 min -0.0163 4 0.0053 4 -0.0141 4 -0.0008 5 2180.... 5 6440.... 4 11 3 max -0.0013 5 0.092 5 0.001 4 0 4 NC 4 NC 5 12 min -0.02 4 0.0078 4 -0.0015 5 -0.0007 5 980.3... 1 5 NC 4 13 M3 1 max -0.0013 5 0.092 5 0.001 4 0 4 NC 5 NC 5 14 min -0.02 4 0.0078 4 -0.0015 5 -0.0007 5 NC 4 NC 4 15 2 max -0.0013 5 0.0916 5 0.1197 4 0 4 NC 4 NC 5 16 min -0.028 4 0.0064 4 -0.0063 5 -0.0005 5 4380.... 5 1678.... 4 17 3 max -0.0013 5 0 5 0 5 0 4 NC 5 NC 5 18 min -0.036 4 0 4 0 4 -0.0003 5 NC 4 NC 4 19 M4 1 max 0 5 0 5 0 5 0 4 NC 5 NC 5 20 min 0 4 0 4 0 4 0 5 NC 4 NC 4 21 2 max 0.0002 5 0.8461 5 -0.0004 4 0 4 2912.... 4 NC 5 22 min -0.0103 4 -0.0453 4 -0.0005 5 0 5 1093.... 5 NC 4 23 3 max 0.0004 5 1.4508 5 -0.0006 4 0 4 NC 5 NC 5 24 min -0.0205 4 -0.1252 4 -0.0011 5 0 5 1054.... 4 NC 4 25 M5 1 max 0.0004 5 1.4508 5 -0.0006 4 0 4 NC 5 NC 5 26 min -0.0205 4 -0.1252 4 -0.0011 5 0 5 NC 4 NC 4 27 2 max 0.0004 5 1.6496 5 -0.0005 4 0 4 5005.... 4 NC 5 28 min -0.0264 4 -0.1803 4 -0.0016 5 0 5 1064.... 5 NC 4 29 3 max 0.0004 5 1.6793 5 -0.0003 4 0 4 NC 5 NC 5 30 min -0.0322 4 -0.1995 4 -0.002 5 0 5 NC 4 NC 4 31 M6 1 max 0.0004 5 1.6793 5 -0.0003 4 0 4 NC 5 NC 5 32 min -0.0322 4 -0.1995 4 -0.002 5 0 5 NC 4 NC 4 33 2 max 0.0004 5 1.0999 5 0 4 0 4 5088.... 4 NC 5 34 min -0.0447 4 -0.139 4 -0.0016 5 0 5 768.6... 5 NC 4 35 3 max 0.0004 5 0 5 0 1 5 0 5 NC 5 NC 5 36 min -0.0573 4 0 4 0 4 0 4 NC 4 NC 4 37 M7 1 max 0 5 -0.0013 5 0 5 0.0011 5 NC 5 NC 5 38 min 0 4 -0.036 4 0 4 0 4 NC 4 NC 4 39 2 max 0 5 0.0004 5 0.0087 5 0.0011 5 NC 5 NC 5 40 min 0 4 -0.3068 4 -0.0005 4 0 4 941.1... 4 NC 4 41 3 max 0 5 0.0004 5 0 5 0.001 5 NC 5 NC 5 42 min 0 4 -0.0573 4 0 4 0 4 NC 4 NC 4 43 M8 1 max 0 5 0.0004 5 0 5 0.001 5 NC 5 NC 5 44 min 0 4 -0.0573 4 0 4 0 _4 NC 4 NC 4 45 2 max 0 5 0.0004 5 0.0077 5 0.001 5 NC5 NC 5 46 min 0 4 -0.3068 4 -0.0003 4 0 4 940.9... 4 NC 4 47 3 max 0 5 -0.001 5 0 5 0.001 5 NC 5 NC 5 RISA-3D.NET version 18.0.0.35935 [ Middle Entry Storefiont 02-04-2020.r3d ] Page 1 205 Company Peak Engineering, Inc. 12/23/2020 IIRISA Designer MAF 1 31 01 PM Job Number : 20-185 MIDDLE ENTRY -DEFLECTIONS CheckedBy Model Name : Axis 70 VVEs: A*mberSection Deflections Strength (Continued) Memb... Sec x finl LC v finl LC z finl LC x Rot... LC (n) U... LC (n) L/... LC 48 min 0 4 -0.0359 4 0 4 0 4 NC 4 NC 4 49 M9 1 max 0.0015 5 0.092 5 -0.0013 5 0 4 NC 5 NC 5 50 min -0.001 4 0.0078 4 -0.02 4 -0.0008 5 NC 4 NC 4 51 2 max 0.0018 5 1.1354 5 -0.0004 5 0.0003 5 NC 4 NC 5 52 min -0.0004 4 -0.0958 4 -0.1274 4 0 4 980.3... 5 2416.... 4 53 3 max 0.002 5 1.6793 5 0.0004 5 0.0014 5 NC 5 NC 5 54 min 0.0003 4 -0.1995 4 -0.0322 4 0 4 NC 4 NC 4 55 M10 1 max 0.002 5 1.6793 5 0.0004 5 0.0014 5 NC 5 NC 5 56 min 0.0003 4 -0.1995 4 -0.0322 4 0 4 NC 4 NC 4 57 2 max 0.0023 5 1.1336 5 -0.0003 5 0.0003 5 NC 4 NC 5 58 min 0.0009 4 -0.0953 4 -0.1274 4 0 4 980.3... 5 2416.... 4 59 3 max 0.0026 5 0.0884 5 -0.001 5 0 4 NC 5 NC 5 60 min 0.0016 4 0.0089 4 -0.02 4 -0.0007 5 NC 4 NC 4 61 M11 1 max 0.0011 5 0.0004 5 0.1252 4 0.0017 4 NC 5 NC 5 62 min 0.0006 4 -0.0205 4 -1.4508 5 -0.0061 5 NC 4 NC 4 63 2 max 0.0047 5 0.0646 5 0.068 4 0.0007 4 3772.... 5 NC 4 64 min 0 4 -0.291 4 -0.941 5 -0.0032 5 891.6... 4 1135.... 5 65 3 max 0.0083 5 1 -0.001 5 0 4 -0.0002 4 NC 1 5 NC 5 66 min -0.0007 4 -0.0125 4 -0.0002 5 -0.0003 5 NC 4 NC 4 67 M12 1 max 0.0012 4 -0.0013 5 0 4 -0.0002 4 NC 5 NC 5 68 min -0.0026 5 -0.0125 4 -0.0001 5 -0.0004 5 NC 4 NC 4 69 2 max 0.0009 4 0.0377 5 0.0661 4 0.0007 4_6412 .... 5 NC 4 70 min -0.0007 5 -0.1889 4 -0.8844 5 -0.0032 5 1420.... 4 1539.... 5 71 3 max 0.0011 5 0.0004 5 0.1252 4 0.0017 4 NC 5 NC 5 72 min 0.0006 4 -0.0205 4 -1.4508 5 -0.0061 5 NC 4 NC 4 73 M13 1 max 0 4 0.0125 4 0.0012 4 0.0005 5 NC 5 NC 5 74 min -0.0001 5 0.0013 5 -0.0026 5 -0.0004 4 NC 4 NC 4 75 2 max 0 4 0.0071 4 0.002 4 0.0011 5 NC 5 NC 4 76 min 0 5 -0.0023 5 -0.0236 5 -0.0008 4 NC 4 2332.... 5 77 3 max 0 5 0 5 0 5 0.0017 5 NC 5 NC 5 78 min 0 4 0 4 0 4 -0.0011 4 NC 4 NC 4 79 M14 1 max 0 5 0 5 0 5 0.0001 5 NC 5 NC 5 80 min 0 4 0 4 0 4 -0.0003 4 NC 4 NC 4 81 2 max 0 5 10.1995 5 0.0661 4 10.0001 5 2042.... 4 3703.... 4 82 min 0 4 -0.1199 4 -0.8845 5 -0.0003 4 1227.... 5 276.7... 5 83 3 max 0 5 0.2921 5 0.1251 4 0 5 1543.... 4 1956.... 4 84 min 0 4 -0.1586 4 -1.4502 5 -0.0003 4 838.0... 5 168.8... 5 85 M15 1 max 0.0287 4 0.135 4 0.0011 4 0.0004 5 NC 5 NC 5 86 min -0.4149 5 -0.0231 5 -0.0017 5 -0.0016 4 NC 4 NC 4 87 2 max 0.0287 4 0.1005 4 0.0005 4 0.001 5 NC 5 NC 5 88 min -0.4142 5 -0.0637 5 -0.0008 5 -0.0013 4 NC 4 NC 4 89 3 max 0.0287 4 0.0658 4 0 5 0.0017 5 NC 5 NC 5 90 min -0.4136 5 -0.1043 5 0 4 -0.001 4 NC 4 NC 4 91 M16 1 max 0.0661 4 0.1889 4 0.0009 4 0 5 NC 5 NC 5 92 min -0.8844 5 -0.0377 5 -0.0007 5 -0.0001 4 NC 4 NC 4 93 2 max 0.0661 4 0.1551 4 0.0004 4 0.0007 5 NC 5 NC 5 94 min -0.8845 5 -0.1192 5 -0.0004 5 -0.0004 4 NC 4 NC 4 95 3 max 0.0661 4 0.1199 4 0 5 0.0014 5 NC 5 NC 5 96 min -0.8845 5 -0.1995 5 0 4 -0.0007 4 NC 4 NC 4 97 M17 1 max 0.1 10.0005 5 NC 5 NC 5 98 min -1.3076 5 -0.053 5 0.0002 4 -0.0023 4 NC 4 NC 4 99 2 max 0.1045 4 0.1896 4 0.0015 5 -0.0001 5 NC 5 NC 5 100 min -1.3077 5 -0.1608 5 0.0001 4 -0.001 4 NC 4 NC 4 101 3 max 0.1045 4 0.1518 4 0 5 0.0003 4 NC 5 NC 5 102 min -1.3079 5 -0.2665 5 0 4 -0.0008 5 NC 4 NC 4 103 M18 1 max 0.1252 4 0.0205 4 0.0011 5 0 4 NC 5 NC 5 104 min -1.4508 5 -0.0004 5 0.0006 4 0 5 NC 4NC 4 105 2 max 0.1252 4 0.0806 4 0.0006 5 0 5 865.245 4 NC 5 RISA-3D.NET version 18.0.0.35935 [ Middle Entry Storefiont 02-04-2020.r3d ] Page 2 206 Company Peak Engineering, Inc. 12/23/2020 IIRISA Designer MAF 1 31 01 PM Job Number :20-185 MIDDLE ENTRY- DEFLECTIONS CheckedBy Model Name : Axis 70 VVEs: A*mberSection Deflections Strength (Continued) Memb... Sec x finl LC v finl LC z finl LC x Rot... LC (n) U... LC (n) L/... LC 106 min -1.4505 5 -0.151 5 0.0003 4 0 4 345.0... 5 NC 4 107 3 max 0.1251 4 0.1586 4 0 5 0 5376.514 4 NC 5 108 min -1.4502 5 -0.2921 5 0 4 0 4 178.1... 5 NC 4 109 M19 1 max 0.1023 4 0.143 4 0.0007 4 0.0015 4 NC 5 NC 5 110 min -1.2582 5 -0.0298 5 0.0002 5 -0.0003 5 NC 4 NC 4 111 2 max 0.1023 4 0.1484 4 0.0004 4 0.0006 4 NC 5 NC 5 112 min -1.2584 5 -0.15 5 0.0001 5 0.0002 5 NC 4 NC 4 113 3 max 0.1024 4 0.1509 4 0 5 0.0008 5 NC 5 NC 5 114 min -1.2586 5 -0.268 5 0 4 -0.0003 4 NC 4 NC 4 115 M20 1 max 0 5 0.2921 5 0.1251 4 0 5 1543.... 4 1956.... 4 116 min 0 4 -0.1586 4 -1.4502 5 -0.0003 4 838.0... 5 168.8... 5 117 2 max 0 5 0.2001 5 0.068 4 0 5 2001.... 4 3598.... 4 118 min 0 4 -0.1223 4 -0.9414 5 -0.0003 4 1223.... 5 260.0... 5 119 3 max 0 5 0 5 0 5 0 5 NC 5 NC 5 120 min 0 4 0 4 0 4 -0.0003 4 NC 4 NC 4 121 M21 1 max 0 5 0 5 0 5 0.0017 5 NC 5 NC 5 122 min 0 4 0 4 0 4 -0.0011 4 NC 1 4 NC 4 123 2 max 0 5 10.0019 5 0.02661 5 0.0011 5 NC 5 NC 4 124 min 0 4 -0.0069 4 -0.0017 4 -0.0008 4 NC 4 2316.... 5 125 3 max 0.0002 5 -0.001 5 0.0083 5 0.0005 5 NC 5 NC 5 126 min 0 4 -0.0125 4 -0.0007 4 -0.0005 4 NC 4 NC 4 127 M22 1 max 0.0359 4 0 5 0 5 0 4 NC 5 NC 5 128 min 0.001 5 0 4 0 4 -0.0003 5 NC 4 NC 1 4 129 2 max 0.0279 4 0.0887 5 0.12 4 0 4 NC 4 NC 5 130 min 0.001 5 0.0072 4 -0.0049 5 -0.0005 5 4497.... 5 1677.... 4 131 3 max 0.02 4 0.0884 5 0.0026 5 0 4 NC 5 NC 5 132 min 0.001 5 0.0089 4 0.0016 4 -0.0007 5 NC 4 NC 4 133 M23 1 max 0.02 4 0.0884 5 0.0026 5 0 4 NC 4 NC 5 134 min 0.001 5 0.0089 4 0.0016 4 -0.0007 5 1020.... 5 NC 4 135 2 max 0.0162 4 0.039 5 0.0132 5 0 4 NC 4 NC 5 136 min 0.001 5 0.006 4 -0.0136 4 -0.0008 5 2317.... 5 6407.... 4 137 3 max 0.0125 4 0.0002 5 0.0083 5 0 4 NC 5 NC 5 138 min 0.001 5 0 4 -0.0007 4 -0.0008 5 NC 4 NC 4 139 M24 1 max 0.0125 4 10.0002 5 0.0083 5 0 4 NC 5 NC 5 140 min 0.001 5 0 4 -0.0007 4 -0.0008 5 NC 4 NC 4 141 2 max 0.0062 4 -0.0042 4 0.0107 4 0 4 NC 5 NC 5 142 min 0.0005 5 -0.0068 5 -0.0057 5 -0.0008 5 NC 4 NC 4 143 3 max 0 5 0 5 0 5 0 4 NC 5 NC 5 144 min 0 4 0 4 0 4 -0.0008 5 NC 4 NC 4 145 M25 1 max 0.0688 4 0.2912 4 0.0047 5 0.0001 4 NC 5 NC 5 146 min -0.9504 5 -0.0648 5 0 4 -0.0002 5 NC 4 NC 4 147 2 max 0.0688 4 0.2079 4 0.0023 5 0.0004 4 NC 5 NC 5 148 min -0.9503 5 -0.1338 5 0 4 -0.0008 5 NC 4 NC 4 149 3 max 0.0688 4 0.1232 4 0 5 0.0007 4 NC 5 NC 5 150 min -0.9503 5 -0.2018 5 0 4 -0.0014 5 NC 4 NC 4 151 M26 1 max 0.029 4 0.2094 4 0.0065 5 0.0024 4 NC 5 NC 5 152 min -0.4417 5 -0.0404 5 -0.0004 4 -0.0006 5 NC 4 NC 4 153 2 max 0.0289 4 0.1391 4 0.0032 5 0.00171 4 NC 5 NC 5 154 min -0.4411 5 -0.0736 5 -0.0002 4 -0.0011 5 NC 4 NC 4 155 3 max 0.0 10.0686 4 0 5 0.0014 NC 5 NC 5 156 min -0.4406 5 -0.1068 5 0 4 -0.0017 5 NC 4 1 NC 1 4 RISA-3D.NET version 18.0.0.35935 [ Middle Entry Storefiont 02-04-2020.r3d ] Page 3 207 PEAK STRUCTURAL ENGINEERING, INC. I.NG.: 20-185 oEGGEpay j� 12/23/2020 PeaEcx AXIS 70 WEST ...,ENTRY STOREFRONT Oe_ALL PEAK STRUCTURAL ENGINEERING, INC. me,, --20-185 _oEsi�„Eper, MW p,12/23/2020 P., AXIS 70 WEST FwuIDa ENTRY STOREFRONT DeTx' PEAK STRUCTURAL ENGINEERING,INC. .No.:20-185 oes.�oer MAY onre:�12/23/2020�_vnne- AXIS 70 WEST FF, .: ENTRY STOREFRONT The Steel Network, Inc. StiffClip® CL Floor Tie SdffClip" CL I www.steeloetworkcom/Product/Stiff0ipCL The Steel Network, Inc. / LL www.steelnetwork.com 1-888-474-4876 -� Material Composition 68mil Clip: ASTM A10031AS003M Structural Grade 50 (340) Type H, STSOH (ST340H): SOW (340MPa) minimum yield strength, 65ksi (45OMPa) minimum tensile strength, 68mll minimum thickness (14 gauge, 0.0713" design thickness) with ASTM A653/A653M G90 (2275) hot dipped galvanized coating. 118mil Clip: ASTM A1003/A1003M Structural Grade 50 (340) Type H, ST50H (ST340H): SOksi (340MPa) minimum yield strength, 65ksi (45OMPa) minimum tensile strength, 118mil minimum thickness (10 gauge, 0.1242" design thickness) with ASTM A653/ A653M G90 (2275) hot dipped galvanized coating. "H" Plate: ASTM A27/A27M Grade 65-35 -- strength 33 3.5;5.5'• (450-240): 35ksi (24OMPa) minimum F3 754 o•7.5" yield strength, 65ksi (45OMPa) minimum 50 413 tensile strength, hi" minimum thickness 1,089 fix:. with ASTM B633 Zinc Plating, 33 373 The attachment of Stlf"Chp to the 1,122 1,649 primary structure may be made with PAFs, screw/bolt anchors or weld and 50 538 1,150 1,151 1,804 is dependent upon the base material (steel the design , 468 or concrete) and 1,151 1,80454(16) configuration. 50 L275 135 CL (H) Plate � 68 (14 50 851 StiffCllp CL Allowable Loads Thickness 33 20 -- strength 33 F1 Q 535 F3 754 MI 1,108 33(20 50 413 773 1,089 1,601 43 (18 33 373 796 1,122 1,649 43 (18) 50 538 1,150 1,151 1,804 54 (16 33 468 1,120 1,151 1,80454(16) 16 50 L275 1,617 1,151 1,804 68 (14 50 851 1,917 1,151 1,80497(12) 50 1,214 1,917 1,151 1,SO4118(10). 50 1,284 1,917 1,151 1,804 a• Thickness --7r Strength --287-8-M-'=,0 1,713 _j= 33(20) 50 413 1,263 1,067 2,435 43 (18) 33 373 1,301 18 50 538 1,880 3554 16 33 468 1,830 3554 16 50 676 2510 3568(14) 50 851 2,510 Ll',"0672,435543 3597(12) 50 1,214 2,510 35118(10) 50 1,284 2,510 35 US Patent #7,533,508 85,340 1 312 _[1,12011,577(.2,3191 109,279 1 .468 12,0501 3,549 1 3,459 1 169,064 171,480 ( 468 j. 1,830 (2,225) 3,585.( 182,790 ) 624 ( 3,099 1 3,943 16,571] 344,193 *'"StiffCllp CL Allowable Load tables and important notes continued on next page. 092014 1 The Steel Network, Ina www.sicelnetworkcom 11-988-474-4876 SrKfl(j f j I Page 54 The Steel Network, Inc. StiffClip° CL I www.steeinemork.com/Product/StiffClipCL Notes: Load Direction - Allowable load tables incorporate eccentric loading of fasteners. Values with welded connecti may Increase. Fasten within'/<" from the angle heel (centerline of the IN" leg), using pre -drilled holes. -Center hole is.563" in diameter for Ts" anchor. Middle guide holes are .313"in diameter. Out guide holes and guide holes in 3" leg are .141" in diameter. -StiffClip CL resists vertical, horizontal, and torsional loads. -Guide holes are in place for fastener installation efficiency. All guide holes may not require fasteners. Fastener amount determined by the designer. Screw fasteners should be symmetrically placed in guide holes, Refer to screw pattern diagrams below for placement, -Loads listed reflect force in a single direcbon. When multiple loads react on the connection, it the responsibility of the designer to check the interaction of forces. -Allowable loads have not been increased for wind, seismic, or other factors. -Torsional effects are considered on screw group for F2 & F3 allowable loads. It is assumed that half of the torsional moment is taken by the connection to the structure and hal` is taken by tl connection to the stud. - Ml Loads are reported as Max. Load/Factor of Safety. Loads must be limited by serviceability serviceability limit in radians. - Stiffness is the Max Allowable Clip Moment divided by the clip rotation measured at the Max Allowable Clip Moment, Screw Patterns 4 Screws, Pattern 1 9 Screws, Pattern 2 6 Screws, Pattern 3 10 Screws, Pattern 4 6 Screws, Pattern 5 10 Screws, Pattern 6 Nomenclature To specify StiffClip CL an drawings, multiply stud depth by 100, followed by the appropriate material thickness, based on strength required (see load tables). The Stiff Clip CL118(H) utilizes a plate in the IN" leg (shown on page 1). Example: 6" stud, uplift of 650lbs Designate: StiffClip° CL600-68 Anchor Bolt Design The following equation for tension force in the anchor is derived using the assumed bearing stress distribution shown in the figure to the right. This assumed stress distribution provides a conservative anchor force approximation. _ M 3M T 0/3)(d",/2) du," StiffClip CL Series Blast and Seismic Design data wwwsteelnetwork.com ** For more information or to review a copy of this report, please visit our website at mtp://www.steemvtwmk.com/Site/Technica l Data 092014 The Steel Network, Inc. wwwsteelnetwork,com 11-888-474-4876 sn"C212 l Page 55 PEAK STRUCTURAL ENGINEERING, INC. a...: 19-178 oes, per��oAre: a :_ Pgorecr. NORTH PECOS F.: 4`!7` 9r-1 PW( CON& oE.aic: Axis 70 West Job No.: 20-185 CALCULATIONS FOR: MISCELLANEOUS 214 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Cantilevered Retaining Wall DESCRIPTION: Screen Wall - 12'-0 AFF Criteria Retained Height = 6.00 ft Wall height above soil = 12.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 18.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads 2,600 psf OK Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overturning 3,000 psf Surcharge Over Toe = 100.0 psf Used for Sliding & Overturning ACI Factored @ Heel = Axial Load Applied to Stem Footing Shear @ Toe = Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary 1,639.9 lbs Wall Stability Ratios - 1,369.4 lbs Overturning = 1.89 OK Sliding = 2.05 OK Total Bearing Load = 5,696 lbs ...resultant ecc. = 15.47 in Soil Pressure @ Toe = 2,600 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,120 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 13.7 psi OK Footing Shear @ Heel = 16.8 psi OK Allowable = 82.2 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,639.9 lbs less 100% Passive Force = - 1,369.4 lbs less 100% Friction Force = - 1,990.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.000 1.000 Project Title: Engineer: Project ID: Project Descr: File Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method 0.00 ft Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 45.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf Friction Coeft btwn Ftg & Soil = 0.350 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 plf ... Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 34.0 psf Stem Construction Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment ..... Allowable Shear..... Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Printed: 17 DEC 2020, 7:13131V Axis 70 WestACalculatlonslEnercalclAxls 70 West. ec6 /right ENERCALC, INC. 19832119, Build .1219.1112 Calculations per ACI 318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Rg CL Dist = 3.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem Stem OF ft = 0.00 = Concrete in= 8.00 _ # 5 in 10.00 = Edge = 0.855 lbs= 1,893.0 ft -I = 8,460.0 ft -I = 9,898.6 psi = 25.5 psi = 94.9 psf= 100.0 in 6.19 in 18.50 in 9.59 in 9.59 psi= 4,000.0 psi = 215 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 17 DEC 2020, 7 13P Cantilevered Retaining Wall FIIe=KTro;ec�s\202120 1eb Axls7o WestvCaloWatIonslEnercalclAxls7o West ec6 g Software copprlghl ENERCALC, INC 19 119, 6o11d.121s.1112 DESCRIPTION: Screen Wall - 12'-0 AFF Footing Dimensions & Strengths Axial Dead Load on Stem = Toe Width = 2.42 ft Heel Width = 3.08 Total Footing Width = 5.50 Footing Thickness = 18.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btnj 3.00 in Footing Design Results Axial Dead Load on Stem = Added Lateral Load = Toe Heel Factored Pressure = 3,120 0 psf Mu': Upward = 7,435 0 ft -Ib Mu': Downward = 1,886 3,779 ft -Ib Mu: Design = 5,548 3,779 ft -Ib Actual 1 -Way Shear = 13.69 16.81 psi Allow 1 -Way Shear = 82.16 82.16 psi Toe Reinforcing = # 4 @ 18.00 in = 1,740.0 4.29 Heel Reinforcing = # 4 @ 18.00 in = 281.3 3.75 Key Reinforcing = None Spec'd = Other Acceptable Sizes & Spacings Toe Active Pressure Toe: Not req'd, Mu < S * Fr Surcharge Over Heel Heel: Not req'd, Mu < S * Fr Surcharge Over Toe Key: No key defined -168.8 Adjacent Footing Load Summary of Overturning & Resisting Forces & Moments Axial Dead Load on Stem = Added Lateral Load = *Axial Live Load on Stem = .....OVERTURNING..... Load @ Stem Above Soil = 408.0 13.50 5,508.0 Soil Over Toe = 435.0 1.21 .....RESISTING..... Surcharge Over Toe = 241.7 1.21 Force Distance Moment Stem Weight(s) = 1,800.0 2.75 Force Distance Moment Item lbs ft ft -Ib Footing Weight = 1,237.5 2.75 lbs ft ft -Ib Heel Active Pressure = 1,265.6 2.50 3,164.1 Soil Over Heel = 1,740.0 4.29 7,467.5 Surcharge over Heel = 281.3 3.75 1,054.7 Sloped Soil Over Heel = Toe Active Pressure = -202.5 1.00 -202.5 Surcharge Over Heel = 241.7 4.29 1,037.2 Surcharge Over Toe = -112.5 1.50 -168.8 Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = 408.0 13.50 5,508.0 Soil Over Toe = 435.0 1.21 525.6 Surcharge Over Toe = 241.7 1.21 292.0 Stem Weight(s) = 1,800.0 2.75 4,950.0 Earth @ Stem Transitions = Total = 1,639.9 O.T.M. = 9,355.5 Footing Weight = 1,237.5 2.75 3,403.1 Resisting/Overturning Ratio = 1.89 Key Weight = Vertical Loads used for Soil Pressure = 5,695.8 lbs Vert. Component - Total= 5,695.8 lbs R.M.= 17,675.4 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. 216 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Cantilevered Retaining Wall DESCRIPTION: Trash Wall - 8'-0 AFF Criteria Retained Height = 1.50 ft Wall height above soil = 8.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 18.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads 2,578 psf OK Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overturning 3,000 psf Surcharge Over Toe = 100.0 psf Used for Sliding & Overturning ACI Factored @ Heel = Axial Load Applied to Stem Footing Shear @ Toe = Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary 289.0 lbs Wall Stability Ratios - 1,369.4 lbs Overturning = 1.67 OK Sliding = 7.56 OK Total Bearing Load = 2,330 lbs ...resultant ecc. = 10.79 in Soil Pressure @ Toe = 2,578 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,094 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 4.1 psi OK Allowable = 82.2 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 289.0 lbs less 100% Passive Force = - 1,369.4 lbs less 100% Friction Force = - 816.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Project Title: Engineer: Project ID: Project Descr: File Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method 0.00 ft Heel Active Pressure = 85.0 psf/ft Toe Active Pressure = 85.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf Friction Coeft btwn Ftg & Soil = 0.350 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 plf ... Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 34.0 psf Stem Construction Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment ..... Allowable Shear..... Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Printed: 17 DEC 2020, 7:08PN Axis 70 WestACalculatlonslEnercalclAxls 70 West. ec6 /right ENERCALC, INC. 19832119, Build .1219.1112 Calculations per ACI 318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Rg CL Dist = 3.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem Stem OF ft = 0.00 = Concrete in= 8.00 _ # 5 in 16.00 = Edge = 0.422 lbs= 462.4 ft -I = 2,658.8 ft -I = 6,294.3 psi= 6.2 psi= 94.9 psf= 100.0 in= 6.19 in= 18.50 in= 9.59 in= 9.59 psi= 4,000.0 psi = 217 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 17 DEC 2020, 7 08P Cantilevered Retaining Wall FIIe=KTro;ec�s\202120 1eb Axls7o WestvCaloWatIonslEnercalclAxls7o West ec6 g Software copprlghl ENERCALC, INC 19 119, 6o11d.121s.1112 DESCRIPTION: Trash Wall - 8'-0 AFF Footing Dimensions & Strengths Axial Dead Load on Stem = Toe Width = 1.17 ft Heel Width = 1.84 Total Footing Width = 3.00 Footing Thickness = 18.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btnj 3.00 in Footing Design Results Axial Dead Load on Stem = Added Lateral Load = Toe Heel Factored Pressure = 3,094 0 psf Mu': Upward = 1,657 0 ft -Ib Mu': Downward = 441 441 ft -Ib Mu: Design = 1,216 441 ft -Ib Actual 1 -Way Shear = 0.00 4.06 psi Allow 1 -Way Shear = 82.16 82.16 psi Toe Reinforcing = # 4 @ 18.00 in Sloped Soil Over Heel Heel Reinforcing = # 4 @ 18.00 in = -382.5 1.00 Key Reinforcing = None Spec'd = 116.8 2.42 282.6 Other Acceptable Sizes & Spacings = -212.5 1.50 Toe: Not req'd, Mu < S * Fr = Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments Axial Dead Load on Stem = Added Lateral Load = .....OVERTURNING..... Load @ Stem Above Soil = 289.0 7.25 2,095.3 .....RESISTING..... 122.9 Force Distance Moment 68.3 Force Distance Moment Item lbs ft ft -Ib Earth @ Stem Transitions = lbs ft ft -Ib Heel Active Pressure = 382.5 1.00 382.5 Soil Over Heel = 210.3 2.42 508.8 Surcharge over Heel = 212.5 1.50 318.8 Sloped Soil Over Heel = Toe Active Pressure = -382.5 1.00 -382.5 Surcharge Over Heel = 116.8 2.42 282.6 Surcharge Over Toe = -212.5 1.50 -318.8 Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = 289.0 7.25 2,095.3 Soil Over Toe = 210.3 0.58 122.9 Surcharge Over Toe = 116.8 0.58 68.3 Stem Weight(s) = 1,000.0 1.50 1,501.7 Earth @ Stem Transitions = Total = 289.0 O.T.M. = 2,095.3 Footing Weight = 675.7 1.50 1,014.8 Resisting/Overturning Ratio = 1.67 Key Weight = Vertical Loads used for Soil Pressure = 2,330.0 lbs Vert. Component - Total= 2,330.0 lbs R.M.= 3,498.9 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. o 1(+AKumar & Assaciates, Inc. 11 Geotechnical and Materials Engineers 2390 South Lipan Street and Environmental Scientists Denver, CO 80223 phone: (303) 742-9700 fax: (303) 742-9666 email: kadenver@kumarusa.com An Employee Owned Company www.kumarusa.com Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado GEOTECHNICAL ENGINEERING STUDY PROPOSED AXIS 70 WEST INDUSTRIAL DEVELOPMENT NORTHEAST CORNER OF WEST 1-70 FRONTAGE ROAD AND PARFET STREET WHEAT RIDGE, COLORADO Prepared By: Wade Gilbert, P.E. PREPARED FOR: Westfield Company, Inc. 4221 Brighton Boulevard Denver, Colorado 80216 Attention: Mr. Jason Miller Reviewed By: gLmn� &)Oz— James A. Noll, P.E. Project No. 19-1-525 April 23, 2020 TABLE OF CONTENTS SUMMARY....................................................................................................................................1 PURPOSE AND SCOPE OF STUDY...........................................................................................2 PROPOSED CONSTRUCTION....................................................................................................2 SITE CONDITIONS......................................................................................................................3 SUBSURFACE CONDITIONS......................................................................................................4 HYDRAULIC CONDUCTIVITY TESTING.....................................................................................6 LABORATORY TESTING.............................................................................................................7 GEOTECHNICAL ENGINEERING CONSIDERATIONS..............................................................8 SPREAD FOOTING FOUNDATION RECOMMENDATIONS.......................................................9 FLOORSLABS...........................................................................................................................11 EXTERIOR FLATWORK.............................................................................................................12 LATERAL EARTH PRESSURES................................................................................................12 SEISMIC DESIGN CRITERIA.....................................................................................................16 SURFACE DRAINAGE...............................................................................................................17 WATER-SOLUBLE SULFATES..................................................................................................18 UPLIFT CONSIDERATIONS......................................................................................................18 SITE GRADING AND EARTHWORK.........................................................................................19 PAVEMENT DESIGN.................................................................................................................24 DESIGN AND CONSTRUCTION SUPPORT SERVICES..........................................................27 LIMITATIONS.............................................................................................................................27 FIG. 1 — LOCATION OF EXPLORATORY BORINGS FIG. 2 — LOGS OF EXPLORATORY BORINGS FIG. 3 — LOGS, LEGEND AND EXPLANATORY NOTES OF EXPLORATORY BORINGS FIGS. 4 and 5 — SWELL -CONSOLIDATION TEST RESULTS FIGS. 6 through 8 — GRADATION TEST RESULTS FIGS. 9 and 10 — TEMPORARY WELL LOGS TABLE I — SUMMARY OF LABORATORY TEST RESULTS Kumar & Associates, Inc. 11M 1. Subsurface conditions encountered in the subsurface explorations generally consisted of a few inches of topsoil underlain by predominantly granular, loose to very dense, natural overburden soils extending to the full depths explored in most of the explorations and to firm to hard claystone bedrock in four of the borings. The natural granular soils ranged from sands with varying amounts of silt and clay to poorly -graded sands to poorly- to well -graded gravel with sand and variable silt content. The natural sands were fine to coarse grained with variable gravel content, and the poorly - to well -graded gravels appeared to contain isolated to occasional cobbles and zones of nested larger gravels and cobbles. Groundwater was encountered during drilling at depths ranging from about 1.5 to 5 feet below ground surface. Stabilized groundwater was measured in six of the borings at depths ranging from about 1.4 to 3.7 feet. During excavation, groundwater was encountered in TP -1 at a depth of around 4 feet. 2. Shallow spread footing foundations, slab -on -grade floors, and movement -sensitive exterior flatwork and hardscape should be feasible with proper site subgrade preparation. Spread footings of should be designed for an allowable bearing pressure of 3,000 psf. The allowable soil bearing pressure may be increased by one-third for transient loads. Higher bearing pressures may be feasible for specific foundations depending on the location of the structure and the foundation subgrade conditions underlying the structure. 3. Very shallow groundwater is present across the site and is likely to be encountered in excavations extending more than 2 to 3 feet below existing site grades. The soils encountered below groundwater are anticipated to consist of moderately to highly permeable sands and gravels with a tendency to ravel and cave. To facilitate construction where excavation extends below groundwater, temporary dewatering will be required. 4. Light-duty pavements should consist of a minimum of 5 inches of full -depth HMA, or a composite pavement section consisting of 3.5 inches of HMA over 6 inches of aggregate base course (ABC). Medium -duty pavements should consist of a minimum of 5.5 inches of full -depth HMA or a composite pavement section consisting of 4 inches of HMA over 6 inches of ABC. Heavy-duty pavements should consist of a minimum of 7.5 inches of full - depth HMA, or a composite pavement section consisting of 6 inches of HMA over 6 inches of ABC. In lieu of an asphalt pavement section, light-duty and medium -duty pavement may consist of a minimum of 6 inches of PCC, and heavy-duty pavement may consist of a minimum of 7 inches of PCC. Kumar & Associates, Inc. F PURPOSE AND SCOPE OF STUDY This report presents the results of a geotechnical engineering study performed for the proposed Axis 70 West industrial facility to be constructed at the northeast corner of West 1-70 Frontage Road and Parfet Street in Wheat Ridge, Colorado. The project site is shown on Fig 1. The study was conducted in accordance with the scope of work in our Proposal No. P-19-544 dated July 23, 2019, and in accordance with subsequently authorized services. A field exploration program consisting of 11 exploratory borings, two temporary wells, and one test pit was conducted to obtain information on subsurface conditions. Samples of the soils and bedrock materials obtained during the field exploration program were tested in the laboratory to determine their classification and engineering characteristics. The results of the field exploration and laboratory testing programs were analyzed to develop recommendations for use in design and construction of the proposed development. This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on our understanding of the proposed construction and the subsurface conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction of the proposed development are included in the report. PROPOSED CONSTRUCTION We understand the proposed development as currently planned will consist of an industrial building with overall dimensions of about 240 feet by 600 feet and an overall footprint area of 143,500 square feet. The building will be oriented north -south. We assume maximum column loads will range from 125 to 150 kips and maximum wall loads will range from 6,000 to 8,000 plf. Parking areas and light vehicle drive lanes will be constructed on the south, west, and north sides of the building. Loading docks and an associated heavy-duty pavement area will be located on the east side. Truck access will be from two locations on Oak Street, and secondary access will to 50th avenue at the northeast corner and two locations on Parfet Street. Kumar & Associates, Inc. 3 We understand the current site grading plan will result in raising grades substantially over most of the site, with maximum increases in surface elevation of about 7 feet. Grading will also result in cuts ranging up to about 5 feet in places along the margins of the site Site development will include installing a 72 -inch -diameter reinforced concrete pipe (RCP) pipe across the southern portion of the property to connect existing pipes near the southwest corner and east side of the site. We understand that pipe may have an invert elevation of around 15 feet or more below planned finished grades. Other storm water facilities will include a 54 -inch -diameter RCP pipe extending along the north and east sides of the site and tying to the 72 -inch RCP, a detention basin/water quality feature at the south end of the site, and shallow site storm water piping discharging to the detention basin/water quality feature. A 48 -inch -diameter RCP will replace the existing Bayou Ditch which extends along the south end of the site and will be filled as part of site development. The detention basin/water quality feature will have a base elevation of ranging up to around 13 feet below existing grades and will discharge to the 72 -inch RCP. As currently planned, the basin will be constructed with retaining walls ranging in height from about 2 feet to 13 feet. If the proposed construction varies significantly from that described above or depicted in this report, we should be notified to reevaluate the recommendations provided in this report. SITE CONDITIONS The site is an approximately 10.6 -acre parcel bounded in general by Oak Street on the east, West 1-70 Frontage Road on the south, Parfet Street on the west, and the projected alignment of West 50th Avenue on the north. The site is currently pastureland with some minor farm structures located at the northwest corner and is crossed by a couple of fence lines and drainage ditches. High voltage transmission lines cross the southern margin of the site. The site is relatively flat with an approximate 5- to 6 -foot drop in elevation from west to east. Site vegetation consists primarily of grasses and weeds, with a few deciduous trees extending across the northern portion of the site. Kumar & Associates, Inc. M SUBSURFACE CONDITIONS Field exploration programs for the project was performed on August 6, 7, and 27, 2019. Eleven exploratory borings and two temporary wells were drilled at the approximate locations shown on Fig.1 to explore subsurface conditions, obtain samples for laboratory testing, and evaluate the hydraulic conductivity of the site soils. Logs of the exploratory borings are presented on Figs. 2 and 3, and a legend and explanatory notes describing the soils and bedrock encountered in the borings are also presented on Fig. 3. The logs of the temporary wells are presented on Figs. 9 and 10. In addition to the borings, a test pit was excavated near well MW -2, as shown on Fig. 1, to observe exposed soil and groundwater conditions and evaluate the feasibility of excavating for the deep utilities and the detention pond/water quality feature. The test pit was excavated to a depth of about 8 feet before caving made going deeper impractical. The borings were advanced to depths ranging from about 5 to 25 feet using 8.25 -inch -diameter, continuous -flight, hollow -stem augers, and were logged by a representative of Kumar & Associates, Inc. (K+A). Samples of the soils and bedrock materials were obtained with either a 2-inch-I.D., California -liner sampler or a 1-3/8-inch-I.D., split -spoon sampler driven into the various strata with blows from a 140 -pound hammer falling 30 inches. Sampling with the split - spoon sampler is the standard penetration test (SPT) described by ASTM Method D1586, and sampling with the California -liner sampler is generally similar to the SPT. Penetration resistance values, when properly evaluated, indicate the relative density or consistency of the soils. Depths at which the samples were obtained and the penetration resistance values are shown adjacent to the boring logs on Figs. 2 through 5. Subsurface Soil and Bedrock Conditions: Subsurface conditions encountered in the borings generally consisted of predominantly granular natural overburden soils extending to the full depths explored in most of the borings and to bedrock in Borings 1, 2, 4, and 5 at depths ranging from about 17.5 and 18.5 feet. Six borings encountered natural clay overburden soils extending to depths ranging from about 1 to 4.5 feet below ground surface, and about 2 feet of clayey sand fill was encountered in Boring P-1. All of the borings encountered a few inches of topsoil. Kumar & Associates, Inc. 5 The natural granular soils ranged from sands with varying amounts of silt and clay to poorly - graded sands to poorly- to well -graded gravel with sand and variable silt content. The natural sands were fine to coarse grained with variable gravel content, and the poorly- to well -graded gravels appeared to contain isolated to occasional cobbles and zones of nested larger gravels and cobbles. Isolated organics were observed in cutting from some borings. The granular soils were slightly moist above groundwater. Based on sampler penetration resistance blow counts, the natural sands ranged from very loose to medium dense with occasional very dense zones, and the poorly- to well -graded gravels ranged from medium dense to dense with isolated loose and very dense zones. The clay overburden soils consisted of slightly moist to moist, brown to dark brown, sandy lean clay with a fine- to coarse-grained sand fraction and minor gravel content. Based on sampler penetration resistance blow counts, the clay soils ranged from medium to very stiff Bedrock encountered in four of the borings consisted of fine-grained claystone with occasional fine- to medium -grained sand. The claystone was moist and gray to occasionally brown and red - brown. Based on sampler penetration resistance blow counts, the claystone bedrock at the sample depths was firm to hard. Groundwater Conditions: Groundwater was encountered during drilling in all of the borings at depths ranging from about 1.5 to 5 feet below ground surface. Several of the borings were left open in order to measure stabilized groundwater levels. Stabilized groundwater was measured in six of the borings eight and nine days after drilling at depths ranging from about 1.4 to 3.7 feet. Two other borings that were left open caved above groundwater at depths of about 2 and 3 feet. Stabilized groundwater levels in wells MW -1 and MW -2 were measured at depths of about 3 and 2 feet, respectively, below ground surface seven 7 days after drilling. During excavation, groundwater was encountered in TP -1 at a depth of around 4 feet. A comparison of overall site topography with the measured groundwater depths suggests a possible slight groundwater gradient to the east and south. Kumar & Associates, Inc. 0 HYDRAULIC CONDUCTIVITY TESTING In-situ hydraulic conductivity tests (slug tests) were performed in wells MW -1 and MW -2 a couple of days after installation. The slug testing was performed by inserting an In -Situ LevelTroll 700 data logger in the monitoring well below the stabilized water level. A 3 -foot -long, solid "slug" tool consisting of a sand -filled, 1.50 -inch -diameter plastic pipe was then quickly introduced into the water column to displace the water and thus "instantaneously" raise the water level. The data logger then recorded the resulting decrease in water level as the well naturally equilibrated toward the stabilized level (falling head test). When the water level recovered to near the original or stabilized level, the slug was rapidly removed from the well, thereby "instantaneously" lowering the water level. The subsequent rise or recovery of the water level to the original stabilized level (rising head test) was again recorded with the data logger. The data collected was analyzed in accordance with published procedures described by Bouwer and Rice using the United States Geological Survey (USGS) Bouwer-Rice slug testing spreadsheet. The resulting hydraulic conductivity values are summarized below: Monitoring Well Test Type Hydraulic Conductivity Centimeters per second cm/s Feet per second ft./sec Feet per day (ft./day) MW -1 Slug In Falling head 0.0046 0.009 13 MW -1 Slug Out Rising head 0.0186 0.037 53 MW -2 Slug In Falling head 0.0128 0.025 36 MW -2 Slug Out Rising head NA1 NA1 NA1 The results for the slug out test at MW -2 were too erratic to analyze the hydraulic conductivity. The results of the slug testing indicate relatively low hydraulic conductivity values. During excavation, groundwater was encountered in TP -1 at a depth of around 4 feet with a very slow seepage rate and gravels were encountered at a depth of about 5 feet with a moderate seepage rate. Rough back calculation from the conditions observed in the test pit indicate a much lower estimated hydraulic conductivity value of about 0.001 cm/s or 0.002 ft/m. Kumar & Associates, Inc. 7 These values don't correspond well with published ranges in values for soils generally similar to the relatively coarse, poorly- to well -graded sands and gravels underlying the site. Based on those published values, we believe the hydraulic conductivity of the granular on-site materials should be closer to 0.04 cm/s or 0.08 ft/m. For a 100 -foot long by 15 -foot wide trench excavated 12 feet into groundwater, we estimate a groundwater seepage flow (or required dewatering rate) of between 150 gpm and 200 gpm. Evaluating hydraulic conductivity based on gradation analyses and slug testing is an inexact science. For five different soils with generally similar gradation curves it is possible to have five different hydraulic conductivity values due to small differences in grain -size distribution and density. We recommend erring on the high side when considering dewatering flow rates and considering a fudge factor of at least 50% in costing a dewatering system. Alternatively, a pump test, which would provide the best data for evaluating dewatering flows, should be performed if reducing further the uncertainty regarding dewatering needs and costs is desired. LABORATORY TESTING Samples obtained from the exploratory borings were visually classified in the laboratory by the project engineer and representative samples were selected for laboratory testing to evaluate moisture content and dry unit weight, gradation, liquid limit and plasticity index, swell - consolidation potential, and water-soluble sulfate concentration. The results of the laboratory tests are shown to the right of the logs on Figs. 2 and 3 and summarized in Table 1. The results of specific tests are graphically plotted on Figs. 4 through 8. The testing was conducted in general accordance with recognized test procedures, primarily those of the American Society for Testing of Materials (ASTM) and the Colorado Department of Transportation (CDOT). Swell -Consolidation: Swell -consolidation tests were conducted on samples of the existing on-site soils in order to determine their compressibility and/or swell characteristics under loading and when submerged in water. Each sample was prepared and placed in a confining ring between porous discs, subjected to a surcharge pressure of either 200 or 1,000 psf, and allowed to consolidate before being submerged. The samples were then subject to increments of increased stress up a maximum of 3,000 psf. The sample height was monitored until deformation practically ceased under each load increment. Kumar & Associates, Inc. M The results of the swell -consolidation tests are presented on Figs. 4 and 5 as plots of the curve of the final strain at each increment of pressure against the log of the pressure. Based on those results, a tested sample of silty clayey sand exhibited slightly moderate additional compression under a surcharge of 1,000 psf upon wetting. A tested sample of the sandy lean clay exhibited no movement when wetted under a surcharge pressure of 200 psf. We believe the additional compression exhibited by the sand sample is primarily due to sample disturbance. That sample had a low in-situ moisture content and relatively low dry unit weight, and, based on sampler penetration resistance was loose. While the amount of additional compression suggests the soil represented by that sample has a potential for collapse upon wetting, we believe the amount of additional compression actually reflects the loose condition of the soil sample. Index Properties: Samples were classified into categories of similar engineering properties in general accordance with the Unified Soil Classification System. This system is based on index properties, including liquid limit and plasticity index and grain size distribution. Values for moisture content, dry unit weight, liquid limit and plasticity index, and the percent of soil passing the U.S. No. 4 and No. 200 sieves are presented in Table I and adjacent to the corresponding sample on the boring logs. Results of gradation tests area presented on Figs. 6 through 8. GEOTECHNICAL ENGINEERING CONSIDERATIONS Based on the subsurface conditions encountered in the borings, shallow spread footing foundations, slab -on -grade floors, and movement -sensitive exterior flatwork and hardscape should be feasible with proper site subgrade preparation. As previously discussed, zones of relatively loose natural granular soils are present near ground surface in places and may need to be addressed where encountered, including possible over -excavation in places and replacement with compacted fill. Very shallow groundwater is present across the site and is likely to be encountered in excavations extending more than 2 to 3 feet below existing site grades. The soils encountered below groundwater are anticipated to consist of moderately to highly permeable sands and gravels with a tendency to ravel and cave. To facilitate construction where excavation extends below groundwater, temporary dewatering will be required. The type of dewatering necessary will Kumar & Associates, Inc. 0 depend on how deep excavation extends below groundwater or how deep groundwater needs to be drawn down to facilitate construction. For excavations extending more than a few feet below groundwater, relatively high initial dewatering rates should be anticipated, with somewhat lower steady-state dewatering rates. Estimates hydraulic conductivity and unit dewatering rates are provided in the "Hydraulic Conductivity Testing" section of this report. Currently proposed grading may result in grades at or below groundwater in some portions of the site. Since the site is relatively flat with a correspondingly slight groundwater gradient, permanently dewatering areas cut down below groundwater is unlikely to be feasible; however, that would need to be confirmed as previously discussed herein. Ideally, the subgrade elevation for floor slabs, exterior flatwork and hardscape, and pavements should be at least 2 feet, and preferable more, above the design groundwater level. In cut areas, that requirement coupled with the assumed slight groundwater gradient is anticipated to make permanent dewatering unfeasible. As currently planned, the detention basin/water quality feature would have a base elevation ranging up to about 10 feet below groundwater. Since mechanically stabilized earth (MSE) retaining walls are inherently permeable, constructing the detention basin/water quality feature with MSE walls and an exposed floor would allow groundwater to essentially fill up the structure and negate its purpose. Accordingly, the structure would need to consist of a concrete base slab and conventional concrete retaining walls extending above the design groundwater level. The structure would need to be designed to resist uplift and lateral loads due to hydrostatic pressure. Alternatives to high -rate dewatering would be to used cofferdams to construct deep utilities. The cofferdams would consist of groundwater cutoff barriers such as sheet piling or slurry walls extending into the underlying bedrock, which should have a very low permeability. We can provide further consultation for such an approach, if selected. SPREAD FOOTING FOUNDATION RECOMMENDATIONS The design and construction criteria presented below should be observed for a spread footing foundation system. The construction details should be considered when preparing project documents. Kumar & Associates, Inc. 10 1. Spread footings should be placed competent undisturbed natural soils or on structural fill extending undisturbed natural soils. Where soft or excessively loose natural soils are encountered at foundation subgrade, those soils should be removed to firm soils (as determined by the geotechnical engineer) or to a maximum depth of 3 feet and replaced with structural fill. Structural fill should meet the material and placement requirements presented in the "Site Grading and Earthwork" section of this report. Structural fill should extend down and out from the edges of the footings at a 1 horizontal to 1 vertical projection. 2. Spread footings should have a minimum width of 16 inches for continuous footings and 24 inches for isolated pads. Footings with a base elevation at least 3 feet above groundwater should have a minimum embedment below lowest adjacent grade of 1.5 feet. For the recommended allowable bearing pressure, footings supported at or below groundwater should generally have a minimum embedment below slowest adjacent grade of 2 feet. However, continuous footings supported at or below groundwater and with a minimum width less than 3 feet should have a minimum embedment of 3 feet. 3. Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 36 inches below the exterior grade is recommended for this area. 4. Spread footings of should be designed for an allowable bearing pressure of 3,000 psf. The allowable soil bearing pressure may be increased by one-third for transient loads. Higher bearing pressures may be feasible for specific foundations depending on the location of the structure and the foundation subgrade conditions underlying the structure. 5. Based on experience and empirical correlations between soil relative density, compressibility and settlement potential, we estimate total settlement for spread footings designed and constructed as discussed in this section will be approximately 1 inch or less. Differential settlements between footings are estimated to be approximately % to % of the total settlement. Since footings will be underlain by either predominantly granular natural soils or structural fill extending to natural granular soils, most of the settlement will tend to occur during construction and initial loading of the foundation. Kumar & Associates, Inc. 11 6. The lateral resistance of a spread footing will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.35 where the footing subgrade consists of predominantly granular soils or a coefficient of 0.30 where the footing subgrade consist of clay soils. Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit weight of 200 pcf. These lateral resistance values are working values. 7. Fill placed against the sides of the footings to resist lateral loads should meet the material and placement criteria for structural fill presented in the "Site Grading and Earthwork" section of this report. 8. Granular foundation soils should be densified with a smooth vibratory compactor prior to placement of concrete. 9. Care should be taken to provide adequate surface drainage during the excavation of footings, and the contractor should have equipment available for removing water from excavations following precipitation, if needed. Footing excavations that are inundated as a result of uncontrolled surface runoff may loosen or soften, requiring possible moisture conditioning and compaction of the exposed subgrade soils, or removal of soft or excessively loose subgrade soils and replacement with structural fill. 10. A representative of the geotechnical engineer should observe all footing excavations, observe and test compaction, and evaluate the suitability of all fill materials prior to concrete placement. FLOOR SLABS The on-site natural soils, and structural fill extending to undisturbed natural soils, should provide suitable support for slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. Joint spacing is dependent on slab thickness, concrete aggregate size, and slump, and should be consistent with recognized guidelines such as those of Kumar & Associates, Inc. 12 the Portland Cement Association (PCA) and American Concrete Institute (ACI). The joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use Site preparation beneath slab -on -grade floors should be conducted as recommended in the "Site Grading and Earthwork" section of this report. Structural fill placed beneath floor slabs should meet the material requirements and placement and compaction criteria presented in the "Site Grading and Earthwork" section of this report. The suitability of the on-site soils for use as underslab fill is also discussed in the "Site Grading and Earthwork" section. For slab structural design, a modulus of vertical subgrade reaction of 200 pci is recommended for slabs supported as recommended herein. The modulus value given is for a 1 -foot -square plate and ordinarily should be corrected for the shape and size of the loaded area. We understand correction for shape and size may not be necessary when used in finite element analyses. If finite element analyses are performed, the structural engineer should confirm whether the modulus value needs to be corrected prior to running the analyses or can be used in the finite element program without adjustment. If moisture -sensitive floor coverings will be used or interior spaces will have moisture sensitive equipment, mitigation of moisture penetration into the slabs, such as by use of a vapor barrier should be considered. If an impervious vapor barrier membrane is used, special precautions will be required to prevent differential concrete curing problems which could cause the slabs to warp. This topic is addressed by ACI 302.1 R. EXTERIOR FLATWORK Exterior flatwork and other hardscape areas that are settlement sensitive, such as at building entries, should be supported as recommended in the "Floor Slabs" section of this report. In areas where settlement is not a concern, we recommend exterior flatwork and other hardscape areas be supported as recommended for pavements in the 'Pavement Design" section of this report. I W-111 1:1 ZI-11 RM -11 Z4 9: 1 W V *&M V Although the building is not expected to have below -grade structures, it will have truck -height loading docks. In addition, grade separation at the detention basin/water quality feature will Kumar & Associates, Inc. 13 require free-standing retaining walls. Dock walls and other earth retaining structures should be designed for the lateral earth pressure generated by the backfill. Lateral earth pressure is a function of the degree of rigidity of the retaining structure and the type of backfill material used. Earth retaining structures that are laterally supported and can be expected to undergo only a moderate amount of deflection should be designed for earth pressures based on the following equivalent fluid pressures: Cantilevered earth retaining structures that can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for earth pressures based on the following equivalent fluid pressures: Equivalent Fluid Pressure (pcf) Backfill Material Above Below Groundwater Groundwater On-site or imported free -draining granular soils (< 5% 35 80 passing No. 200 sieve 45 85 passing No. 200 sieve CDOT Class 1 structure backfill (<20% passing No. 200 40 85 sieve 50 90 sieve 45 85 On-site or imported, non -expansive, silty or clayey sand 55 90 Cantilevered earth retaining structures that can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for earth pressures based on the following equivalent fluid pressures: The equivalent fluid unit pressures recommended above are for a horizontal backfill surface. An upward sloping backfill surface will increase the lateral pressure imposed on the walls and retaining structures. Lateral earth pressures due to surcharge pressures from traffic, construction materials, and equipment loads should be calculated using a lateral earth pressure coefficient of 0.6. The zone of backfill placed behind below -grade walls and other retaining structures to within 2 feet of the ground surface should be sloped upward from the base of the structure at an angle no Kumar & Associates, Inc. Equivalent Fluid Pressure (pcf) Above Below Backfill Material Groundwater Groundwater On-site or imported free -draining granular soils (< 5% 35 80 passing No. 200 sieve CDOT Class 1 structure backfill (<20% passing No. 200 40 85 sieve On-site or imported, non -expansive, silty or clayey sand 45 85 The equivalent fluid unit pressures recommended above are for a horizontal backfill surface. An upward sloping backfill surface will increase the lateral pressure imposed on the walls and retaining structures. Lateral earth pressures due to surcharge pressures from traffic, construction materials, and equipment loads should be calculated using a lateral earth pressure coefficient of 0.6. The zone of backfill placed behind below -grade walls and other retaining structures to within 2 feet of the ground surface should be sloped upward from the base of the structure at an angle no Kumar & Associates, Inc. 14 steeper than 45 degrees measured from horizontal. To reduce surface water infiltration into the backfill, the upper 2 feet of the backfill should consist of a clay soil containing at least 50% passing the No. 200 sieve, or the backfill zone should be covered by a low -permeability slab or pavement structure. Wall backfill should generally meet the requirements for placement provided in the "Site Grading and Earthwork" section of this report. Care should be taken when compacting adjacent to below - grade walls to avoid damage to the structure. To avoid the development of excessive compaction - related lateral pressure, compaction of each lift of backfill should progress away from the wall or retaining structure surface. Hand compaction procedures, if necessary, should be used to prevent lateral pressures from exceeding the design values. Heavier compaction equipment may then be used more than about 5 feet from the wall face. The wall design should consider the surcharge of compaction equipment. Some settlement of deep wall backfill should be expected to occur even if the material is placed properly. Settlement of deep fills can occur due to stress-induced compression due to self -weight of the fill that occurs during and shortly following fill placement, and post -construction settlement as a result of wetting. The amount of post -construction settlement that could occur will depend on the type of fill material, the degree of compaction, and the moisture content at the time of placement. We would normally anticipate total settlement of a silty to clayey granular backfill to be on the order of 1 % of the fill depth for the degree of compaction recommended in the "Site Grading and Earthwork" section of this report. We would anticipate settlement of backfill consisting of free -draining granular soils, including CDOT Class 1 Structure Backfill to be less. Up to % of the total settlement may occur during and shortly following fill placement. Most of the post -construction settlement will tend to occur if moisture is introduced into the fill after construction. The risk of post -construction settlement in general, and in particular moisture - induced settlement, can generally be reduced by placing the fill at moisture contents above the optimum moisture content and compacting the fill to 100% of the standard Proctor (ASTM D698) maximum dry density. If mechanically stabilized earth (MSE) retaining walls are used in places above groundwater, the reinforced zone should generally be backfilled with CDOT Class 1 Structure Backfill. An internal angle of friction of 34 degrees and a moist unit weight of 130 pcf may be used for properly Kumar & Associates, Inc. 15 compacted Class 1 Structure Backfill. Higher friction angles may be used for crushed aggregate products such as Class 6 aggregate base course or crusher fines. For material placed in the retained fill zone behind the reinforced zone, an internal friction angle of 34 degrees and a moist unit weight of 130 pcf may be used for on-site or imported granular soils, and 20 degrees and a moist unit weight of 120 pcf should be used for imported clay soils. The on-site clay soils and processed claystone should not be used in the reinforced fill zone. Subgrade preparation for free standing retaining structures that can tolerate only minor differential movement should be as recommended herein for shallow spread footing foundations. For free standing retaining structures that are less movement sensitive, structural fill would only be required to replace deleterious materials encountered during subgrade preparation. Retaining structures supported as recommended should be designed using the allowable bearing pressure and lateral resistance values provided in "Spread Footing Foundations" section of this report. Adequate surface drainage should be provided, and below -grade walls and conventional retaining structures should include subsurface drainage provisions to reduce the potential for saturation of the backfill and the development of hydrostatic pressures on the structure. The buildup of water behind a below -grade wall or retaining structure will increase the lateral earth pressure imposed on the structure. Subsurface drainage provisions for below -grade walls and other retaining structures constructed above site groundwater should consist of a drainage zone behind below -grade walls or conventional retaining structures and behind the facing of an MSE wall, and an underdrain system at the heel of the wall or retaining structure backfill zone, including the reinforced fill zone of MSE walls. Drainage zones for walls and conventional retaining structures may consist of a free - draining granular material or manufactured geocomposite drain boards placed adjacent to the back of the wall or retaining structure. The drainage zone could connect hydraulically to a perimeter underdrain system that discharges the water away from the wall or retaining structure. If collection and discharge is not ideal, the drainage system for conventional retaining structures could discharge to the exposed face of the structure wall via weep holes. Underdrain systems for below -grade walls and other retaining structures should consist of minimum 4 -inch diameter, rigid, perforated PVC or similar drain pipe with a smooth internal wall surrounded above the invert level by drainage aggregate. Drainage aggregate used in the Kumar & Associates, Inc. 16 underdrain systems should conform to the requirements of CDOT Class B or Class C Filter Material. The drain pipe should be factory slotted or otherwise perforated and the slot or perforation aperture should be sized to be filter compatible with the drainage aggregate in accordance with generally accepted graded filter criteria. Alternatively, if a filter geotextile is used to wrap the drainage aggregate, the pipes may be covered by free -draining gravel not meeting graded filter criteria, such as No. 57 or No. 67 Coarse Aggregate (AASHTO M 43). During design, alternative drainage aggregates and filtration methods can be considered. The perforated drain pipes themselves should not be directly wrapped in geotextile due to the potential for clogging of the geotextile at the perforations or slots. Pipe cleanouts should be included at appropriate intervals to clean out and inspect individual underdrain systems. We are available to design MSE walls or to perform a design review if a design -build contractor provides such retaining structures. Low -height walls no more than 3 or 4 feet high may require only minimal design, whereas steep multi -tiered systems or high walls may require global stability analysis as well as formal design of the wall itself. At a minimum, we should review the foundation preparation and drainage provisions of the design. We should also observe and test wall backfill placement and compaction. Backfill should be placed according to the compaction criteria presented in the "Site Grading and Earthwork" section of this report. Care should be taken not to over -compact the backfill since this could cause excessive lateral pressure on the walls. Hand compaction procedures, if necessary, should be used to prevent lateral pressures from exceeding the design values. The lateral resistance of free-standing earth retaining structure foundations should be evaluated using foundation criteria presented in the "Spread Footing Foundation Recommendations" section of this report. Backfill placed against the sides of the retaining structure footings to resist lateral loads should meet the material and placement criteria presented in the "Site Grading and Earthwork" section of this report. M:11618A ILei .1*1N04Eel VIIA:aa The soil profile is anticipated to generally consist of less than 25 feet of predominantly granular overburden soils underlain by bedrock considered to extend to a depth of at least 100 feet below Kumar & Associates, Inc. 17 ground surface. The overburden soils generally classify as International Building Code (IBC) Site Class D, and the underlying bedrock generally classifies as IBC Site Class C. Based on sampler penetration blow counts and relative absence of looser soil zones across the site, it is our opinion the site subsurface profile corresponds to Site Class C. Although groundwater is very shallow, liquefaction should not be a design consideration based on the mapped relatively low site seismicity and the generally coarse nature and relatively dense condition of the natural, predominantly granular overburden soils. SURFACE DRAINAGE Proper surface drainage is very important for acceptable performance of structures and pavements during construction and after the construction has been completed. Drainage recommendations provided by local, state and national entities should be followed based on the intended use of the structure. The following recommendations should be used as guidelines and changes should be made only after consultation with the geotechnical engineer. 1. Excessive wetting or drying of exposed subgrade soils should be avoided during construction. 2. The ground surface surrounding the exterior of the building and movement -sensitive exterior flatwork and hardscape should be sloped to drain away in all directions. We recommend a minimum slope of 6 inches in the first 10 feet in unpaved areas. Site drainage beyond the 10 -foot zone should be designed to promote runoff and reduce infiltration. A minimum slope of 3 inches in the first 10 feet is recommended in flatwork, hardscape or paved areas. These slopes may be changed as required for handicap access points in accordance with the Americans with Disabilities Act. 3. To promote runoff in unpaved areas, the upper 1 to 2 feet of backfill adjacent to shallow foundations, below -grade structures, and movement -sensitive exterior flatwork and hardscape should be a relatively impervious material with more than 30% passing the No. 200 sieve and compacted as recommended in the "Site Grading and Earthwork" section of this report. Kumar & Associates, Inc. 18 4. Ponding of water should not be allowed in foundation backfill material or in a zone within 20 feet of foundations, below -grade structures, and movement sensitive exterior flatwork and hardscape. 5. Roof downspouts and drains should discharge well beyond the limits of all backfill or be tight lined to the site storm water collection system. 6. Excessive landscape irrigation should be avoided within 10 feet of structures and movement sensitive exterior flatwork and hardscape WATER-SOLUBLE SULFATES The concentration of water-soluble sulfates measured in samples of the natural soils was 0.0 percent. This concentration represents a Class SO severity of exposure to sulfate attack on concrete exposed to these materials. The degree of attack is based on a range of Class 0, Class 1, Class 2, and Class 3 severity exposure as presented in ACI 201. The degree of attack is based on a range of Classes SO (not applicable), S1 (moderate), S2 (severe), and S3 (very severe) severity of exposure as presented in ACI 201.2R-16. Based on the laboratory test results, we believe special sulfate resistant cement will generally not be required for concrete exposed to the on-site soils. UPLIFT CONSIDERATIONS Proposed structures such as a water -tight detention basin/water quality feature, extending to depths at or below the design groundwater level will be subjected to buoyant forces when these structures are empty and the ground water level outside the structures is higher than the bottom level of the structures. The following approaches applied either individually or in combination could be used to resist buoyant forces: 1. Increase the weight of the structure by increasing the thickness of the concrete base slab and/or the thickness of the structure walls. 2. Expand the width of the base slab or footings include and/or increase the weight of the soil overlying the foundations. Kumar & Associates, Inc. 19 3. Use structural measures such as drilled piers or tie -down anchors designed and installed by specialty contractors. 4. Provide a means of lowering the ground water level prior to draining the structures, or provide blowout plugs in the bottom slab to equalize the water pressure on the inside and outside of the structure should the water level rise above the bottom slab. This would not be feasible for structures that are designed to drain as part of their function SITE GRADING AND EARTHWORK Site Preparation: Site grading is anticipated to consist primarily of placing fill to raise site grades. However, cuts to lower grades in places may ranging to depths of 2 feet or more depending on the selected grading concept. Although fill was absent in all but one boring, and it was questionable if that was actually fill, minor fills may be present in places and should be expected. Fill, if encountered, should be considered non -engineered and unsuitable for support of the building, slab -on -grade floors, and movement -sensitive exterior flatwork, hardscape, and rigid pavement. Existing fill, if encountered, should be completely removed and replaced with site grading or structural fill meeting the material and compaction criteria presented in this section. Temporary Excavations: Excavations for the project are expected to extend through overlot fill and predominantly granular natural soils, and excavations extending more than 2 to 3 feet below existing grades will encounter groundwater. Where sufficient lateral space is available, temporary excavations above groundwater can be constructed by over -excavating the side slopes to stable configurations in accordance with OSHA requirements. In accordance with OSHA criteria, overlot fill placed to raise site grades and the natural soils encountered at the site are considered to generally classify as OSHA Type C soil. Based on conditions encountered while excavating test pit TP -1, thee poorly- to well -graded natural granular soils will tend to ravel and cave, particularly where encountered below groundwater. Excavations below groundwater could require significantly flatter side slopes than those allowed by OSHA, or require temporary shoring and/or dewatering. Where insufficient lateral space is available due to the proximity to property boundaries, existing traffic areas, or other site facilities, temporary shoring may be required. It is our experience temporary shoring systems are typically designed and built by specialty contractors using their Kumar & Associates, Inc. 20 own criteria based on soil data presented in the Owner's geotechnical engineering report. We are available upon request for consultation on temporary shoring design criteria. Temporary shoring provided in close proximity to existing traffic areas and underground utilities should be sufficiently stiff to prevent movement. Although not anticipated, OSHA requires excavations over 20 feet in depth be designed by a registered professional engineer. The contractor's on-site "competent person" should confirm that all necessary slope and shoring design are performed. In addition, the slopes should be monitored on a regular basis for signs of movement and safety considerations. Requirements for slope stability analysis and slope performance monitoring by the contractor should be included in the construction documents. Surface water runoff into the excavations can act to erode and potentially destabilize the excavation side slopes and/or result in soft or excessively loose ground conditions at the base of the excavation, and should not be allowed. Diversion berms and other measures should be used to prevent surface water runoff into the excavations from occurring. If significant runoff into the excavations does occur, further excavation to remove and replace soft or loose subgrade materials, or stabilize the slopes, may be required. Construction Dewatering: Excavations extending below groundwater should be properly dewatered to help maintain stable excavation side slopes and stable subgrade conditions for fill placement and/or foundation construction. The dewatering system should be capable of maintaining a groundwater level at least 3 feet below the bottom of excavations for foundations; a water level closer to the bottom of utility excavations may be feasible. Dewatering should continue until construction and associated backfilling extends above groundwater. Selection of a dewatering system should be the responsibility of the contractor. Dewatering of excavations extending slightly below groundwater may be feasible in places with perimeter trenches and sumps with pumps. However, dewatering excavations extending more than a foot or two below groundwater and into poorly- to well -graded sands and gravels will likely have to be performed using well or well point systems operating from both sides of the excavation. Well or well point systems should be properly designed to prevent piping and removal of soil particles which could have damaging effects. Kumar & Associates, Inc. 21 Dewatering quantities will depend on excavation size, water table drawdown, and soil permeability. In general, moderate to high dewatering quantities should be anticipated based on the probable relatively high permeability of the natural poorly- to -well -graded granular soils. As discussed in the "Hydraulic Conductivity Testing" section of this report, we believe the hydraulic conductivity of the granular on-site materials should be closer to 0.04 cm/s or 0.08 ft/m. For a 100 -foot long by 15 -foot wide trench excavated 12 feet into groundwater, we estimate a groundwater seepage flow (or required dewatering rate) of between 150 gpm and 200 gpm, although higher rates may occur in places and should be expected. We recommend erring on the high side when considering dewatering flow rates and considering a fudge factor of at least 50% in designing and costing a dewatering system. Fill Material: Unless specifically modified in the preceding sections of this report, the following recommended material and compaction requirements are presented for new fills. A geotechnical engineer should evaluate the suitability of all proposed fill materials for the project prior to placement. 1. Structural Fill: Structural fill should consist of moisture -conditioned on-site soils or non - expansive imported soil materials. Imported non -expansive fill material should have a maximum of 70% passing the No. 200 sieve, a maximum liquid limit of 35, and a maximum plasticity index of 15. Imported or on-site fill materials not meeting the above liquid limit and plasticity index criteria may be acceptable provided the maximum percentage passing the No. 200 sieve and the swell criteria outlined in Item 6 below are satisfied. 2. Site Grading Fill. Site grading fill should consist of on-site soils or imported non -expansive materials meeting the material suitability criteria outlined in Item 6 below. 3. Pipe Bedding Material: Pipe bedding/pipe zone fill material should be a free draining, coarse-grained sand and/or fine gravel. The on-site soils are not considered suitable for pipe bedding/pipe zone fill. The bedding layer should be of adequate thickness to fully support the pipes when seated on top of the bedding, and should have a minimum thickness of 6 inches or a thickness based on the proposed pipe type and diameter, whichever is greater. Kumar & Associates, Inc. 22 4. Pipe -Zone Backfill: The pipe -zone material placed above the bedding and surrounding the pipe should consist of granular material similar to that described above for pipe bedding. To provide the required support around the pipe, the pipe -zone material should be compacted to at least 75% relative density (ASTM D4253 and ASTM D4254) beneath pavements and to at least 70% relative density elsewhere. The pipe -zone material should also be placed and compacted in accordance with the requirements of the pipe manufacturer. 5. Utility Trench Backfill: Site grading fill and and/or materials excavated from the utility trenches may be used for trench backfill above the pipe zone backfill provided they do not contain organics or other unsuitable materials or particles larger than 4 inches. 6. Material Suitability: Unless otherwise defined herein, all fill material should be non - expansive, free of claystone, vegetation, brush, sod, trash and debris, and other deleterious substances, and should not contain rocks or lumps having a diameter of more than 6 inches. Fill material should be considered non -expansive if the swell potential under a 200 psf surcharge pressure does not exceed %% when a sample remolded to 95% of the standard Proctor (ASTM D698) maximum dry density at optimum moisture content is wetted. The natural site soils are considered suitable for use as site grading fill and should be suitable for use as structural fill. Compaction Requirements: We recommend the following compaction criteria be used on the project: 1. Moisture Content: Fill materials should be compacted at moisture contents within 2 percentage points of the optimum moisture content for predominantly granular materials and between -1 and +3 percentage points of optimum for predominantly clay materials. The contractor should be aware that the clay soils, including on-site and imported materials, may become somewhat unstable and deform under wheel loads if placed near the upper end of the moisture range. Kumar & Associates, Inc. 23 2. Placement and Degree of Compaction: Structural fill beneath and adjacent to foundations and beneath slab -on -grade floors and movement -sensitive exterior flatwork should be placed in maximum 8 -inch -thick lifts. Backfill behind free-standing retaining structures may be placed in maximum 12 -inch -thick lifts provided proper compaction can be achieved. Unless recommended otherwise in specific sections of this report, the following compaction criteria should be followed during construction: Suborade Preparation: Areas receiving new fill should be prepared as recommended in specific sections of this report to provide a uniform base for fill placement. All other areas to receive new fill not specifically addressed herein should be scarified to a depth of at least 8 inches and recompacted to at least 95% of the standard Proctor (ASTM D698) maximum dry density at moisture contents recommended above. Kumar & Associates, Inc. Percentage of Maximum Standard Proctor Density Fill Location (ASTM D698) Beneath Spread Footing Foundations ......................................................100% Beneath Slab -on -Grade Floors Upper 8 Feet of Backfill........................................................................95% Backfill Deeper than 8 Feet............................................................... 100% Adjacent to Spread Footing Foundations...................................................95% Below -Grade Wall Backfill Upper 8 Feet of Backfill........................................................................95% Settlement Sensitive Areas and/or Backfill Deeper than 8 Feet......... 98%1 Beneath Pavements and Settlement -Sensitive Hardscape Areas Upper 8 Feet of Backfill........................................................................95% Backfill Deeper than 8 Feet............................................................... 100% Utility Trenches Interior................................................................................................100% Exterior Less Than 15 Feet thick......................................................... 95% Exterior More Than 15 Feet Thick ..................................................... 100% Landscape and Other Areas......................................................................95% Some difficulty could be encountered achieving adequate compaction with small equipment to avoid exerting excessive compaction stresses on walls. Suborade Preparation: Areas receiving new fill should be prepared as recommended in specific sections of this report to provide a uniform base for fill placement. All other areas to receive new fill not specifically addressed herein should be scarified to a depth of at least 8 inches and recompacted to at least 95% of the standard Proctor (ASTM D698) maximum dry density at moisture contents recommended above. Kumar & Associates, Inc. 24 Subgrade preparation should include proofrolling, where feasible, with a heavily -loaded pneumatic -tired vehicle or a heavy, smooth -drum vibratory roller compactor. Areas that deform excessively during proofrolling should be removed and replaced to achieve a reasonably stable subgrade prior to placement of fill, slabs, flatwork, and pavements. Excessive wetting and drying of excavations and prepared subgrade areas should be avoided during construction. Areas where the subgrade is within 2 feet of groundwater may require special care during preparation to mitigate potential disturbance of the subgrade soils. Excavation and grading in those areas should be done with low ground pressure equipment, and compaction should be done using means and methods that reduce subgrade disturbance while achieving required compaction. Means and methods appropriate to such areas include, but are not limited to, using light -weight static compaction equipment, avoiding traffic on graded subgrades, and using fill materials that can be easily compacted in thin lifts by the compaction equipment used. Construction Monitoring: A representative of the geotechnical engineer should observe prepared subgrades for fill, slabs, flatwork, and pavements, and observe and test fill placement on a full- time basis. PAVEMENT DESIGN A pavement section is a layered system designed to distribute concentrated traffic loads to the subgrade. Performance of the pavement structure is directly related to the physical properties of the subgrade soils and traffic loadings. Soils are represented for pavement design purposes by means of a resilient modulus value (MR) for flexible pavements and a modulus of subgrade reaction (k) for rigid pavements. Subgrade Materials: Based on the results of the field exploration and laboratory test data, the existing subgrade materials at the site generally classify as A -1-a and A -1-b soils with a group index of 1 in accordance with the American Association of State Highway and Transportation Officials (AASHTO) soil classification system. Soils classifying as A-2-4 with a group index of 0 and A-6 with a group index of 1 are also present in places. Soils classifying as A-1 -a and A -1-b would generally be considered to provide excellent subgrade support, while soils classifying as A-2-4 and A-6 would generally be considered to provide relatively good and poor subgrade support, respectively. Kumar & Associates, Inc. 25 Since site grades will be raised substantially in most pavement areas, we recommend all pavements be underlain by at least 2 feet of soils with a minimum R -value of 20. For the recommended subgrade condition, a resilient modulus value of 4,940 psi was selected for flexible pavements, and a k -value of 34 was selected for rigid pavements. Design Traffic: Since anticipated traffic loading information was not available at the time of report preparation, an equivalent 18 -kip daily load application (EDLA) of 5 was assumed for automobile and light truck traffic areas (light-duty pavement), an EDLA of 10 was assumed for combined automobile and moderately heavy truck traffic areas, including fire lanes (medium -duty pavement), and an EDLA of 70 was assumed for heavy truck traffic areas (heavy-duty pavement), such as loading docks, turn around areas, and drive lanes feeding loading dock areas. The designer should verify which traffic loads are valid for the project. If higher EDLA values are anticipated, the pavement sections presented in this report will have to be reevaluated. Pavement Sections: Hot mix asphalt (HMA) and portland cement concrete (PCC) pavement sections were evaluated in accordance with the 1993 AASHTO pavement design procedures. For pavement design, initial and terminal serviceability indices of 4.5 and 2.0, respectively, were selected, with a reliability of 80 percent for light-duty pavement areas and 85 percent for medium - duty and heavy-duty pavement areas. If other design parameters are preferred, we should be contacted in order to reevaluate the recommendations presented herein. Light-duty pavements should consist of a minimum of 5 inches of full -depth HMA, or a composite pavement section consisting of 3.5 inches of HMA over 6 inches of aggregate base course (ABC). Medium -duty pavements should consist of a minimum of 5.5 inches of full -depth HMA or a composite pavement section consisting of 4 inches of HMA over 6 inches of ABC. Heavy-duty pavements should consist of a minimum of 7.5 inches of full -depth HMA, or a composite pavement section consisting of 6 inches of HMA over 6 inches of ABC. In lieu of an asphalt pavement section, light-duty and medium -duty pavement may consist of a minimum of 6 inches of PCC, and heavy-duty pavement may consist of a minimum of 7 inches of PCC. PCC pavement should contain sawed or formed joints extending to a depth of at least % of the thickness of the slab at a maximum spacing of 12 to 14 feet on center. Note that PCC pavement will be more sensitive to settlement- or heave -related movements than HMA pavement. Kumar & Associates, Inc. 26 Pavement Materials: HMA and PCC pavement should meet the latest applicable requirements of the CDOT Standard Specifications for Road and Bridge Construction. We recommend HMA placed for the project is designed in accordance with the SuperPave gyratory mix design method. The HMA mix for light-duty and medium -duty pavement should generally meet Grading S or SX requirements, and the HMA mix for heavy-duty pavement should generally meet Grading SG for the bottom lift and Grading S or SX for the top lift. The HMA mix should be designed using a SuperPave gyratory design revolution (NDESIGN) of 75. Asphalt mixes should have a PG 64-22 asphalt binder. Concrete pavement should meet CDOT Class P specifications and requirements, including matching the coarse aggregate size to the presence of dowels, if used. The concrete sections presented above are assumed to be un -reinforced. Providing dowels at construction joints would help reduce the risk of differential movements between panel sections. Providing a grid mat of deformed rebar within the concrete pavement section would assist in mitigating corner breaks and differential panel movements. If a rebar mat is installed, we recommend that the bars be placed in the lower half of the pavement section. On projects that elect to install rebar mats, we have commonly seen No. 4 rebar placed at 24 -inch centers in each direction, however we recommend that a structural engineer evaluate the placement and spacing of rebar if needed. ABC materials should meet CDOT requirements for Class 6 aggregate base course Suborade Preparation: Subgrade conditions are projected to consist of existing predominantly granular natural soils where overlot fills are not placed. In addition, those pavement areas cut below existing grades or not receiving overlot fill will be at or very near groundwater. That condition could result in weak subgrade support and early pavement distress. To mitigate potential pavement distress in those areas, we recommend the pavement subgrade be at least 2 feet above the design groundwater level and that the top two feet of subgrade soils consist of granular materials generally meeting the requirements for CDOT Class 4 or 5 aggregate base course. Prior to placing fill, the exposed natural subgrade soils should be scarified to a depth of at least 12 inches and compacted to at least 95% of the standard Proctor (ASTM D698) maximum dry density at moisture contents recommended in the "Site Grading and Earthwork" section of this report. The fill and pavement subgrades should be proofrolled with a heavily -loaded pneumatic - Kumar & Associates, Inc. 27 tired vehicle or a heavy, smooth drum roller compactor. Pavement design procedures assume a stable subgrade. Areas that deform excessively under proof roll are not stable and should be removed and replaced to achieve a stable subgrade prior to paving In areas where groundwater is at or nearfill or pavement subgrade, scarification and compaction, as well as proofrolling and placement of fill, may result in excessive disturbance of the natural subgrade soils. In those areas, alternate means and methods may be necessary in order to establish a suitable subgrade for placing fill or pavement. Drainage: The collection and diversion of surface drainage away from paved areas is extremely important to the satisfactory performance of pavement. Drainage design should provide for the removal of water from paved areas and prevent the wetting of the subgrade soils. Joints should be routinely inspected, and joins and cracks that develop after construction should be sealed to reduce the potential for water to migrate though the pavement. DESIGN AND CONSTRUCTION SUPPORT SERVICES K+A should be retained to review the project plans and specifications for conformance with the recommendations provided in our report. We are also available to assist the design team in preparing specifications for geotechnical aspects of the project, and performing additional studies, if necessary, to accommodate possible changes in the proposed construction. We recommend that K+A be retained to provide construction observation and testing services to document that the intent of this report and the requirements of the plans and specifications are being followed during construction. This will allow us to identify possible variations in subsurface conditions from those encountered during this study and to allow us to re-evaluate our recommendations, if needed. We will not be responsible for implementation of the recommendations presented in this report by others, if we are not retained to provide construction observation and testing services. LIMITATIONS The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled at the approximate locations indicated on Fig. 1, and the proposed type of construction. This report may not reflect subsurface variations that occur, and Kumar & Associates, Inc. 28 the nature and extent of variations across the site may not become evident until site grading and excavations are performed. If during construction, fill, soil, bedrock or groundwater conditions appear to be different from those described herein, K+A should be advised at once so that a re- evaluation of the recommendations presented in this report can be made. K+A is not responsible for liability associated with interpretation of subsurface data by others. JWG/js Rev. by: JAN cc: Book, File Kumar & Associates, Inc. OAK STREET CL BORING 2 • • BORING 5 BORING 8 �` i . L� — — I t-\.- j a ' i ' BORING D-1 • BORING 3 LEGEND: • APPROXIMATE BORING LOCATION. APPROXIMATE TEMPORARY WELL LOCATION. - APPROXIMATE TEST PIT LOCATION. 50 0 50 100 APPROXIMATE SCALE -FEET • BORING 1 1 4 F --fir f f r a :1 • i BORING P-1 U _ w _� MW -2 0 • BORING 6 BORING 7 • BORING 4 MW -1 BORING P-2.. - PARFET STREET A TP -1 0 La c� z 0 o= w 0 In w a rn D_ w z 3 I W 58Th RD i c N elooE ao SITE z Y ~ INTERSTATE 7D _ . �.R.....,,..�..... W 44}h AVE VICINITY MAP NOT TO SCALE z zz w z W 52nd AVE 19-1-525 I Kumar & Associates I WESTFIELD OP FRONTAGE D AND I PARE TE SOTREET, WHOEATR DGE, COLORADOF I LOCATION OF EXPLORATORY BORINGS I Fig. 1 M 1 4 F --fir f f r a :1 • i BORING P-1 U _ w _� MW -2 0 • BORING 6 BORING 7 • BORING 4 MW -1 BORING P-2.. - PARFET STREET A TP -1 0 La c� z 0 o= w 0 In w a rn D_ w z 3 I W 58Th RD i c N elooE ao SITE z Y ~ INTERSTATE 7D _ . �.R.....,,..�..... W 44}h AVE VICINITY MAP NOT TO SCALE z zz w z W 52nd AVE 19-1-525 I Kumar & Associates I WESTFIELD OP FRONTAGE D AND I PARE TE SOTREET, WHOEATR DGE, COLORADOF I LOCATION OF EXPLORATORY BORINGS I Fig. 1 0 5 10 15 BORING 8 22/12 WC -24.8 DD= 1 02.2 +4=64 -200-4 NV NP WSS=0.00 A -1-c (1) 20/12 50/6 WC=7.2 +4=63 -200=3 30/12 us 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D2216); DO = DRY DENSITY (pcf) (ASTM D2216); +4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D6913); -200= PERCENTAGE PASSING NO. 200 SIEVE (ASTM D1140); LL = LIQUID LIMIT (ASTM D4318); PI = PLASTICITY INDEX (ASTM D4318); NV = NO LIQUID LIMIT VALUE (ASTM D4318); NP = NON -PLASTIC (ASTM D 4318); WSS = WATER SOLUBLE SULFATES (%) (CP -L 2103); A-2-4 (0) = AASHTO CLASSIFICATION (GROUP INDEX) (AASHTO M 145). 19-1-525 I Kumar & Associates I WESTII-70PFRONTAGEOANDI PARFET STREET,I WHEATRIDGE, COLORADO I LOGS, OF EE P ORATORYLBORINOGS NOTES I Fig. 3 P-1 P-2 LEGEND TOPSOIL. 19/12 WC -7.6 p SANDY LEAN CLAY (CL), FINE TO COARSE SAND FRACTION, MINOR GRAVEL, MEDIUM TO VERY -200=39 STIFF, SLIGHTLY MOIST TO MOIST, BROWN TO DARK BROWN. 16/12 LL=27 0 4 1/12 PI=11 o A-6 (1) POORLY -GRADED TO WELL -GRADED GRAVEL WITH SAND AND VARIABLE SILT (GP, GW, 5/12 GP -GM, GW -GM), FINE TO COARSE, MEDIUM DENSE TO DENSE WITH ISOLATED LOOSE AND 0,� )' VERY DENSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), BROWN. WC=26.7 - 0 18/12 0°�� 19/12 DD=97.0 .. — ... 5 POORLY -GRADED TO WELL -GRADED SAND (SP, SW), FINE TO COARSE WITH VARIABLE +4=5 GRAVEL, LOOSE TO MEDIUM DENSE TO OCCASIONALLY VERY DENSE, SLIGHTLY MOIST TO WET -200=57 w(BELOW GROUNDWATER), BROWN. PI=16 SILTY CLAYEY SAND (SC -SM), FINE TO COARSE, OCCASIONAL GRAVEL, VERY LOOSE TO A-6 (6) s a ::'� LOOSE, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), BROWN. w 43/12 ip FILL: CLAYEY SAND (SC), FINE TO COARSE, MOIST, BROWN. CLAYSTONE BEDROCK, FINE-GRAINED WITH OCCASIONAL FINE- TO MEDIUM -GRAINED SAND, FIRM TO HARD WHERE SAMPLED, MOIST, GRAY TO OCCASIONALLY BROWN AND REDDISH -BROWN. 40/12 15 � DRIVE SAMPLE, 2 -INCH I.D. CALIFORNIA LINER SAMPLE. DRIVE SAMPLE, 1 3/8 -INCH I.D. SPLIT SPOON STANDARD PENETRATION TEST. 8/12 DRIVE SAMPLE BLOW COUNT. INDICATES THAT 8 BLOWS OF A 140 -POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE THE SAMPLER 12 INCHES. 9 DEPTH TO WATER LEVEL AND NUMBER OF DAYS AFTER DRILLING MEASUREMENT WAS MADE. DEPTH AT WHICH BORING CAVED. NOTES 1. THE EXPLORATORY BORINGS WERE DRILLED ON AUGUST 6 AND 7, 2019 WITH A 8 -INCH -DIAMETER, HOLLOW -STEM CONTINUOUS -FLIGHT, POWER AUGER. 2. THE EXPLORATORY BORINGS WERE LOCATED BY HAND-HELD GPS. 3. THE ELEVATIONS OF THE EXPLORATORY BORINGS WERE NOT MEASURED AND THE LOGS OF THE EXPLORATORY BORINGS ARE PLOTTED TO DEPTH. 4. THE EXPLORATORY BORING LOCATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 6. GROUNDWATER LEVELS SHOWN ON THE LOGS WERE MEASURED AT THE TIME AND UNDER CONDITIONS INDICATED. FLUCTUATIONS IN THE WATER LEVEL MAY OCCUR WITH TIME. 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D2216); DO = DRY DENSITY (pcf) (ASTM D2216); +4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D6913); -200= PERCENTAGE PASSING NO. 200 SIEVE (ASTM D1140); LL = LIQUID LIMIT (ASTM D4318); PI = PLASTICITY INDEX (ASTM D4318); NV = NO LIQUID LIMIT VALUE (ASTM D4318); NP = NON -PLASTIC (ASTM D 4318); WSS = WATER SOLUBLE SULFATES (%) (CP -L 2103); A-2-4 (0) = AASHTO CLASSIFICATION (GROUP INDEX) (AASHTO M 145). 19-1-525 I Kumar & Associates I WESTII-70PFRONTAGEOANDI PARFET STREET,I WHEATRIDGE, COLORADO I LOGS, OF EE P ORATORYLBORINOGS NOTES I Fig. 3 SAMPLE OF: Silty Clayey Sand (SC—SM) FROM: Boring 1 @ 1' WC = 7.7 %, DD = 99.4 act —200 = 34 %, LL = 24, PI = 6 2 0 ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE TO WETTING _2 o—alas. —4 w 3 —6 z 0 a —8 J O Z O 0-10 —12 —14 —16 ,nese �es� res��<s "bhe " o��, �o ane mP�es "b", The �es����g ,ePo,� do shall not be reoroa�aa, =eon �� i,11,nno�i in, .mue� oaa,o.oi m Kronor ora naammes, m�. Seat Card eeso�g oeao�ea �� �omo�a ..m T. .1 1.0 APPLIED PRESSURE — KSF 10 100 E E� / 19-1-525 Kumar &Associates SWELL -CONSOLIDATION TEST RESULTS Fig. 4 o—alas. SAMPLE OF: Sandy Lean Clay (C L) FROM: D-1 � 4' WC = 26.7 %, DD = 97.0 pcf —200 = 57 %, LL = 35, PI = 16 1 NO MOVEMENT UPON WETTING 0 J —1 W o—alas. N —2 Z O H Q —3 J O O Z O —4 —5 —6 —7no ,nese �es� res��<s oPPy o��, �o ane �es�ea..ne �es����g ,ePo,� do sxmP�es mi not be reoroa�aa, =eon �� in 11, .nno�i in, .mue� oaa,o.oi m u�mo, ora naammes, m�. co�sor�a0000 eeso�g oeao�ea �� �omo�a ..m T. .1 1.0 APPLIED PRESSURE — KSF 10 100 do E E� / 19-1-525 Kumar Associates SWELL -CONSOLIDATION TEST RESULTS Fig. 5 o—alas. Y -- _ IIIIIIIIIIIIZME � I • •�1��1 It -- �� 1� 1�1��1 1—� • . 1 1 • 1 1 HYDROMETER ANALYSIS U.S. STANDARD SERE CLEAR SQUARI 011NINOS • •�1��1 It -- �� 1� 1�1��1 1—� 1 1 1 • 1 1 ® Kumar & Associates•A1• • _ FA _ _ _____Y__ • I�1��• II -- �� 1� 1�1��1 II-� • • 1 1 HYDROMETER ANALYSIS U.S. STANDARD SERIES CLEAR SQUARI 011NINOS _ Y w ' w ��wwwwww���wwwwww- Y ��YYYYYYIwYYYYYw— Y ��YYYY��Y��YYYYYY— w ��wwwwv wwwwwwww- ' w Y ��YYYYII�YYYYYYYw— Y ��YYY—��YwYYYYY��— w ��www��wwwwwwwww- ' w ��wwwi�wwwwwwww��- Y . w �_�wwi�wwwwwwwwww-_ • I�1��1 It -- �� 1� 1�1��1 1-� 1 1 • 1 1 Kumar & Associates GRADATION TEST RESULTS HYDROMETER ANALYSIS SIEVE ANALYSIS 100 4 HRS 45 MIN TIME READINGS HRS 1 15 MIN 60 MIN 19MIN IMIN 1MIN 200 U.S. STANDARD SERIES IT.. 50 60 uren I6 el. 1. CLEAR SOUhsl OPENINGS 6 3 B- 3/4- 1 112 5"6" B"D 90 10 aD D TO ao eD 40 50 0 40 so as io 20 Ro la 90 aIDIIDD .or .002 .005 .009 DIM .Da] .0]5 .Iso .D.0 1 .600 I.ID 12.36 4.]5 9.5 I9 ae.l ]e.z IZJ zoo .425 2.0 15. DIAMETER OF PARTICLES IN MILLIMETERS CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM COARSE FINE COARSE GRAVEL 63 % SAND 34 % SILT AND CLAY 3 % LIQUID LIMIT PLASTICITY INDEX SAMPLE OF: Well—Graded Gravel with Sand (GW) FROM: Boring B ® 9' These test results apply only to the mples which were tested The testing report shall not be reproduced, except In full, without the written approval of Kumar A Associates, Inc. Sieve anolysis testing is performed in accordance with ASTM D6913, ASTM W928, ASTM C136 and/or ASTM D1140. 19-1-525 Kumar & Associates GRADATION TEST RESULTS Fig. 8 Boring/Well No. Project Axis 70 West Client Westfield Company, Inc. Location NE Corner Parfet St & W 1-70 Frontage Road Project No. 19-1-525 Date Drilled August 27, 2019 Total depth 22.0 ft Diameter 8.25 in. Relative T.O.C. Elev. N/A Water depth (inii.) N/A 48-hrs. 3 ft. Screen: Dia. 2.0 in. Length 20.0 ft. Slot Size 0.010 in. Casing: Dia. 2.0 in. Length 5.0 ft. Type Schedule 40 PVC Drilling Company Dakota Drilling, Inc. Drilling Method Hollow Stem Driller RR Log by DC Sampling Method N/A Sketch Map SEE FIG. 1 Notes: _ a a _ 0 Description/Soil Classification z(Color, Texture, Structure) m E o C C an WELL CAP .................................. ....................................................................... .................................. .................................. SOLID RISER ....................................................................... ....................................................................... 0 ............................ .. ... ....................................................................... 1: .............................. .. POORLY- TO WELL -GRADED SAND AND GRAVEL. ....................................................................... 2 .................................. :......................................................................... BENTONITE:. 3 q` .................. .... ........ ......... 5 ......... ......... ...... ......... ......... 6 ......... ......... ...... ... ........ ......... 7 10/20. SAND. g......... ......... ...... ........ ......... 9 .......................................................................................................... 1 0 :r .WELL. SCREEN ......... ..... ......... 11 —12— ......... ......... ......... ......... ....... ..... ........ ......... ......... ......... —13— ......... ......... ...... .. ........ ......... —14 ......... ......... ...... Z. ........ ......... —15— ...:................................... ......................................................................... —16 . .. .................................. ........................................................................ —17— ......... ......... ..... ......... ......... —18 ;.... .:.:..::. ............................ ...... . '. ....................................................................... 19 ......... ......... ...... ......... ......... 20 -.''. �.: .:................................... .. ........................................................................ 21 :.: .................... ..... Z. ......... ......... ......... ......... ......... ......... .:............... .................. ......................................................................... 20-1-156DI Kumar$ Associates I TEMPORARY WPFF FOG I Fig. 9 Boring/Well No. Project Axis 70 West Client Westfield Company, Inc. Location NE Corner Parfet St & W 1-70 Frontage Road Project No. 19-1-525 Date Drilled August 27, 2019 Total depth 22.0 ft Diameter 8.25 in. Relative T.O.C. Elev. N/A Water depth (inii.) N/A 48-hrs. 5 ft. Screen: Dia. 2.0 in. Length 20.0 ft. Slot Size 0.010 in. Casing: Dia. 2.0 in. Length 5.0 ft. Type Schedule 40 PVC Drilling Company Dakota Drilling, Inc. Drilling Method Hollow Stem Driller RR Log by DC Sampling Method N/A Sketch Map SEE FIG. 1 Notes: _ a a _ 0 Description/Soil Classification z(Color, Texture, Structure) m E o C C an WELL CAP .................................. ....................................................................... .................................. .................................. SOLID RISER ....................................................................... ....................................................................... 0 ............................ .. ... ....................................................................... 1: .............................. .. POORLY- TO WELL -GRADED SAND AND GRAVEL. ....................................................................... 2 .................................. :......................................................................... BENTONITE:. 3 q` .................. .... ........ ......... 5 ......... ......... ...... ......... ......... 6 ......... ......... ...... ... ........ ......... 7 10/20. SAND. g......... ......... ...... ........ ......... g.......................................................................................................... 1 0 :r .WELL. SCREEN ......... ..... ......... 11 —12— ......... ......... ......... ......... ....... ..... ........ ......... ......... ......... —13— ......... ......... ...... .. ........ ......... —14 ......... ......... ...... Z. ........ ......... —15— ...:................................... ......................................................................... —16 . .. .................................. ........................................................................ —17— ......... ......... ..... ......... ......... —18 ;.... .:.:..::. ............................ ...... . '. ....................................................................... 19 ......... ......... ...... ......... ......... 20 -.''. �.: .:................................... .. ........................................................................ 21 :.: .................... ..... Z. ......... ......... ......... ......... ......... ......... .:............... .................. ......................................................................... 20-1-156DI Kumar$ Associates I TEMPORARY WPFF FOG I Fig. 10 TABLE SUMMARY OF LABORATORY TEST RESULTS PROJECT NO.: 19-1-525 PROJECT NAME: Westfield Parfet DATE SAMPLED: 8-6-19 and 8-7-19 DATE RECEIVED: 8-9-19 SAMPLE NATURAL NATURAL GRADATION PERCENT ATTERBERG LIMITS WATER LOCATION DATE MOISTURE DRY PASSING SOLUBLE AASHTO CLASSIFICATION SOIL OR BEDROCK TYPE LIQUID PLASTICITY DEPTH TESTED CONTENT DENSITY GRAVEL SAND NO. 200 SULFATES BORING (feet) (%) (pcf) (%) N) SIEVE LIMIT INDEX (%) (group index) 1 1 8-14-19 7.7 99.4 4 62 34 24 6 A-2-4 (0) Silty Clayey Sand (SC -SM) 2 4 8-14-19 6.7 123.6 65 31 4 A -1-a (1) Well -Graded Gravel with Sand (GW) 3 4 8-14-19 1 19.3 97.8 1 0 97 1 3 A -1-b (1) Poorly -Graded Sand (SP) 4 4 8-14-19 9.4 128.4 50 46 4 0.00 A -1-a (1) Poorly -Graded Gravel with Sand GP Well -Graded Gravel with Silt and 4 9 8-14-19 6.5 60 34 6 Sand (GW -GM) Poorly -Graded Gravel with Silt and 5 9 8-14-19 8.6 124.6 50 45 5 NV NP Sand GP -GM Poorly -Graded Gravel with Silt and 6 1 8-14-19 6.8 126.0 54 41 5 A -1-a (1) Sand GP -GM 7 4 8-14-19 13.1 116.0 37 60 3 NV NP Well -Graded Sand with Gravel (SW) 8 1 8-14-19 24.8 102.2 64 32 4 NV NP 0.00 A -1-a (1) Well -Graded Gravel with Sand (GW) 8 9 8-14-19 7.2 63 34 3 Well -Graded Gravel with Sand (GW) P1 1 8-14-19 7.6 39 37 11 A-6 (1) Fill: Clayey Sand (SC) D1 4 8-14-19 26.7 97.0 5 38 57 35 16 A-6 (6) Sandy Lean Clay (CL) Reviewed for Zoning compliance by the 1 A i No C.O. may be issued until public Approved per Case No. WZ-20-02 Ss City of wheat Ridge Planning Division All lighting shall be in conformance with Section 26-503 improvements are complete as identified in the Case No. WZ-20-03 APPROVED of the Zoning and Development Code with fixtures fully Subdivision Improvement Agreement. shielded so that the source of the illumination is not visible Site fencing will requir separate permits from adjacent properties and streets. Site signage will require separate BY: permits. if greater than 6' in height. DATE: March 29, 2021 Prior to project completion or granCng of a Certificate of Approved with conditions Occupancy, an As -Built Survey, Improvement Survey Dumpster or trash storage are must be screened all COMMENTS: PP Plat, or ALTA/ACSM Land Title Survey shall be sides visible to a public streDiMo any �ssininggggle-or tit famiI per redlines Plans. ed to the City to verify compliance with approved home within 100 feet. Ag be r e Core meet screening re uiremMing The issuance of a building permit should not be construed to be Dumpsit shall be los e t i a approval of a business license. All parking and drive areas shall be in with concrete or asph Lextend in the conformance with Section 26-501 of lilie MR111p9111 alca x1i ulau Guy u asi track servicing the As part of the foundation inspections and PRIOR TO Zoning and Development Code and the also on pavement. The zoning inspection for a dumpster ■ ■ ■ proceeding with any further construction/inspections, a Axis 70 West ODP Case No. WZ-20-02 inspection will not be approved until paving is complete. R*Idge completed, signed and sealed Foundation Setback and P g & SDP Case No. 20-03 as applicable. No ascTriangleal obstruction allowed Elevation Certification shall be submitted to the City for Sight review. The certification form shall be full completed b y P y Owner/Contractor is responsible for locating property lines All landscaping shall be in conformance with a Professional Land Surveyor licensed in the state of and constructing improvements according to the approved section 26-502 of the Zoning and Development Colorado, stating that the foundation was constructed in plan and required development standards. The City is not Code and the Axis 70 West ODP CueNo. compliance with all applicable minimum setback and responsible for inaccurate information submitted within the WZ-20-02 & SDP Case No. 20-03 as applicable. elevation requirements of the City. USE CITY'S plan set and any construction GOT ors resulting from STANDARD ISOF M. ccurate information. All landscaping shall be ivstalled'v accordance project date with he�aC.O.. andadscapian riorto,Voiect directory vicinity man sh Lssuance ofa C.O. If landse m cannot be installed prior to C.O., a Ian scap escrow PROJECT INFORMATION: agreement with financial guaranto a in the amount CS PROJECT NAME AXIS 70 NEST of 125% of the cost of the install ion shall be architect contractor OC1-I V eltelor • •` em" E OBERON L" '""'""""'"" LOCATION: 4990 PARFET ST required. WESTFIELD COMPANY, Inc. GREY WOLF ARCHITECTURE MURRAY AND STAFFORD `�;paee� R NY.e 0 W a„'s` E w5% w u,„a, n h1so", WHEAT RIDGE, CO 80033 4221 BRIGHTON BLVD. 1543 CHAMPA ST, STE 2DO 5120 OSAGE STREET, SUITE 1DO s, R'I o'O E;. _ wsm„L„ 0 ween Reviewed by the City of Wheat Ridge t tv Engineering Division APPROVED BY: David F. Brossman DATE 03/30/2021 COMMENTS: Civil Engineering Plans ONLY letindex COVER SHEET 2018 INTERNATIONAL FIRE CODE (IFC) 2009 ANSI ICC A117.1 ( AS REFERENCED IN THE 2015 INTERNATIONAL BUILDING CODE) BUILDING CODE SUMMARY: NEW CONCRETE TILT -UP BUILDING: CORE AND SHELL ONLY. T.I. OF CORE 8 SHELL WILL BE PART OF OTHER T.I. PROJECTS OCCUPANCY GROUP: B (BUSINESS GROUP) SECTION 304 S1 (STORAGE GROUP) SECTION 311 Fl (FACTORY GROUP) SECTION 3D6 BUILDING AREA: APPLICABLE CODES $REQUIREMENTS: 18 INTERNATIONAL BUILDING CODE (IBC) DENVER, CO 80216 303.298.1111 303.260.4321 (MATT) DENVER, COLORADO 80202 303.2929107 x 2234 (KEN) 303.2929107 X 4300 (JANA) DENVER, COLORADO 80221 303.420.0234 303.598.1403 w5?m A., W slis ry Red Rocks w*"'^All wsmi Ave Community _: College - I A R V A D A `s o PLAZA AREA Chi UNDER SEPARATE COVER. ALLOWABLE BUILDING HEIGHT W/ SPRINKLER: PEAK ENGINEERING, Inc. 0 NATIONAL ELECTRIC CODE03.420.7666 (NEC)( ) MATT MITCHELL 303.2924297 (fax) (fax) wsam j Y - - Arvada... an y o - n - 970.249.9392 ALLOWABLE FLOOR AREA W/ SPRINKLER AND OPEN SPACE INCREASE 720.602.4936 (KYLE) 2 INTERNATIONAL PLUMBING CODE (IPC) SECTION 507.4 OCCUPANCY CLASSIFICATION: JULEE WOLVERTON / a,aae NO SEPARATION REO'D SECTION 506.3.3 TYPE OF CONSTRUCTION: DOOR SCHEDULES 2018 INTERNATIONAL MECHANICAL CODE (IMC) mmitchellOwestileld-co.eom KEN HARSHMAN TONY STOFFEL I a €% Arvada Ridge E] w5"tlP' A� INDUSTRIAL AREA 100 GROSS - TBD AREA 500 GROSS JOHN HART 2018 INTERNATIONAL FUEL GAS CODE (IFGC) 303.618.6307 kharshmanOgreywolletudio.eom astoffel0rintrroyandstafford.net Soto s e - „,,,„u _ ws„^-_' carrollemallOaol.com AU SITE PLAN TABLE 1017.2 2018 INTERNATIONAL ENERGY CONSERVATION CODE (IECC) JASON MILLER w52nd Ave Jack in the Box {� y y AE DESIGN COMMON PATH OF EGRESS TRAVEL 100' TABLE 1006.21 nillerOstileld-co.com jwe JANA HUTKOVA JOEL SCOTT p I - MwaeR° _ LITTLETON, CO 60120 A1.2 SITE DETAILS 2018 INTERNATIONAL FIRE CODE (IFC) 2009 ANSI ICC A117.1 ( AS REFERENCED IN THE 2015 INTERNATIONAL BUILDING CODE) BUILDING CODE SUMMARY: NEW CONCRETE TILT -UP BUILDING: CORE AND SHELL ONLY. T.I. OF CORE 8 SHELL WILL BE PART OF OTHER T.I. PROJECTS OCCUPANCY GROUP: B (BUSINESS GROUP) SECTION 304 S1 (STORAGE GROUP) SECTION 311 Fl (FACTORY GROUP) SECTION 3D6 BUILDING AREA: jlutkova0greywolfstudlo.com TOTAL BUILDING AREA 142200 SE SECTION 502 WAREHOUSE AREA TBD IN T.I. PERMIT ' OFFICE AREA TBD IN T.I. PERMIT Landscape Architect FACTORY AREA TBD IN T.I. PERMIT FOR GREEN ALLOWABLE BUILDING HEIGHT W/ SPRINKLER: PEAK ENGINEERING, Inc. IN FEET MAX 75' (MAX 50' BY ZONING CODE) TABLE 504.3 PROVIDED 40'-8' GREENWOOD VILLAGE, CO 80111 IN STORIES MAX 3 TABLE 504.4 PROVIDED 1 970.249.9392 ALLOWABLE FLOOR AREA W/ SPRINKLER AND OPEN SPACE INCREASE 720.602.4936 (KYLE) UNLIMITED (OPEN YARDS > 60' ALL SIDES) SECTION 507.4 OCCUPANCY CLASSIFICATION: JULEE WOLVERTON NONSEPARATED OCCUPANCIES SECTION 506.3 NO SEPARATION REO'D SECTION 506.3.3 TYPE OF CONSTRUCTION: DOOR SCHEDULES II -B SECTION 602 WITH AUTOMATIC ESFR SPRINKLER SYSTEM SECTION 903.3.1.1 OCCUPANT LOAD: DETAILS BUSINESS AREA 150 GROSS - TRO TABLE 1OD4.5 INDUSTRIAL AREA 100 GROSS - TBD AREA 500 GROSS JOHN HART WAREHOUSE -TBD TOTAL TBD IN T.I. PERMIT 303.618.6307 EGRESS WIDTH SECTION 1005.3.2 DOOR 0.15 x DOC LOAD SECTION 1005.1 PROVIDED 19 x 3V DOORS (CORE 4 SHELL) carrollemallOaol.com TRAVEL DISTANCE: TABLE 1017.2 WITH SPRINKLER SYSTEM 250 Geotechnical Engineer: PROVIDED <2W AE DESIGN COMMON PATH OF EGRESS TRAVEL 100' TABLE 1006.21 PROVIDED ODD' 2390 S UPAN ST NUMBER OF EXITS: SECTION 1006.3.2 REWIRED 2 LITTLETON, CO 60120 PROVIDED 20 303.742.9700 PLUMBING SYSTEM CHAPTER 29 REWIRED PLUMBING FIXTURES TO BE PROVIDED AS PART OF T.I. PERMIT DRAWINGS. ( ENERGY COMPLIANCE: RE A8.1 4 FULL BUILDING ENVELOPE COMCHECK UNDER SEPARATE COVER Q 1 NOTE 1. 'FIRE SPRINKLER SYSTEM AND FIRE ALARM / SPRINKLER MONITORING SYSTEM PLANS ARE TO BE SUBMITTED SEPARATELY. 2 THE BUILDING IS INTENDED FOR THE PURPOSE OF HIGH -PILED STORAGE AND WILL MEET THE REQUIREMENTS OF THE INTERNATIONAL FIRE CODE CHAPTER 32." RACKING PLAN TO BE SUBMITTED AS PART OF T.I. 3. FIRE EXTINGUISHER LOCATION TO BE CDORDINATED WITH TENANTS RACKING LAYOUT .I W heat }Zcie CbMMvnln Drvuernu'n APPROVED PR V iN'id IM CGei C Wella sw kirkmoney 03/23/2021 Plans Exarrrw Oats aelNLss�:>k hswweyee,...r.�.R•?..'v[w+w.suv+w eNawarlPFaMnlf McI,?,�tp[PwNMa( ..en9lmfe r`ike, ejAft Mike P^5„T9adr MWrlYie Airexiq [ad,w?l'1, W1snnMW+aY.IW+e14w51 Ing plan I 2 p S"I My Riedel n 9 Q QVerizon w Ting - Rid Target ada� Wheat Ridge - Ward E] QApplied Inc. GARRI Coatings lits. - w500i eSlamucks blleyball'pk TIGAR Gymnastics F 9 nand Cheer Medved Chevrolet Q n Brass Armadillo He i eat ©Denny's Antique Mall - Denver Q Rid eSYore Holiday Inn Express 8 Suites Wheat Ridge.. - o ®Super Bm $ _ EarsonsSki &SponQ Wyndham Wheat...= K sw ` MANSFIELD " IDEA Trailer source -^ _ Sales Parts Service ® ""^^"` 9 5 9 n TA Truck Service 2 Q 5280 Gymnastics we its MealsQ QRocky Mountain W0.ath Ave -Wheat l wain Ave Q$� Forest Products - s Animal Hospital NICE N G y Armbrust Pro Gym 9 AI tabor lake 0PzS"" Go 91¢ 1G il'S Cker Cree, k + PROJECT LOCATION WHEAT RIDGE, 00 CI 52'-0' 1 560'-0' 1 i I EGRESS PLAN CS 1"=50'-0" LEGEND jlutkova0greywolfstudlo.com Joel-scottQmurrayandetafford.net msnitant,12 COMMON PATH OF EGRESS TRAVEL ' Civil: Landscape Architect Structural: FOR GREEN JULEE WOLVERTON PEAK ENGINEERING, Inc. 5619 DTC PKWY, STE 1150 61945 NIGHTHAWK ROAD 390 UNION BLVD, STE 500 GREENWOOD VILLAGE, CO 80111 MONTROSE. W 81401 LAKEWOOD, CO 80228 720.602.4936 (RYAN) 970.249.9392 303.274.0707 720.602.4936 (KYLE) A5.2 720.542.7421 A5.3 JULEE WOLVERTON 303.274.0808 (FAX) RYAN LITTLETON, PE )ulee0)uleewdvertan.com SITE PANEL ELEVATIONS rlittletonOhrgreen.com DOOR SCHEDULES MIRIAM A FOX WINDOW SCHEDULES Irrigation Designer mfoxOpeakengr.com KYLE HOFFMEISTER, PE DETAILS S5.5 khoffmeisterChrgreen.com Water Engineering, INC JOHN HART 0 303.618.6307 jtartOpeakengr.com TOM F CARROL CID, CUA carrollemallOaol.com Plumbing, Mechanical: Electrical: Geotechnical Engineer: Christopher Menges AE DESIGN Kumar & Associates, Inc. Engineering, Inc. 1900 WAZEE ST #205 2390 S UPAN ST 6147 S WINDERMERE DENVER, GO 80202 DENVER, CO 80223 LITTLETON, CO 60120 303.296.4443 303.742.9700 720.333.6851 ERIC REITAN WADE GILBERT CHRIS MENGES, P.E. ereitanOaedesign-inc.00m wgObertOkumarusa.com chrie@nengeseng.com Ing plan I 2 p S"I My Riedel n 9 Q QVerizon w Ting - Rid Target ada� Wheat Ridge - Ward E] QApplied Inc. GARRI Coatings lits. - w500i eSlamucks blleyball'pk TIGAR Gymnastics F 9 nand Cheer Medved Chevrolet Q n Brass Armadillo He i eat ©Denny's Antique Mall - Denver Q Rid eSYore Holiday Inn Express 8 Suites Wheat Ridge.. - o ®Super Bm $ _ EarsonsSki &SponQ Wyndham Wheat...= K sw ` MANSFIELD " IDEA Trailer source -^ _ Sales Parts Service ® ""^^"` 9 5 9 n TA Truck Service 2 Q 5280 Gymnastics we its MealsQ QRocky Mountain W0.ath Ave -Wheat l wain Ave Q$� Forest Products - s Animal Hospital NICE N G y Armbrust Pro Gym 9 AI tabor lake 0PzS"" Go 91¢ 1G il'S Cker Cree, k + PROJECT LOCATION WHEAT RIDGE, 00 CI 52'-0' 1 560'-0' 1 i I EGRESS PLAN CS 1"=50'-0" LEGEND TO TRAVEL DISTANCE CPET COMMON PATH OF EGRESS TRAVEL ' MAIN EXIT/ ENTRY p EXIT A2.1 OVERALL FLOOR PLANS A2.2 ENLARGED FLOOR PLAN - NORTH A2.3 ENLARGED FLOOR PLAN - SOUTH A2.4 ENLARGED FLOOR PLANS A2.5 ROOF PLAN AM EXIEPoOR ELEVATIONS A4.1 BUILDING SECTIONS A4.2 WALL SECTIONS A4.3 WALL SECTIONS A4.4 WALL SECTIONS A5.1 SOUTH do NORTH PANEL ELEVATIONS A5.2 EAST PANEL ELEVATIONS A5.3 NEST 8 EAST PANEL ELEVATIONS ASA WEST PANEL ELEVATIONS A5.5 SITE PANEL ELEVATIONS A6.1 DOOR SCHEDULES A6.2 WINDOW SCHEDULES A7.1 PANEL DETAILS A7.2 DETAILS L PE CHO ICH��T�BU�Ii�.DpIN�G�B�VEQ 3rn V l EmAu S1.2 TABLES & SCHEDULES S1.3 TYPICAL DETAILS SIA TYPICAL DETAILS S1.5 TYPICAL DETAILS S21 LOAD DIAGRAMS S2.2 PARTIAL FDN. PLAN S2.3 PARTIAL FDN. PLAN S24 PARTIAL ROOF FRAMING PLAN S2.5 PARTIAL ROOF FRAMING PLAN S2.6 ENLARGED PLANS S3.1 FOUNDATION DETAILS S3.2 FOUNDATION DETAILS S4.1 FRAMING DETAILS S4.2 FRAMING DETAILS S4.3 FRAMING DETAILS S5.1 PANEL DETAILS S5.2 PANEL REINFORCING S5.3 PANEL REINFORCING 55.4 PANEL REINFORCING S5.5 PANEL REINFORCING S5.6 PANEL REINFORCING 16 ,J„I:,I� i P1.1 PLUMBING SPECIFICATIONS P2.1 PLUMBING PLAN - NORTH P22 hanwWAL6 PLUMBING PLAN - SOUTH 111.1 MECHANICAL SPECIFICATIONS MZ1 MECHANICAL PLAN - NORTH M22 � y MECHANICAL PLAN - SOUTH EO,O ELECTRICAL COVER SHEET EID ELECTRICAL SITE PLAN E20 ELECTRICAL OVERALL PLAN E2.1 ELECTRICAL ENLARGED PLAN - NORTH E22 ELECTRICAL ENLARGED PLAN - SOUTH E3.0 ELECTRICAL ONE -UNE DIAGRAM E3.1 ELECTRICAL SCHEDULES ELECTRICAL PHOTOMETRIC PACKAGE 3 ROW UGHTINGS - UNDER SEPARATE COVER. PART OF SDP SUBMITTAL R CIVIL CONSTRUCTION ��DRAAWINGS GS� �\� ssMO UNDER SEPARATE COVER. PART OF SOP SUBMITTAL It CIVIL DRAWINGS rCOON�S,T.RU�CTION hUGA�W* IhU1iti:-i'].4LU,�1r Ai;i Z 0 04 Z 0 0 ARCH TECT PLArvSIry Feels (/f N INTERIOR DESIGN 1 543 champs St. #200 L.0 denver, co 80202 phone: 303.292.9107 M fax: 303.292.4297 W W H (/f 0/� I- �' Vs Q U 04,W w 0 Z 0 04 Z 0 0 All DRAM AND MITTEN INFORMATION APPEARING HEREIN IS COPMIGHTED INFORMATON AND SHALL NOT BE DUPLICATED. DISCUSSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JH CHECKED KWH ISSUE 0 06 21 P�ERMIITT 03.09.21 FOR CONSTRUCTION REVISIONS 02.15.21 PERMIT RESUB COVER SHEET CS D21 Feels (/f (y) O 00 L.0 O W Oelm (/f 0/� I- �' Vs Q 04,W All DRAM AND MITTEN INFORMATION APPEARING HEREIN IS COPMIGHTED INFORMATON AND SHALL NOT BE DUPLICATED. DISCUSSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JH CHECKED KWH ISSUE 0 06 21 P�ERMIITT 03.09.21 FOR CONSTRUCTION REVISIONS 02.15.21 PERMIT RESUB COVER SHEET CS D21 I. A-1 A_) FRE res m ., n rvE I -E 00. AT MIA GEARY rGo iZ ROW PENS. 16DEDICATORP. BY PLO ]C 11 ] PID ZONING 1s4 so ZONING mFLY _ O 04 \/ A ) ZONING BE ZONING ° ZONING a W 1-70 FRONTAGE RD AA .15o23 /? 1 6.0 26 ZONING IT z z sc o-1/2 R ° _ `Sohl 50TH AVE - _ - - PS N9 a=R� YAAA - s0 ]R (.o ROW) 4D firm 5FR.. 1 aA j� s Ac 1 IIP AL 23 H (D C-1 29]B IIII ;I;M Al R ZONING.1.31;1 BFT ASM, AM SI89'29']tir-k_ _ _-,—, I [(E) ZONING < RE AAai AD FF 6 139.09A.L - (140.00' REG) y} O 21 A 15DE 10 BB9 FORMING BUILDING 1sI / ) 1 T PRROPOS I s .0 Q: 1 u0NIR� 13 g s A T6 "T� 5 1 zB 1 R5 (� 11 I N m 1 s — ME', Iso a]�I so 1 AA DECEEL IRIIfk COURT/ LOA ash IIII Q> 1 411 PID I �V-:IIII d•.' lz] ZONING Exlsnmc BmmlNc 651qv Ve 11 aw oemnou (El Accessal BLDG a1bpo PreoPO4 wLD sE ROW CAR EN (249 PARKING SPACE =1.75 PER 0.U] DEDaiFnGN Q A By (E) A ELECT. AT Tj wM '� DRAW Ib *(E) ACCESS 1O 2 FAR ovERxnmc FRE res m ., n rvE � =1 1 00. AT MIA GEARY rGo iZ ROW PENS. 16DEDICATORP. BY PLO ]C 11 ] 550 1s4 so mFLY _ O 04 \/ A ) ZONING &Po >(E) ZONING a W 1-70 FRONTAGE RD AA .15o23 1 6.0 26 z z A. `Sohl awsaGRWEST sueomslou mo PS s0 ]R 4D firm 5FR.. 1 aA j� s Ac 1 IIP 23 H (D C-1 29]B IIII ;I;M Al R ZONING.1.31;1 BFT ASM, (E) EXIrnrvG BUILDING I I I h(E) ACCESS I I PID ZONING ITE SPLAN AI.I 1"=60 E PLAN NG GENERAL NOTEs154 J,nveF co 80202 �I CONTRACTOR TO IMMEDIATELY NOTIFY PHA ARCH PACT OF Anv PWI JT3 FEE 9107 DISCREPANCIES, ERRORS, OR CCrvNcs CISCORERFD IN THE O ■ TV ME 292 4297 W AWINGS 2 IFR DIEN30NAL INFCRMATON INDICATED ON (HESE ti INo6rtPEOTONAi SII7 DOCUMENTS CONFLICT WITH THAT s, FIAT INFORMATION SHALL THEE PRECmEGNCEF BIO i . ]. AL FOR PARKING LOT NVB 9S YOU NGS ¢ (� LOCATED EL w KEYNOTES 0 0NEW PROPERTY LINE O2 BUILDING SETBACK 919ING EASEMENT. RE PLAT �j• z oN EASEMENT, RE PLAT 0 ]C EXFNG EASEMENT N BE VACATED BY PLAT, RE. PLAT ® PROPOSED STILLING r , O5 PARKING LOT ASPHALT PAVEMENT. RE'. CML OCONCRETE SIDEWALK 0 LANDSCAPE AREA RE LANDEGGER O0 ROW DEOICATON SHOWN CROSSHATCHED BY PLAT, RE'. PUT v) O(RUCK COURT CONCRETE PAVEMENT, RE CML z 10 PLANT ENCLOSURE W/ GAPES RE 0 & 9/ AI.2 O 11 BAKE RAW. RE'. A AIR 1zSTEELSTAIRS w/ / AT 2 v OPROPOSED PANTE / RETAINING WALL BE m ce MATCH THE BUILDING,HT. 10 AM RE A]a, PALL TO PART OF O BUILDING PERMIT. O6wmory AREA CONCRETE PATO W/ TABLE & BENCHES <@>RBE DEPARTMENT CONNECTOR & KNOX BOX 16 WSTNC ELECTRIC LAMER STRUCTURE i0 REMAIN OPROPOSED CONCEDED UTutt METERS (GAS, ELECW C & TRANSFERRED) <@>FORTUNE LOT LINE i0 BE RACHEL) By PLAT, RE. PLAT 5 Hi EFFECT FENCE, RE / AT_ O ADA PARKING STALL WIDTH SS OPPOSE MI R] 0 SIGN DEC )M VAN ADA PARKING STALL WIDTH II A PROVIDE MAKE R7-8 IF— 0 iW R] Ba SM v) CK) LWT POLE HT IB RE. ELECT Lu O ONO PARKING FRE LANE SIN RE FAL & F/ AT 2 PRBMBE 3 SUED Re ]m Slcn W 04 UNDERGROUND CAPERTON Re GRIL LO a O OMULHOYMNFOR FLLUMINATLG FREESTANDING MONUMENT SIGN SIGN ` ` � 0 IS ONLY AND TO BE PART OF OTHER CBC SUBMITTAL, RE 10/ AT z FOR PRoaosm oDESIGNN /0 — � � Qzfi OreA ACCESS LarvA AND AccEss EASEMENT oCo1cAPFo BY PIATO�� ALAN BLOCK GRAME WNL. BEIGE COLON, MIN HT 0. MAXMAR HE 25 V'. % LLJ _ RE FIAL W LANDSCAPE & 1]/ ACE 41- 3 ■ 0 PAOASTRIAN FIGHT, ITT. 12', Re ELECT. QSTREET LIGHT. HT 26. RE'. ELECT 0PEROT & FARM CAN RE LANDSCAPE SHF 1D FOR DETAILS{yof °0�of_ LEGEND S y w by � PreoPcso Premmiv urvE fo n0.G� Isarel EasnrvG PROPERTY urvE ----- EASEMENR —— BUILDING SETBACK DKIPLAWDIAKDRUKANTMI - BECTON LINE �"•' CONCRETE &REACH �¢r wmem 19 ' JH NEW ROW DENICATON E'er KWH A ACCESS NOT AND ACCESS EASEMENT, REPLATT 121120 50% CD AM ERE HYDRANT, RE CML G§LD 211 MR CONSTR21 UCTION ADA PARKING STALL PREPARED BUILDING ENTRY/ ART _ Q PROPOSED DOCK -HI/ DRIVE -N DOOR Da aJ PERMIT REBELS j TRAFFIC SIGV, RE. CIML PEDESTRIAN JGHYMG. RE ELECTRIC & DOPA 20 'EL FIGHT POLE WTHIN AT RE. ELECTRIC & NOT 22 ep ALMOST LIGHT POLE, RE ELECTRO & NOTE 29 SITE PLAN All S AM AT MIA GEARY iZ ROW 16DEDICATORP. BY PLO AT 11 ] mFLY _ O ae C-2 \/ A ) ZONING &Po >(E) ZONING a W 1-70 FRONTAGE RD AA EXIrnrvG BUILDING I I I h(E) ACCESS I I PID ZONING ITE SPLAN AI.I 1"=60 E PLAN NG GENERAL NOTEs154 J,nveF co 80202 �I CONTRACTOR TO IMMEDIATELY NOTIFY PHA ARCH PACT OF Anv PWI JT3 FEE 9107 DISCREPANCIES, ERRORS, OR CCrvNcs CISCORERFD IN THE O ■ TV ME 292 4297 W AWINGS 2 IFR DIEN30NAL INFCRMATON INDICATED ON (HESE ti INo6rtPEOTONAi SII7 DOCUMENTS CONFLICT WITH THAT s, FIAT INFORMATION SHALL THEE PRECmEGNCEF BIO i . ]. AL FOR PARKING LOT NVB 9S YOU NGS ¢ (� LOCATED EL w KEYNOTES 0 0NEW PROPERTY LINE O2 BUILDING SETBACK 919ING EASEMENT. RE PLAT �j• z oN EASEMENT, RE PLAT 0 ]C EXFNG EASEMENT N BE VACATED BY PLAT, RE. PLAT ® PROPOSED STILLING r , O5 PARKING LOT ASPHALT PAVEMENT. RE'. CML OCONCRETE SIDEWALK 0 LANDSCAPE AREA RE LANDEGGER O0 ROW DEOICATON SHOWN CROSSHATCHED BY PLAT, RE'. PUT v) O(RUCK COURT CONCRETE PAVEMENT, RE CML z 10 PLANT ENCLOSURE W/ GAPES RE 0 & 9/ AI.2 O 11 BAKE RAW. RE'. A AIR 1zSTEELSTAIRS w/ / AT 2 v OPROPOSED PANTE / RETAINING WALL BE m ce MATCH THE BUILDING,HT. 10 AM RE A]a, PALL TO PART OF O BUILDING PERMIT. O6wmory AREA CONCRETE PATO W/ TABLE & BENCHES <@>RBE DEPARTMENT CONNECTOR & KNOX BOX 16 WSTNC ELECTRIC LAMER STRUCTURE i0 REMAIN OPROPOSED CONCEDED UTutt METERS (GAS, ELECW C & TRANSFERRED) <@>FORTUNE LOT LINE i0 BE RACHEL) By PLAT, RE. PLAT 5 Hi EFFECT FENCE, RE / AT_ O ADA PARKING STALL WIDTH SS OPPOSE MI R] 0 SIGN DEC )M VAN ADA PARKING STALL WIDTH II A PROVIDE MAKE R7-8 IF— 0 iW R] Ba SM v) CK) LWT POLE HT IB RE. ELECT Lu O ONO PARKING FRE LANE SIN RE FAL & F/ AT 2 PRBMBE 3 SUED Re ]m Slcn W 04 UNDERGROUND CAPERTON Re GRIL LO a O OMULHOYMNFOR FLLUMINATLG FREESTANDING MONUMENT SIGN SIGN ` ` � 0 IS ONLY AND TO BE PART OF OTHER CBC SUBMITTAL, RE 10/ AT z FOR PRoaosm oDESIGNN /0 — � � Qzfi OreA ACCESS LarvA AND AccEss EASEMENT oCo1cAPFo BY PIATO�� ALAN BLOCK GRAME WNL. BEIGE COLON, MIN HT 0. MAXMAR HE 25 V'. % LLJ _ RE FIAL W LANDSCAPE & 1]/ ACE 41- 3 ■ 0 PAOASTRIAN FIGHT, ITT. 12', Re ELECT. QSTREET LIGHT. HT 26. RE'. ELECT 0PEROT & FARM CAN RE LANDSCAPE SHF 1D FOR DETAILS{yof °0�of_ LEGEND S y w by � PreoPcso Premmiv urvE fo n0.G� Isarel EasnrvG PROPERTY urvE ----- EASEMENR —— BUILDING SETBACK DKIPLAWDIAKDRUKANTMI - BECTON LINE �"•' CONCRETE &REACH �¢r wmem 19 ' JH NEW ROW DENICATON E'er KWH A ACCESS NOT AND ACCESS EASEMENT, REPLATT 121120 50% CD AM ERE HYDRANT, RE CML G§LD 211 MR CONSTR21 UCTION ADA PARKING STALL PREPARED BUILDING ENTRY/ ART _ Q PROPOSED DOCK -HI/ DRIVE -N DOOR Da aJ PERMIT REBELS j TRAFFIC SIGV, RE. CIML PEDESTRIAN JGHYMG. RE ELECTRIC & DOPA 20 'EL FIGHT POLE WTHIN AT RE. ELECTRIC & NOT 22 ep ALMOST LIGHT POLE, RE ELECTRO & NOTE 29 SITE PLAN All 6 €IC I 13I RETANING WALL Al2 1a•=1,_0• GPERFORATED FORMED THOMAS STEELE MFG, 19 GA. TABLE TOP MIO £AR M GONG PICNIC TABLE, HT BRq TABLE �i�S PICNIC N-6-mLS OSBI CART P0110ERWATE. MIDNIGHT BLUE � 1/2' STEEL TUBING 2° STEEL TUBING z PICNIC TABLE Al2 FIRE LANE SIGN Al2 1 1/2, -1 0 INTERNALLY IWIMINAIEB IED MANE SM. WIT ACRILC. FLAT xi ]° TENANT 1 A ANT2 ALUM. BLUE ACCENT TENANT3 e° BLACK AC ATTACHE TO ? CHAMFER CONCRETE B, PART COLORRE STUFF 1 131 NOTE'. MY FENCES GREATER iq M� 6' REEUIRE SEPARATE PE IT T SCREEN FENCE LOW A63 AI2 1 3/d•=1,_0• REVEAL, ➢P. ALUM T COLOR BR RE'. SHEET12ALUMe TUBING RlM ATCH COLOR P. RE SHELF 12 a INSTALLED BY BLAMED FENCE CONTRACTOR. BEFALL PER MFG RECOMMENDATION CAPABLE LR FOTO. RE'. AT PLAIN MIT UPTAKE SYMBOL ON BLUE BACKGROUND ON BORDER 12 CA. STEEL SIM SECURE TO PONT W1 ZC FLAT BELTS W/WASHERS AND HEX NUTS ARCEBE EeEEANA NLESPACES�RIM PLAN LOCALO DOME TO DRAIN 0 LANDSCAPE CARD. CONTINUOUS SEALANT CONCRETE SLAB PER MFG ARCHIMCMRE PLANNING 5ro STEL PIPE NATIONS) FINED Sauo ■ MM Gout. (FWND TOP SMOOTH )— GENERAL NOTES 154ACLompast #200 PAINT SAFETY YELLOW F �z®ioi wgcoETo IMMEDIATELY NOTIFY ME ARCHITECT OF Mv pGo, USE NOI GROUT fax m3rz9z4rz9]MP1. AND o. , OR CARROTS DISCOKERE) IN ME (RE-PRIME nxEncxEjlore m sEaoEm REPAINT PRIOR SEE x SEALANT AN POP EXP. ai NATURAL U b" LABORS RE OMLELF ¢ C� JTZ` BASE !lE.y1�i1�:Li]ii1:��7�]iI111 A1.2 1 1/2'=1 0 1/2' AT LANDINI RIPLONDING PUT BIG 2%2'e ANGLE TREAD 1Nixs1R T R CUPS, DO NOT 4990 PARFET ST ` \ BPALE E NDE AF I' x sY GALV. is. Posi ]9i6ryCJ LANNDIG SIX GORGE LANDING CONCRETE FOOTING SIRINCER, PAINT °V' REVEAL—S' EVEAL D D Ar, PAINTDOLE s s HANDRNLs, H I _4 STRUGGLE TO BEPAINTED .YX 2. TREADS AND RISERS TO BE EXPOSED NOT MONUMENT SIM IS GUAM FOR REFERENCE ONLY AND SHALL BE SUBMITTED SEPARATELY BY cALvqu¢E [No PAlrvl] SIGN KUMAR CT TO PROVIDE FORMS/ CONDUIT AT SIM LOCATED FOR SIGN ILLUMINATESL o MONUMENT SIGN 6 ADA SIGN a DETAIL @ T.O. STAIRS Al2 1 iJ" = U0" Al2 1 a• =,,-0• A1.2 1 1 a• = U0'• �HALLEHOLE FOR CARE CANE BOLI BOM SIDES OPPOSE A eDIIFONAL MME —� OLT T SECURE CATE IN DPW J POSlTUM o«ZOAAso[sCP AT EDGE OF DECKING E 22 CA M11- DECK BUILDING FIELID SAM INT MI TO MATCH a DIAGW AL SR. STR�TOP GE STRAP AT OF ,E, (ET DASHED) .1/A TO S -D' BELOW GRADE CRT IN CONCRETE MAN ONE HINGES AM GREASE F17INGS RE. DEUTERON CONCRETE SUYP B, T., CIPA ALLENTO [ aF M v TRASH ENC. FRONT ELEVATION BACKWALL O CDC w Al2 un° IB' -0° FOR DRAINAGE, MF r REINFORCE CONCRETE PAD, RE. CIOL _ NORTH TRASH ENCLOSURE TD BE SIAL/ MIRRORED IMAGE, RE EVIL ® AM PLAN opo a SOUTH ANGLE COST . AT ECCE OF PLAN s BIKE RACK All 1/E'=1F 0% D.>:° ECanc, FEAR ARES 1a•=1,-0• 3 � l� l6' 6ra COM RULES PALM ALL BOUARO AT FRONT CORNEAS TO A -P AEE 6'-0" PAINTED SAFETY YELOW, AN E -YAW AN R `. Er / ALrz, ECP. RECEPTACLE BY OFFERS. BOT A FDR REFERENCE ONLY AlPAINTED N MATCH BUILDING OR OCLO PEDESTRIAN ENTRY —TLT—UP CONCRETE WAIN PANT TO MATCH TR�KEWAlB0 CCOM PREFABRICATED CROPTTCO F9TRUPE RCE,JTUBE NIT GA 6° RULED GALA DOLLARS AT STEEL BACK COLOR REAR TO PEF E -O' IfNC, PEMEC SEAL AT PRMEIR EEEC YELLOW, FE DETAIL 4/Ald, FM NOTE PROMDE MIN AS D.0 BETOEEN (2) RACKS EXTERIOR STAIR SECTION AL2 3M°=1TY. °I> (EXTERIOR) 6'O STEEL PIPE RE'. 4/ AT.2, M. —STR'eLOSTllAR S PAINT I POPE INTERMEDIATEEMEMM VERCMs OF HPA STEEL PIPE AT C O.C., PAINT, RE EXT. EMS —MI EXTERIOR AREA ESC FOR ASSISTED '< RE�EUEsev SECS S 4" 3-V FLT -UP PANEL (TOTE IDR) A i 2 1EXTERIOR STAIR PLAN .J S 0 vi0 M ViLon PROMDE m°. e' OPENINGSIN BACKWALL O CDC w O IB' -0° FOR DRAINAGE, MF _ NORTH TRASH ENCLOSURE TD BE SIAL/ MIRRORED IMAGE, RE EVIL ® AM PLAN opo a SOUTH TRASH ENCLOSURE PLAN s BIKE RACK All 1/E'=1F 0% Al2 1a•=1,-0• EXTERIOR STAIR SECTION AL2 3M°=1TY. °I> (EXTERIOR) 6'O STEEL PIPE RE'. 4/ AT.2, M. —STR'eLOSTllAR S PAINT I POPE INTERMEDIATEEMEMM VERCMs OF HPA STEEL PIPE AT C O.C., PAINT, RE EXT. EMS —MI EXTERIOR AREA ESC FOR ASSISTED '< RE�EUEsev SECS S 4" 3-V FLT -UP PANEL (TOTE IDR) A i 2 1EXTERIOR STAIR PLAN .J S 0 vi0 121120 SP CD :'211 NR CONSTRUCETION SITE DETAILS All M ViLon O CDC w O 3�(D opo xNx0SET 0% Q 3 � 6ra 4mml 121120 SP CD :'211 NR CONSTRUCETION SITE DETAILS All I. GENE RnNOTES OFTY Ne EY IRE A reRxI rel RE ARCHILECTU 5 PERU, co NIPPON APR IR EDE, ME 292 9107 PgrvTRmEs MEANS AN CONI DISCOVERED N, ME2924297 IN ME ANDS Ell F x LEGEND P4 DO SOMERSET, RE Pmme. c CIaT Q SIP NO TIRE DEPARTMENT CONNECTOR 4 RR KNOX BOX p ED TIME orenlµ RE PLUMB T PROPOSED TRANSFORMER ON CONCRETE PPD, RE: ELECT z O I V r 7 AM 1 -----2 3 0 5 fi 9 8 9 10 11 12 13 V) V) I I I I 2222_, O I I I I I I I I I I I I I I I I I I V EE Y Y I Y Y O r . A,.BE � I .. j IPE IRAs I I. . I ..I TH K mi Ds os t o I o f o Ere 2222_ -------------------- -------- - 2222_ __________ - - 5 I m WATER e TIRE Eumx RE, IN5 tEgvE-Mr sue, a ZI F RE: STRVCT nza t_ 2222 nza b b I I I I A2 I I I I N Mo — a'v8' 9(YllDxi ABDYE. IVP _ _ _ _ _ _ _ _ W b Lu 0 Lon EN ren En I a I ccwmN RE ERUCT j EE = 100'-0° = ves so Am O CE) I o o ^ d 0 csEA EA RAI PME. 3 PAPOOR eMRER CNO DR I PROBES MIN 100 BE I ONO RN P1 PRDNDE MIN 10 MIL V E I VgPOR eAWJER ROPC HA CHER. AREA. PRBO HA EERCE T I PRCPosm omcE AREA D sxowN HATCHER. LET, L �sxonry xATcxEo, TT—T sIo�MI TlAlcxm, m D S pf CC(p UNDER - - P� BEER e IC}tElHx1. y --� —� Ata 5• SANITARY 4RNCE. RE: OVIL A24 I� q DA �µM�p P s ^ RE Dg -- — —2222_ D6 DOW D9I NET BE __ _ zrcax' ,5'°-5.9° -5.3" ,e 7- m' -5r' 4;: E PEEPED BEDELL HE WERE PERMIT 5z' -O" 5z -C° 5z'-0° 52-0' 52'-C 1 5z'-01 I 1 152'-0° sz'-o° 52-0' J. 52'-C° 1 52-0" 4040' aurum PERIOD 19-509 Awx 9I �E 1 2 20 29 3 0 5 fi fi.fi 9 9.0 8 9 10 11 1212. 126 129 13 C zo 50x OR 01,09'211 MR CONSTRUCTION I 1 I qa1 RE,r DEBBIE, BUT A,92.15.21 PERMIT REBER I OVERALL FLOOR PLAN �.I°=3D-0" A2,2 A2.3 FLOOR PLAN KEY PLAN A2.1 ME A2.1 yA g6 4 BUSY 1. E PLAIN BE FLOOR PLAN GENERAL NOTES ■ 1A ■ co 1 CONTRACTOR TO IMMEDIATELY NOWY TO SgRnxllEci OF PNv YOUNG10 DISCREPANCIES, ERRORS, OR CONmCrs DI mYErem Iry SPE p ■ ED ME 292 4297 1 DRAWINGS ELI �S 1 2 ALL DIMENSIONSm FACE ME CE OF METAL SNC OR FLT UP �<„� ,v, ���CCCJJJ I PANEL c.u.o RED CHA. ,o� a. SED cx CONG OR NOT &mTEC ANYWHERE ON THIS PE,E SCRUB COAFLO10 REMOVE RELEASING AGENT AND ¢ C� 1 LAYOUT MARKS ON THE FLOUR. PROVIDE 'BUES. SP LHAPPY LED CARD FLEW SHRINKAGE AT ALLFORM AN HOES. STALING w / FT IN sE SLAB. FLOORS AND SAW CUT JOINT C) I)HW Eo EOII I FINISH IN THE SLAB. RRC SAND EPDXY CC OCCURRED p HAsx. SPD JOINTERE OR SAW PIAT CHIPPING HJOIINAD S�CC RAW !� 25•_M1• 26 E' 26,_U• 25•_U• P6•_U• 26,_U• 26-U° 26'-P 2b' -P 26-P 26'- 26-tl I i> 6 sCRFPCE BgCtt TO SPALL P[YNi, FILL WITH'MM-BC" AND RE-9AW JOINT. 4. COORDINATE LOCATION OF°MNOX-BUK WE FRE DEPART. rD(j) .� I 5 BUILDING HAS DEN DESIGNED FOR A CLEAR HEIGHT OF O 1 . 25-0AFTER SPEED BAY (GRID ONE n). ALL INSTALLED A — — BUILDING ELEMENTS. EXCEPT FOR UNIT AND SHALL BE o Ds ryP. zA I oslzq os I m c A E THEBOTTOM CHORD OF HE ROOF JOISTS IN ALL LOCATIONSRE A3I FOR CLERESTORY WNDOwmCALMMMEEET.0 LEEVEL R IINO 16 I PRDNmEC1/8' DOLED EDGE AT ALL CONCRETE SLAB I B Orvs ws, Dom mlrvTs AND LLAVE our SLAB OCEANICT MI sxgLL MS. TM q �1SP' AEApSAu corvD IT PIPNc Ec PErvETregnorvs Trvreu P0.2 2 P0.2 AMCA TVP' CAPACNY MIN 35.000 L9s. I Z EXTERIOR WALL. WHINE CORE DRILL HOE IS OYER-SPREM LOCAPCN IBD i OR SCD E) COPENIONCRETE, PROVIDE FBI PLAT OVER SEAL1 Ci9UNDERNOCFPRVWmeNRAOUTOO COLLECTION G U 9N07 ALL GAS AND WATER FREE TO BE INSTALLED ABOVEBTM O D MOUNT FIRE AND THERMOSTAT AN SIDE AT u COLUMN,S 'MERIOY LOCALON& GJANntt OF FES W/ FIRE UDEPARTMENTADYODURINGICP00RDINATE w/ TENANT'S RACKING L/ ,, RE RERS'LLCPANEL ELEVATORS i oSTOY WNOALOCATORS CLE 2 STRUCTURELLEIGTLSLHAW SUP TRANS AT HSHAAL 418 srcnlwT ABwE TSP_ i 13 ALL EXURIM WALLS TO BE Ir, UNO 14 USEIFAFF 15 PRUDE CONDUIT FOR WALL MOUNTED ILLUMINATED CAMARA ACUP. UNDER ROOF AT EACH PREPARED ENJOY. RE'. BUY FORM I MA I PROPOSED LOCATION 1 16. LABEL EXTERIOR DOORS OF FRE RISER/ FRE PUMP, ROOF AIX£ss e ELECTRIC BE WE APPROPRIATE sIXls DEC N DEC O DNF xe91ER. RE'. MEw., rn. i Lon ED) PARTITION TYPES Lu L�f_ p V — — — — — — — — — — — — — — — — O nLT-UF CONCRETE PANEL W/ I ED W sn ccwMry RE STRUCK ,re I BW,VEIS Au wralEP SSPE. -I . R A E 0 Q OO BE 1 INTERIOR WAIL - M 8 ELECT. RM.. LR d Q 6° I6 CA METAL snos ®I6° o. c. w/ i' OF DE ° Gm. , ` Cl w I BOARD ON BOTH SIDES. HEIGHT TO THE ROOF DENS geoVE. v' 0 W3 WALL ABOVE ROOF BEHIND SIOREFROM'. Q 1 6 IB BA METAL snos ®IB' OC WLED / BUTFTwPERE EAmIHE ON as C"NSI TO THE PARAPET SEEYEULAIMAP EXTERIOR FACE OFRWALL Q5 — I x I I x I I X I WIDE ROOF MEMBRANE. 1 ROOFTYPES 1 ce w�o� O IMAIN BUILDING ROSE pt4 REOGIPNoscAPND o 6 I ❑ Y ere NCE oN FASTENED IGID INSULATION BOARD MIN R 30 aN STEEL y �ttE111 W. FOR SITE a soP FOR SITE I rem DEER e FOROO N SLOPE, ree STRUCK RED ASI m V � NRANIIRE.INANDE m o — — — OF ry aATRTx JOINTS. 1 TvroFurERs OF RDOFIIrvsuunou w% siecsINED muuTSH yp o D i5 O i SAW NEwMIITHING as RIGID I SIL TION CO TO MEMS CH OF I FT HUNICALL OC INSULATION TASAM OR T BOARD fD n0. :�oLI R�W 1 PROAL DECK IN SLOPE BRONZE METALER DUTCH AT RRC. CANOPY STRULa PROVIDE PREFI4NUMERAL mmCOMENDAPr OC INNER MIRr. UGLY. INSTALL PER MANUFACTURER RECOMMENDATION wv. snzss, ree o`nL I j FLOOR TYPES °a 1 r NG FOm ,AcFXul 19-509 0 �,. Ii O I SLASIaB LON cRaDE. UP RTi ACRES ri PRONOE PINIPErtR � AT SAME, KW,H N`N "upl v°aoreLLearererelMereH urvaoEBre 'EPmRWOPIHossego'LLwmF, '$E 1 RmEm FInRE wTINIw FLAEP Fwwrs RE. I�ezl ,zn zo sox co EI cgnory EASE 211 SPR CONSTRUCTION c I 11e O O O s E� x xI —ITS O��I FMIr READ�O O2 ��92.15.21ER Oy6' -B" O 15'-4' :6'-C' 26'-0" 26'-A° 26-P 26'-0° 2b' -G° 31'-P L 32._0. 1 I I I I^ A2.3 z I �wl~- ENLARGED NORTH FLOOR PLAN KEY PLAN ENLARGED NORTH FLOOR PLAN A22 I A2■2 A22 IA6"=1L" 1. EDWIN 1I FLOOR PLAN GENERAL NOTES ■ 1AM champa A #200 �tMT co YOUNG CONTRACTOR DISTO IMMEDIATELY NOI THE3gRCHI1ECi CE PNY DRAWINGS CIES , ERRORS,CONFLICTS CCYERm IN THE U FIRE, NO ME292439] Ell ALL DIMENSIONS AGE TO PACE CE METAL STO OR TUT VP R 2' CONCRETE PANEL, UNO. ASS 3. RED CHAD NOT ALLOWED ANYWHERE ON THIS PROJECT. U �011� ' r_ SCRUB CONC. FLOM TO REMOVE RELEASING AGENT AND ¢ C� LAYOUT MARKS ED THE OR T COLORED FFLLOW SXPNKAGEA CO CCS°FN PROVIDE WSCITJOII HAPPY ,4 q � jv -11 �SEEBECK N TE SLAB. FLOOR SAND EPO%Y TC SMOOTH C)CONCRETE PATO FNISH. CUW ERE SPR SA"G ORT CHIPPm"GL HXNNDOCCUURRREUAT I 26'-0' 26'-0" 21 26'-0" 26-0' 26-0' 26'-0" 26-C' 21 26'E. 26EC 13'-4' RE LANDSCAPE DRBBANSRON k SDP SURFACE BACK TO SPALL PONE FE WITH MM BE AND �1 •N, _JFURNTUREI. PRDNDE ITE RE -SAW JOINT CONTROL ME O 4. COORDINATE LOCATION OF'KNO%-BDY WE FRE DEPART _ 3. BUILDING HAS NEN DESIGNED FOR A CLEAR HEIGHT OF O BAY THE 6). ALL INSTALLED �1 4 1z _ /1 REP' AFTER MEED DS O O I sA sB O 2A os os O o osO I^I 4 IW °S I—I O O `l IPSTALLE a OVE THEZCLEAREHECHTITAND AABBOV• SHALL BE _ ELECTBUY BOTTOM CHORD CE THE ROOF JOISTS IN ALL LOCATIONS FRE RE. ACT FOR CLERESTORY WINDOW LOCATION , 14/AI2 FCre PROTECTION WT RE EDGE AT ALL \J LO LOCATE ED IN YREH OUT 6 M. 3 a CONSTRUCTION JOINT, COD MIND AND°LEAVESO BT SLAB ' 3 LOCATE Os BEPHFEN OVH DOORS 2 q].2ME A].2ME 501 o AREAS. rn.aa. Tm. A rn,a< 1 i O AL ALL CONDUIT SEND ETC PENETRATIONS THEN Q/ E%TERIDR WALLSCENECORE DRILL HOE Is OVER -SPREAD e OR SCD CREW CONCRETE, MOORE ESCUTCHEON PLATE OVER SEALNG In 9. PROVIDE RACOUNO TO COLLECTOR PIPE RC PLUMBING CUT O ^ 9'UOGASAND TO BE INSTALLED AB OVE STN FD ASOOFDROPS, O IO MOUNTVE EXHNNUISTERES AND of EIDE l COLUMN, VERIFY LEGMAN RESULT) OF FES FIRE DEPARTMENT AND CARBONATE W1 TENANTS RACKING LAYOUT DURING rPAngsE ce 11. REA31 SHEET MR T T UP PAANEL ELEVATORS k O I z ALL FULL HEIGHT WALLS SHALL HAVE SUP TRANS AT �..% KNOCR-Wi RE PANEL STRUCTURE ABOVE RE'. 15/A]2 HEVATICS It STRUCTURAL 13 ALL COMBER WALLS TO BE Wi LLNC. IMARKKBOMMUT MERE ON PANEL 14. USE IF NR GB. ® EST SIDE DF PREPARE REVEALS ON EXTERIOR, ttP 15 PROVIDE CONDUIT FOR WALL MOUNTEDILwMN TED SIGNAGE A x z M. UNDER ROOF AT EACH PREPARE ENTRA RE. ASK FOR PROPOSE LOCATION E ca 16. LABEL EXTERIOR DOORS OF FIRE ILSIX/FIRE PUMP, ROOF AC(£ss e ELECTRIC BE 1MIH APPROPRIATE STIXIs DEC N DEC DEC y Lon PARTITION TYPES Lu [ p O TLT-UF CONCRETE PANEL W/ I E W `e" 1 BLMIKER ON INIIXICfl SNE. -I . R A E O Q Ur 1 CUP. 16 CA MEETALL STUDS ®16 ELECT. w/ i' TYPE 'X- GYP. ^ d BOARD ON BOTH SIDES. HEIGHT TO THE ROOF DENS ABOVE. W3 WALL AREROOF BEHIND 16-0 o STOREFRONT Q 6 16 OR METAL Enos ® 16 c W/ FTwEAPEREMTH HE ONBUT ARE as 3 UP TO MERGE PARAPET ESSEX MAP IMAP EXTERIOR FACE FON. FEEi OFRWALL % X 1 NE ROOF MEMBRANE. v I y I XII 0 1 1 1 1 Uy 1 ROOF TYPES I oe w[o OO uCWNJIILPiiv fas1ENED 6O WHITE NL FROM OR IPC ys� 1 e°ANEON RIGID INSULAINSULATION BOARD MNROE LLWDENEK HOSTS IN SLOPE, B%IT ONm TWA FACESOF ROOF SWSTAGGERED J]INs _ _ FTSHTGGnsFIuIwHETL woN Cre MEMS E ry SHEATHING o RID AHEAD BOARD k PROVIDE PREENMETAL DECK IN BRONZE LOPE METALSOFT AT CANOPY DECLARERUCTURE CPS INSTALL PER MANUFACTURER RECOMMENDATION Rl WAIN AND BALEEN WARNING I�ftoWEp110.1 �W�. CK BETWE"M END WALL NET BE BEDROOM WENT HE WIDE �4 Isirel 0 E _ an FLOOR TYPES RKE wmem 19- 43 or NDFLD� JH e ED9 n ZEFiFE SIAD oN cRNE. RE CITRUS PRONOE PFAINFAULEIFR wee ITW,H 1 �PYBI SLAB PACT ONTANL . N rlEre urvosR o NSIT� 1 1e n.fi RmEm FUnRE wTwICR acm FwwEs E. 1/AZT 1z11zD sox co �28 cnnory 01,06.21 REGAIN Ere CONSTRUCTION l j 1e 18 ps NOMOE POWER FOR WALL 1A 31 -0ON I� A J2 REE ELECTIreWOAnDN CSrvireIOFEre, 11 M ! F2 O O Ill -v O O 26 -E 2®• 2� 21 26-0 26 _r �O 23'O 9- TL ,-• ' V 2-0 fib ¢I¢ V ME ].0 V V 10 11 ENLARGED SOUTH FLOOR PLAN A23 IA6"=1L" 26,-4„ O A2 2 ENLARGEDSOUTH FLOOR PLAN u lza lz zs >3 KEY PLAN A23 I N" A2.3 CONCRETE SIDEWAY(, RE'. M. aNE RAMP ENL. FLOOR PLAN A2.4 REI/A2.1 BRONZZE BRONZE TRIM, RE �s1E SUNSHADE PAINT DEGREE, RE swEGT.I N REL POST ABOVE RE As g� I 4 €IC S €M = sNW CORNER ENTRY ENL. FLOOR PLAN A2.d 1R"=1'0" RE: 1/�A2.1 MIDDLE RAMP ENL. FLOOR PLAN A2.d 1/8"=1L" RE: 1/A2.1 MIDDLE ENTRY ENL. FLOOR PLAN �G' TH. CONCRETE CURB. AT PANEL Hi 6" ABOVE RAMP aSE CONTRACTORNY COLEY HCISCCYErem TO IMMEDIAERRORS,OR RAMP BE TO TILT UP SCREW FLOOR A, EL WALL ITT 10—C z ALL DIMENSIONS ARE TO FACE OF METAL SEC OR HUT P M. INTERIOR WALL - UP k ELECT ON 'X'GP. AEE ---------------- 6'16 GA METAL TERM 0I6'O. C. W/i'THE 5. 6-0 MEET BOARD ON Bo,x SIDES. xElcxr TO HE ROOF DEW ABOVE. SCRUB CONE. FLOCK TO REMOVE RELEASING AGENT AND Ir OECD CHUDIPETBDLLAIW COLORED EPDXY PATCH AT ALL FORM HOES. SPALLEO [ DREPRESENT WALL ABOVE ROOF BEHINS' CMCREID RE 9/AL2 EVERETT IN HE SLAB, FLOOR SAND EPDXY TO SMOOTH �/v/�' ^ _ TNRE IB'a0' K OC uT Y x�As96 x42' Q TO SPALL PONT, ELL WITH 'MM -BD AND VAIN ROOF MEMBRANE. FF 01 LP COORDINATE LOCATE OF'KNOI WE FRE DEPART. dull �pF colo R, BUILDING HAS BEEN DESIGNED FORA CLEAR HEIGHT OF o ASTER SPEED e L TSTuuu AY THE e). u — TOFD ELEMENTS. EXCEPT FOR HEATERS, SHALL BE INSTA- LE ABOVET HT No ABOVE THE INSTALLED ABOVE THE CLEAR NesTS ITT, COMFORT AT PANEL I BOTTOM CHORD OF HE ROOF JOISTS IN ALL LOCATIONS. C aNE RAMP ENL. FLOOR PLAN A2.4 REI/A2.1 BRONZZE BRONZE TRIM, RE �s1E SUNSHADE PAINT DEGREE, RE swEGT.I N REL POST ABOVE RE As g� I 4 €IC S €M = sNW CORNER ENTRY ENL. FLOOR PLAN A2.d 1R"=1'0" RE: 1/�A2.1 MIDDLE RAMP ENL. FLOOR PLAN A2.d 1/8"=1L" RE: 1/A2.1 MIDDLE ENTRY ENL. FLOOR PLAN 4/AH 2 CONCRETE PATIO I FLOOR PLAN GENERAL NOTES E AT PANEL aSE CONTRACTORNY COLEY HCISCCYErem TO IMMEDIAERRORS,OR RAMP CNENFUCSLY Iry TIE C FLOOR A, E z ALL DIMENSIONS ARE TO FACE OF METAL SEC OR HUT P M. INTERIOR WALL - UP k ELECT ON 'X'GP. CONCRETE PANEL, U NO 6'16 GA METAL TERM 0I6'O. C. W/i'THE 5. RED CHAD NOT ALLowEC MENDER ON THIS PROJECT f BOARD ON Bo,x SIDES. xElcxr TO HE ROOF DEW ABOVE. SCRUB CONE. FLOCK TO REMOVE RELEASING AGENT AND LAYOUT MAWS ON THE FLOOR. PRONCE'BURKE' HONEY COLORED EPDXY PATCH AT ALL FORM HOES. SPALLEO [ DREPRESENT WALL ABOVE ROOF BEHINS' EE6 EVERETT IN HE SLAB, FLOOR SAND EPDXY TO SMOOTH �/v/�' ^ _ FINISH . WERE sPAWNB OR CHIPPING HAS OCCURRED AT Y SURFACEBACK ' Q TO SPALL PONT, ELL WITH 'MM -BD AND VAIN ROOF MEMBRANE. FF LP COORDINATE LOCATE OF'KNOI WE FRE DEPART. �pF colo R, BUILDING HAS BEEN DESIGNED FORA CLEAR HEIGHT OF 4/AH 2 CONCRETE PATIO I Ili.11 Ili.fil 129 13 CORNER SENTRY ENL. FLOOR PLAN FLOOR PLAN GENERAL NOTES E AT PANEL aSE CONTRACTORNY COLEY HCISCCYErem TO IMMEDIAERRORS,OR RAMP CNENFUCSLY Iry TIE C FLOOR DRAWINGS E z ALL DIMENSIONS ARE TO FACE OF METAL SEC OR HUT P M. INTERIOR WALL - UP k ELECT ON 'X'GP. CONCRETE PANEL, U NO 6'16 GA METAL TERM 0I6'O. C. W/i'THE 5. RED CHAD NOT ALLowEC MENDER ON THIS PROJECT f BOARD ON Bo,x SIDES. xElcxr TO HE ROOF DEW ABOVE. SCRUB CONE. FLOCK TO REMOVE RELEASING AGENT AND LAYOUT MAWS ON THE FLOOR. PRONCE'BURKE' HONEY COLORED EPDXY PATCH AT ALL FORM HOES. SPALLEO [ DREPRESENT WALL ABOVE ROOF BEHINS' COL FLOW SHRINKAGE CRACKS AND SAW CUT JUST EVERETT IN HE SLAB, FLOOR SAND EPDXY TO SMOOTH �/v/�' ^ _ FINISH . WERE sPAWNB OR CHIPPING HAS OCCURRED AT NT OR CAN CUT CONTROL JOINTO RAW CUT SURFACEBACK ' Q TO SPALL PONT, ELL WITH 'MM -BD AND VAIN ROOF MEMBRANE. RE -SAW JOINT, Y LP COORDINATE LOCATE OF'KNOI WE FRE DEPART. �pF colo R, BUILDING HAS BEEN DESIGNED FORA CLEAR HEIGHT OF o ASTER SPEED e L TSTuuu AY THE e). u RA9DEINS 60 VN MIL OR IPO TOFD ELEMENTS. EXCEPT FOR HEATERS, SHALL BE INSTA- LE ABOVET HT No ABOVE THE INSTALLED ABOVE THE CLEAR NesTS KEN8111W. I BOTTOM CHORD OF HE ROOF JOISTS IN ALL LOCATIONS. C 6 PROVIDE 1/B' MOVED EDGE AT ALL CONCRETE SLAB t CONSTRUCTION wl Jos, Com MIND AND LEAVE BUT SLAB II4D DYERS OF ROOF INTUUPON W/ STAGGERED J]INIS ), SEAL ALL CONDUIT FIRMS ETC. PENETRATIONS THEN 0 EXTERIOR WALL. SOME CORE DRILL HOE B OKEB-SPREAD W ��4 OORSHAoEDLCONCREIE, PROVIDE MULTCHEON PLATE EVER SEAPROVIDE ROOF DRAIN LEADERS WHINE SHOWN RD - PIPE MESHEATHINGOR mC IrvRCEA BOARD d UNDERGRND TO COLLECTOR PIPE, PLUMBING 9. N07 ALL GAS AND WATER FREETO BEINSTALLED ABOVE BUD FLOOD AT ROOF COSTS, KS 10 MOUNT FIRE AND THERMOSTAT AN SIDE AT COLUMN, VERIFY LOCALES& WANP) OF FES W/ FIRE gVLV. INSTPLL PER MANUFACTURER RECCMMENBA➢CN DEPARTMENT AND COORDINATE W/ TENANTS RACKING LAYOUT DURING TI PALACE 11 RE A31 ILT UP EL ELEVATORS k CLERESTORY WOMAN LOCALONS 12 ALL FULL HEIGHT WALLS SHALL HAVE SUP TRACK AT PHLEGM BURNT HE YNTIN WANT STRUCTURE ABOVE RE'. 15/A]2 — � 13 ALL EMPIREWALMT BE W U NO 14. USE SIDE Ui PREMIUM �NR B _ A 15. PROVIDE CONDUIT FOR WALL MOUNTEDLLUMNATED SIGNAGE Ellr TOP. UNDER ROOF AT EACH PROCEED ENTRYR'. AZT FOR JH PROPOSED LOCATION 16. LABEL EXTERIOR DOORS OF ERE IRSIN/ ERE PUMP, ROOF AIX£ss e ELECTRIC RM WE APPROPRIATE SIMS Ili.11 Ili.fil 129 13 CORNER SENTRY ENL. FLOOR PLAN —42 ITT CENTER AT PANEL aSE RAMP ENL. FLOOR PLAN o 0 O M. INTERIOR WALL - UP k ELECT ON 'X'GP. A d Q , Ili.11 Ili.fil 129 13 CORNER SENTRY ENL. FLOOR PLAN ENLARGED PLANS A2.4 PARTITION TYPES w L[] p O HRT -0F CONCRETE PANEL W/ I ED BwrEDrs Du wralm SIDE. -I . R A E DJ Q o 0 O M. INTERIOR WALL - UP k ELECT ON 'X'GP. A d Q , 6'16 GA METAL TERM 0I6'O. C. W/i'THE BOARD ON Bo,x SIDES. xElcxr TO HE ROOF DEW ABOVE. W3 DREPRESENT WALL ABOVE ROOF BEHINS' /yam` 16 OR METAL SLUMP W/ FT SHOOTING ON �/v/�' ^ _ V, UP TO THE PARMBTWARGUEE MAP EXIEROR FUP[Er OFRWALL Q VAIN ROOF MEMBRANE. ROOF TYPES �pF colo R, MAN BVmNO R06' RA9DEINS 60 VN MIL OR IPO 4p 8 O B MEMBRANE ON RICK INSULATION BDARB MIN R -]C ON STEEL MEMBRANE ON MIN KEN8111W. REEF DECK M BOND RE STRUCK PRECEDE MIN SLOPE, t II4D DYERS OF ROOF INTUUPON W/ STAGGERED J]INIS � 0 COVEREDOF CANOPY W ��4 FTSHEH�R1 FASTENED eL wDM OR EDD MEMBRANE ON S MESHEATHINGOR mC IrvRCEA BOARD d HsareH METAL DECK IN SLOPE STRUCTURE RESTRUCK PROVIDE PREEN CRUISEMETAL SHORT AT CANOPY THERMAL gVLV. INSTPLL PER MANUFACTURER RECCMMENBA➢CN 11,411 , PULL IN BE PHLEGM BURNT HE YNTIN WANT FLOOR TYPES w.,a s-3Gs Ellr rvGFLDED JH STAB oN cRNE. RE 4ERucri PRONOE PFPIMEIFR w KV,H SLAB BEEFAT INZEFFEE ONTALLLY. VAPOR BARRIER urvosre o mFlm ° '$ E aowm FUnRE wTINICR FLOOR RwwEs RE./AZT ,z,1zD sox co FORFOR cFnory ADS21UIND 1 MR WSTRUCIO ENLARGED PLANS A2.4 ltlJ 9 SO 11 11 I13) mwN =u aaF v ow. 7 .uxr ME cal N= IxIFnNLY a/ EWE EW 9M0➢a lal xIYIM RMY190 alYd I uxF a oB•-iar of-ar ar-or eB-e ep e K A•d as -or 1a'd 1W. B.0. E0( 0 ROOM I I I I I 1W. B.0. aEG( on EL al- Nil Q EL NF M OB OB a4 OS m a4 m w /AuW. PROVE \I/ iMNO U( I \j/ Ali I q /AAnnaa 11P R . ln'. 33 IR/A11 M. FRBNaE A Wa'Ef aRAa 33 MAON ABL ll.` 51111C4 a 4/A)] i7 �� i%j i% IA PFR a D8 �. RN HaE M. }, Rz }� aw. REIX a IdOCE a, 1 3 ll I d ffiroGr � 15-r S-1 ROOF PLAN tJ, I= s 3�w oAao xN V` SOF CO(O 4 h /H xEwaEiHW. � ?Bz W 4�4 .f9 p$G� 15]NI ROOF PLAN A2m5 ROOF PLAN GENERAL NOTES was • 10. .I LEGEND 06 ROOFTYPES m 3�w oAao xN V` SOF CO(O 4 h /H xEwaEiHW. � ?Bz W 4�4 .f9 p$G� 15]NI ROOF PLAN A2m5 mrRO ANGLE PAR 15 a NORTH ELEVATION All I"=20-0" RE: I/A2.1 f1, u, f1 n ,6, A� TL2j TREAT l o..a4 D3J "J YF r 115 \r Cp L IR s 1 SOUTH ELEVATION All r=zo a' RE:un2.1 n� n- - n n - TENANT 1fi 5 -- TURKSI P P1334P�:1- ' 25 TO. SCREEN WALL GENERAL NOTES MATERIAL LEGEND ■154AChampast #200 jjj ■ JnRL co ARMY I. GNTRAGIOR m IMMEDIATELY PETTY ME ARCHIRT AT AN �_ ■n■■■■■■�_ �s����� °hore MR 292 9107 DISCREPANCIES ERRORS AN CONFLICT DISCOVERED IN THEY O nLiylP corvcREfE PPNFL RE'. COLOR IEGENo FOR ■ MY MR 292 4297 GRAMNGS PACTARTICULATEDOR PUNT coma W 2. ALL MECHANICAL BLOWING MOUNTED EQUIPMENT. CA RLOS BE 0 METAL SUNSHADE/ CANOPY W/ PREEN. BRONZE SOFFIT ALL Fr �Il:fl®1 ■ ISI �9� 1 MEMORY ETC. TO BECARTER m MATCH ADJACENT WALL 1�■®1 - VY■ ■1 AR SMART STMEMBERS i0 BE PAN4 INTER BRONZE PANT TL2j TREAT l o..a4 D3J "J YF r 115 \r Cp L IR s 1 SOUTH ELEVATION All r=zo a' RE:un2.1 n� n- - n n z WEST ELEVATION �� /� All 1"=/20 /� 12 11 TIT l 9) l 8 1 l '1) l 6 1 `xxn 0LES Q ■ Q 0% 3 S�pf Cp(p� -----® - @° � -YJ� ® 5D • ICN8IHW. 4 U RE PH MOTION BREAMERN BARREN, B I SET BE fo p0.�� isarei RE:UA2.1 ----------- n n n n n E BUSH NG GENERAL NOTES MATERIAL LEGEND ■154AChampast #200 jjj ■ JnRL co ARMY I. GNTRAGIOR m IMMEDIATELY PETTY ME ARCHIRT AT AN �_ ■n■■■■■■�_ �s����� °hore MR 292 9107 DISCREPANCIES ERRORS AN CONFLICT DISCOVERED IN THEY O nLiylP corvcREfE PPNFL RE'. COLOR IEGENo FOR ■ MY MR 292 4297 GRAMNGS PACTARTICULATEDOR PUNT coma W 2. ALL MECHANICAL BLOWING MOUNTED EQUIPMENT. CA RLOS BE 0 METAL SUNSHADE/ CANOPY W/ PREEN. BRONZE SOFFIT ALL Fr �Il:fl®1 ■ ISI �9� 1 MEMORY ETC. TO BECARTER m MATCH ADJACENT WALL 1�■®1 - VY■ ■1 AR SMART STMEMBERS i0 BE PAN4 INTER BRONZE PANT a. ALL OOOres To BE FACTORY REPLOTTED E INION ❑3 SAMOAN)SAMOAN)DOOR h11' I NEONS CLASS NASO PANEL 11®@■ PFEOIN SHED WHILE BULLY OPERATED RS TO ODOR W/ 4. AND EXTERIOR FACE OF FRAMES 1O BE PAINTED VISION GLASS. PINNDE BUMPERSSHELTERSi0 BE PPIII OF El. GE BE TO MATCH ADJACENT ADJACENT WALL LOVER © ° IEHEB WHITE SMYONAL DON W/ VSION GLASS a H.MFI O OINATDMPOW O EN COLOR LEGEND WALL PANT 3 © EXTERIOR WALL MATTER LIGHT EXNRE, BRONZE FINISH. ^✓ RG ELECT FW ME d BACKLOG HEIGHT PAINT ] TILT -UP PANEL COLOR If% SW 6002 EESENFAL IXAY 0 YJN°OR-WT FUTURE OPENING, 4ONP BASHED, THE MARK ON PANEL INTERIM IF THERE ARE NO REELS MOCE%IEwore ] YLi-UP PANEL COLOR p2 SW 6004 MINK ❑8 Y` REVEAL YLi-UP PANEL BLUE ACCENT COLOR $3, O OSBOURN SCUPPER OPENING ■ SW 6210 RAINSTORM 10 As METL; He PLUMB 6t MEN. ( � \� RIBBED TILT UP PANEL mLEB A2. SW 7026 GRIFFIN n HT SAFETY SOwRS, PAINT DELTA RE PFAU 2 Z) ■ RIBBED TILT -UP PANEL ACCENT BLUE COLOR AS. O POST JOINT W/ SEALANT. MI ADJACENT PANEL COLOR SW 6230 SARATOGA FOR PROPOSED WALL MOUNTED FOR CRY V) STER PAINT WLp0 MATCH BRONZE EI ANDALLBE PART CF BUILDING SUBM17AL z ■ - STOREFRONT. EFW JOZO BUCK FOX 0 14LINE OF ROOF BEYOND SHDMY DASHED 1b BRONZE STOREFRONT I BLUE GLASS RE: COLOR LEGEND FOR KAWNEFRNT. BRAZE FRAME GLTYPE E, COLOR k SPANDREL GLASS FORAYER O STOREFRONT CLASS O CLERESTORY WNODW d ] GLM AS$ 3PACIECA ASS µl, .: OLDCASTE, GREG N BRONZE STOREFRONT W/ BLUE GLASS CA u AN. MILL, 3BEARBAN 60 CLEAR AN, ARE 93 OR EO o DE DOOR NUMBERING BUCK COLOR ce STORESPANDREL EXCESS SFMCA OLDCASTEOS, i PACIFlICA WE OFF g2, o MY/ FIRE RM/ RD WATER EN E f CF ACCESS PROVIDE SIM ME 0 12/ MILL i OF AN GEF cORMGY C, SAT p4 °R EC RE PLUMB. k CML ■ SHE USAEGMUMEASTLE STYE o ELECTRIC METERS, RE ELECT MIT PA7' RGLAN TRA aARY PAINT,M-DA E° O I'M DEPARTMENT CONNMYON & KNOX BOX. CONFIRM FORAYER ■ GLASS yya� OWE SOIARBLVE-I" AIR- R W/LOUL ERE DEPARTMENT 6eTILE) CLEAR W/WA AV OPACICOAT 94 OR EO 2❑1 ADDRESS NUMBER, HT D, BLASE ARM NOTE GC SHALL DEGREE SAMPLES OF GLASS TOO STRUCTURAL STEEL GIRT NRAP w/ BRONZE BRAKE METAL ARcxilEm AND DEVELOPER FOR APPROVAL TO MATCH STOREFRONT 23 STEEL STAIRS k RAWN6 RATING i0 BE PAINT $I, RE 1/AL2 SEE CONCRETE GORE IN RAMP 2❑5 CNVCREIE SCREEN WALL PAINT AYSEC v) SEC PROPOSED SET BACK RTU EXACT LGCAnON FIND IN TI O O PERMIT DRAWINGS, SET BACK Mw 25 FIRM PARAPET V) � CK) WALL MOUNTED I99ISATION CONTROLLER, PROVIDE POWER Lu [ [� O 3�w lll 11 12 26 21 13 O z WEST ELEVATION �� /� All 1"=/20 /� 12 11 TIT l 9) l 8 1 l '1) l 6 1 `xxn 0LES Q ■ Q 0% 3 S�pf Cp(p� -----® - @° � -YJ� ® 5D • ICN8IHW. 4 U RE PH MOTION BREAMERN BARREN, B I SET BE fo p0.�� isarei RE:UA2.1 ----------- n n n n n P!Emmonsmm �__ __ ����� �_ ■n■■■■■■�_ �s����� ���iiii� ® ® II11 �Il:fl®1 ■ ISI �9� 1 1�■®1 - VY■ ■1 h11' I 11®@■ Emm z WEST ELEVATION �� /� All 1"=/20 /� 12 11 TIT l 9) l 8 1 l '1) l 6 1 `xxn 0LES Q ■ Q 0% 3 S�pf Cp(p� -----® - @° � -YJ� ® 5D • ICN8IHW. 4 U RE PH MOTION BREAMERN BARREN, B I SET BE fo p0.�� isarei RE:UA2.1 ----------- n n n n n 6 /�1—I --Ig --- EOD----------------EI,- __ -5---- �---------------------------------- € O 3 24 25 O __ 2 O161, 6 O O D O O 5 EI 1 STE 24 4 10 SO AS 1fi EIO 19 O O O O O O �3 O J O O 25 EOO2 u O 8g "$ EAST ELEVATION All 1"-20 0 EE: 1A2.1 NYAM, KARL 121120 SCR CC R:211 NR CONSTRUCTION , 92.15.21 PERMIT REPLY EXTERIOR ELEVATIONS AU ® ® II11 �Il:fl®1 ■ ISI �9� 1 1�■®1 - VY■ ■1 h11' I 11®@■ Emm 6 /�1—I --Ig --- EOD----------------EI,- __ -5---- �---------------------------------- € O 3 24 25 O __ 2 O161, 6 O O D O O 5 EI 1 STE 24 4 10 SO AS 1fi EIO 19 O O O O O O �3 O J O O 25 EOO2 u O 8g "$ EAST ELEVATION All 1"-20 0 EE: 1A2.1 NYAM, KARL 121120 SCR CC R:211 NR CONSTRUCTION , 92.15.21 PERMIT REPLY EXTERIOR ELEVATIONS AU T TO PARAPFTr, B0 DECK 138 EL V) ELEL EL 1]] ] EL'. 132-0' 32- 9NPE id PARAPET OLLDECK 1 ALA cLompa st #200 l tI Do SUNNI CONTREACTLY TO I�NmSAiO_Y0¶FY OF HNY EL'. 133'-8"® EL: 35- CONFLICTS DISC �I sAGANGS mss, Rs,FYm THE U ■ DECK ore9Wuss xNx0Q ON Q VARY (131 LOWEST) 3 � k(131' -J' HIGHEST ' —o' nnEre ro BAY( LINEe). ALL INSTALLED BA. CIER. M OW BUILDINGCEPT FOR UNIT AIN5 MLL BE �SPEm EL. 122'-B' INSTALLED ABOVE THE ANDABOVE THE - B07 M CHORD OF THE ROOF TESTS ¢SEE \fd�R1 RR ^ F1 FLOOR I FINISH,FINISH u 5 1. BUILDING SECTION _ Ad.l IA6"=1L" z O V 7 F z O V ce O M V) M GENERAL NOTES 1 ALA cLompa st #200 3�w tI Do SUNNI CONTREACTLY TO I�NmSAiO_Y0¶FY OF HNY EIRE,NBC ME 2929107 CONFLICTS DISC �I sAGANGS mss, Rs,FYm THE U ■ 292 ore9Wuss xNx0Q ON Q 3 � BOWING HAS BEEN DESIGNER FORA CLEAR HEIGHT OF ' —o' nnEre ro BAY( LINEe). ALL INSTALLED BUILDINGCEPT FOR UNIT AIN5 MLL BE INSTALLED ABOVE THE ANDABOVE THE G� B07 M CHORD OF THE ROOF TESTS ¢SEE \fd�R1 ^ z O V 7 F z O V ce O RL BEEN AND WATTES NFAI BEE 1SWEEN I "All DINEARD ROM HE WERE AVERT EBEI JH ,HE,EEB PC BEM 1211,20 sP CD 0 :09'211 NR CONSTRUCTION BUILDING SECTION Aill M V) M O Lon Lu O 3�w opo xNx0Q ON Q 3 � RL BEEN AND WATTES NFAI BEE 1SWEEN I "All DINEARD ROM HE WERE AVERT EBEI JH ,HE,EEB PC BEM 1211,20 sP CD 0 :09'211 NR CONSTRUCTION BUILDING SECTION Aill 1. TO . PARAPET, TO PARAPET i.C. PARAPETS TO. PARAPET EL All All EL RE All .FL. RE: AD °— G ROOF AssfineLr — O zz 0 ROOF ASS EARLY 10 RR1 ASSEMBLY BNPE I I RI s¢PE I R1 FASB�E _ A R1 SLOPE I T jI MY ARCO � JAY END, I dsT. BBI dsT. eac® — E STRUCTM& A41 — RE STRUCT VARY" 1 Ucr. & A R. ERUC _ _ _ . E ETR 4 JOIST, RE STRUCT. AL 1 r +LIFT. RE ARUCT. , I . I r JOIST, reE. CLERESTORY WINDOW. RE IF— M `GGESHER) NEATEST ARROW RE: All FOR LOCATED UP GENERATE PANIMRE: RE ELDEST (RE: PANEL —METAL STAreEB RE: /Au F-C A31 FOR LOCALON (w1ERlRI PREANIE91EDINNSUTATED STREET. (RE PANELELEVATORS I A 0. CLERESTORY WOMAN cons CONCRETE PREFORMED NSUTAIK] 90 CLERESTORY MURANO RE AZT & PANELS IR 0 Erecm Tn Eoo rvL J EP 22 —M ALL II ff & DETAILS) YELLMw) RE. PANEL ELEVE xN PROVIDE BN DOOR SEAL MECHANICAL DOCK Q 1n SLAB LEVELER. SIZE IBD, 46" HIGH BENT PULE MOM iG FOOLING 0 MY TYP E pS�Cf DOOR TRACKTILT OF HIGH BENT PULE (14)0]5NO LSE AZT FOR GUARD (PAINT SAFETY SLOPE TOP OF CARE, MESA 1/2° FLY UP CONCRETE PANE- --fill FROM EXTERIOR FACE T 0 H ONLY FACED BLANKET fo RE: SLUMP (RE PANEL DOCS TO FACE OF BUILDING ( lG SCAR _ ELEVATIONS FOR REVEAL SLOPE ON 1 FACED BLANKET PROVIDE ON EVER DEAL LOCATIONS A DETAILS) III INSULATOR. TYP AAIB RARING. PAINT. III �__OVERHEYD MATERIAL Ai CONCRETE DOOR TRACK YLT UP CONCRETE PANEL IF— M `GGESHER) (INTERIOR) I T. LL.1m- INTERIOR) ErvI UP GENERATE PANIMRE: RE ELDEST (RE: PANEL —METAL STAreEB RE: /Au Rio INsulAnory (w1ERlRI PREANIE91EDINNSUTATED STREET. (RE PANELELEVATORS ELEVATIONS FOR REVEAL SECTIMAL OVERH96' cons CONCRETE PREFORMED NSUTAIK] DOM W/ ORION CLASS FOR REVEALLOCATORS 0 Erecm Tn Eoo rvL J GUARD (PONTRANEE II ff & DETAILS) YELLMw) lT�� xN PROVIDE BN DOOR SEAL MECHANICAL DOCK Q 1n SLAB LEVELER. SIZE IBD, 46" HIGH BENT PULE MOM iG FOOLING 0 MY TYP E pS�Cf DOOR TRACKTILT OF HIGH BENT PULE (14)0]5NO LSE AZT FOR GUARD (PAINT SAFETY SLOPE TOP OF CARE, MESA 1/2° CAMPEAU DOOR TRACK BUMPER To S AN NAME MIT ON ALONE ENP. JgNi I' SH M Ai CONCRETE — fIYRnNG RE ARUCi (ASPHALTIC PONT CN ALL NCRETf PANNE EXPOSED WELD CONNECBONs OR E' COAL REN DIRECT D a SECTION AT DRIVE-IN DOOR RE:I�a EDGE ILP. (INTERIOR) /I . 1 (EXTERIOR) IF— M DRIP EDGE FW. (INTERIOR) I T. LL.1m- INTERIOR) ErvI (EXTERIOR) —METAL STAreEB RE: /Au Rio INsulAnory (w1ERlRI PREANIE91EDINNSUTATED (EFIERIW) SECTIMAL OVERH96' cons CONCRETE PREFORMED NSUTAIK] DOM W/ ORION CLASS HICK BENT PLATE 0 Erecm Tn Eoo rvL I ATR FOR GUARD (PONTRANEE R O NEUTAnCN O YELLMw) lT�� xN PROVIDE BN DOOR SEAL MECHANICAL DOCK Q 1n SLAB LEVELER. SIZE IBD, 46" HIGH BENT PULE MOM iG FOOLING 0 MY TYP E pS�Cf IIS OF HIGH BENT PULE (14)0]5NO LSE AZT FOR GUARD (PAINT SAFETY SLOPE TOP OF CARE, MESA 1/2° (N) FROM EXTERIOR FACE T 0 H MAN FP fo G0.OR WREi DOCS TO FACE OF BUILDING RECAMMENTATED� lG SCAR _ BUMPER To S AN NAME MIT ON ALONE ENP. JgNi I' SH M Ai CONCRETE — fIYRnNG RE ARUCi (ASPHALTIC PONT CN ALL NCRETf PANNE EXPOSED WELD CONNECBONs OR E' COAL REN DIRECT D a SECTION AT DRIVE-IN DOOR RE:I�a EDGE ILP. (INTERIOR) /I . 1 (EXTERIOR) GENERAL NOTES • 154�dompast #200 � 11 olNMAACH" TC IMMEDIATELY NOTIFY trvo OH�i OF ANY reg: Mco 9 ®zRvi R NFuors IN THE O ■ ° iT=lizvz4 DRAWNCSS ss' W 2F EXTERIOR OPE£O STEEL MEMBERS n) BE PANTED H PARTITION TYPES Q SEE, O FEE EXTENDS OILNP CRRPANEL W/���BLaKET ® rP INTERIOR W E�,Rm RKOBRGMTTOHE_ OADONBOH SIDESHEIGHT TROY ON z ®WALL RMF BEHIND STOREFRONT° 16 AS METAL SOUND®T6^ OCR SHEATHING 0 EXTERIOR AGE INSULATION. HEIGHT FROM ME ROOF OP ME PARAPET ABOVE. RIR ER Apt FACE OF wALLIDTRMEEMBA PATH ROOF TYPES Z) RE]R MAN OTHERS MECHANICALLY FASTENED 60 WHITE MIL FROM OR TO MEMBRANE ON RIGID wAVI BOARD MIN Rao M STEEL ROOF PENN k arils IN SLOPE RE. STRUBE. MORSE MIN TWO LAYERS OF PAGE INSULATOR W/ STAGGERED JOINTS Rz MOrMFO POI AD CANOPY z MECHANICALLY PROMISED RIGID 6 IMLEOM OR COVER CORD O ME ALEq NE. RE STARE & METAL OECD IN BRONZE OVER STRUCTURE. T CANOPY 4BOCi, ONLPROY ODRAFTNp RRMANEMETAL6R RT RMOMMENDADMLCCq➢ON I N ONLY \� FLOOR TYPES 0 K ET UnUSn OUR CONCRETE SAOGRADE, RE STREET PROVIDE PERIMETER � Li MESA wsulgnory MIN R-10 FOR MIN 24' BELOW INSTALLED AS Y OR xaw2oNTAuv, PRKNDE Nry 10 mu VAPOR BARRIER MoeA PROPOSED oTFIDE AREA TB PROTECT FUTURE INTERIOR TIMOR KNISHES. RE 1/A21 RR MIN LOCATED IF— M — I T. LL.1m- INTERIOR) ErvI GRIP EDGE M. (EXTREME —METAL STAreEB RE: /Au Rio INsulAnory (w1ERlRI O (EFIERIW) 3�LL, cons CONCRETE PREFORMED NSUTAIK] d 0 0 Erecm Tn Eoo rvL R O NEUTAnCN CTONAL lT�� xN 0% —10 Ns R01AnON Q 1n SLAB ORRHW/ V610N GLASS 46" HIGH BENT PULE MOM iG FOOLING _ pS�Cf IIS OF HIGH BENT PULE y ICtt81HtN AZT FOR GUARD (PAINT SAFETY Doo. INSULATED MAN BASED (PAI fo G0.OR WREi YELLOW) lG SCAR _ SLOPE TYELLOW) PROVIDE ON EVER DEAL III III AAIB RARING. PAINT. III MATERIAL Ai CONCRETE RL 2/AL2 k As.l CMCREIE b'I PIPE DECLARE Ai EA EO. PAVEMENT FOISTING RF SLUDGEROD DE OE ODOR, iW. G C. 96° GA US (ASPHALD0 PANT CN ALL - SLGPE IW CF DONC. SLAB 112- /TCONNCRETE (ASP i DN ALL 1111 _ _ (EPHPLDL PP114 1 ALL EEGSED ETD CONNECTORS ON F%PANSION BOER N FACE OF BNW INGH CONCRETEHAS EXPGSED WELG CONNEC➢MS gA RM CONCRETE SLAB ON M CONCRETE MAB ON — I III GRADE — PLUS PARK, CONCRETE CRAKE — POUR BACK, GRDE—POUR BACK, 11 RE. SWUCE R STRUM. T RR Ala A COGffiMi00TING 5 CONCRETE TOO nrvc, CONCRETE PROUD FZ2 F1 F1 / F1 RE: EFFECT P LOPE REICML RE ARUCO RE: CML FLWR RNIM1� � FINISH BOOR s SECTION GENERAL NOTES • 154�dompast #200 � 11 olNMAACH" TC IMMEDIATELY NOTIFY trvo OH�i OF ANY reg: Mco 9 ®zRvi R NFuors IN THE O ■ ° iT=lizvz4 DRAWNCSS ss' W 2F EXTERIOR OPE£O STEEL MEMBERS n) BE PANTED H PARTITION TYPES Q SEE, O FEE EXTENDS OILNP CRRPANEL W/���BLaKET ® rP INTERIOR W E�,Rm RKOBRGMTTOHE_ OADONBOH SIDESHEIGHT TROY ON z ®WALL RMF BEHIND STOREFRONT° 16 AS METAL SOUND®T6^ OCR SHEATHING 0 EXTERIOR AGE INSULATION. HEIGHT FROM ME ROOF OP ME PARAPET ABOVE. RIR ER Apt FACE OF wALLIDTRMEEMBA PATH ROOF TYPES Z) RE]R MAN OTHERS MECHANICALLY FASTENED 60 WHITE MIL FROM OR TO MEMBRANE ON RIGID wAVI BOARD MIN Rao M STEEL ROOF PENN k arils IN SLOPE RE. STRUBE. MORSE MIN TWO LAYERS OF PAGE INSULATOR W/ STAGGERED JOINTS Rz MOrMFO POI AD CANOPY z MECHANICALLY PROMISED RIGID 6 IMLEOM OR COVER CORD O ME ALEq NE. RE STARE & METAL OECD IN BRONZE OVER STRUCTURE. T CANOPY 4BOCi, ONLPROY ODRAFTNp RRMANEMETAL6R RT RMOMMENDADMLCCq➢ON I N ONLY \� FLOOR TYPES 0 K ET UnUSn OUR CONCRETE SAOGRADE, RE STREET PROVIDE PERIMETER � Li MESA wsulgnory MIN R-10 FOR MIN 24' BELOW INSTALLED AS Y OR xaw2oNTAuv, PRKNDE Nry 10 mu VAPOR BARRIER MoeA PROPOSED oTFIDE AREA TB PROTECT FUTURE INTERIOR TIMOR KNISHES. RE 1/A21 RR MIN LOCATED IF— M —METAL STAreEB RE: /Au Rio INsulAnory O 3�LL, cons CONCRETE RAMP, d 0 0 Erecm Tn Eoo rvL R O NEUTAnCN lT�� xN 0% —10 Ns R01AnON Q 1n SLAB � MOM iG FOOLING CCL�� pS�Cf IIS y ICtt81HtN RCM i0. 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RE 1/A21 RR MIN LOCATED 1211,20 AD OFFEER 21 MR CONSTRUCTIONI Di 92.15.21 PERMIT JESUS WALL SECTIONS A4.2 IF— M O LTJ O 3�LL, d 0 0 Q xN 0% LJLJ Q 3 � CCL�� pS�Cf y ICtt81HtN o W ��4 fo p0.�� 1sare1 1211,20 AD OFFEER 21 MR CONSTRUCTIONI Di 92.15.21 PERMIT JESUS WALL SECTIONS A4.2 1. sSECTION AT CORNER CANOPY A4 .3 12'=1L" RE: I/Ad.3 SECTION AT CORNER STOREFRONT Ada 12"=1'-0" REI/A23 SECTION AT CORNER CANOPY Ad3 12"=1'-0" RE:I/A22 GENERAL NOTES 11 rM E 15. IMMROMEROSATORYc�NFRUEms NIAM'oOVHIXIhN IN irvcY R EXPOSER STEEL MEMBERS M BE PAINTED z o_ V Z) r z 0 V ce 0 Li PARTITION TYPES M JH V) M O O SEE) IILi-IIPME NCREIERPANEL W/�� BLANKETS [N INT[ OR SIDE ® NTERORWLL - MRE,�RM rP TME M 16 AGEMETAL mm BOARD ONBOTH SIDES. HEIGHT TO THE R E OCK DECK ABOVE B opo ® WALL RMF BEHIND STOREFRONT CA METAL ®Ts' Ocre, TSHFAR EATHING EXTERIOR ADE GATT INSULATOR. HEIGHT FROM ME ROOF PCPARAPETET YEEMAETAeOVE. ARAB EXTENSION FACE OF S xNx0Q W ROOF TYPES [fill MAN RULING • MECHANICALLY LABELED 60 WHITE MIL FROM OR TO MEMBRANE ON RIGID MALI BOARD MIN R-30 AN STEEL ROOF DECK A LOOM IN SLOPE, RE SLUDGE. PRONDE MIN IAO LAYERS OF ROOF INSULATED w/ STAGGERED JESUS PAR]YKERMECHAm MORTEMA, CANOPY LLY D 60 MIT MOM OR TRY MEMBRANE AN MING ORSJ' URIs FT ALFA IONINSULATOR EoRER BOARD 4 ESTER STRUNOPY METAL DECKINDEGREE ALSCOTSTRUCTURE. T C T ONLY DIPAPLLNPON RECOMMENOAAnoNLWAnory MANUFACTURER FLOOR TYPES Ell 9 RETE D Min" OCR- R 1 SUR INSULATION MIN R-10 FAR MIN 25.' 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HEIGHT FROM ME ROOF PCPARAPETET YEEMAETAeOVE. ARAB EXTENSION FACE OF S xNx0Q W ROOF TYPES [fill MAN RULING • MECHANICALLY LABELED 60 WHITE MIL FROM OR TO MEMBRANE ON RIGID MALI BOARD MIN R-30 AN STEEL ROOF DECK A LOOM IN SLOPE, RE SLUDGE. PRONDE MIN IAO LAYERS OF ROOF INSULATED w/ STAGGERED JESUS FAR]YKERMECHAm MORTEMA, CANOPY LLY D 60 MIT MOM OR TRY MEMBRANE AN MING ORSJ' URIs FT ALFA IONINSULATOR EoRER BOARD 4 ESTER STRUNOPY METAL DECKINDEGREE ALSCOTSTRUCTURE. T C T ONLY DIPAPLLNPON RECOMMENOAAnoNLWAnory MANUFACTURER FLOOR TYPES Ell 9 RETE E Cin" ECR- R 1 SUR INSULATION MIN R-10 FAR MIN 25.' 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PROMISE ACTUAL GUSS SAMPLES FOR APPROVAL SCHEDULE BY 1' DECLARED EXTERIOR CASING mw E RwEPAFFORR, CLEAR INTERIOR MIN U -FACTOR FOR RED TENESTRATON m RRE E oCOVER PAGE cN FOR KONG AND OTHER ¢Ass C VALUES o Vass` # TO GWOPAw RAR MAss, 3 PACIRDA AN41 C MILL ! SOARRAN BC CLEAR AN, wE BE oR ED C2 1' IrvsUU1m MULPFAMORED ENTERIOR MN% ANDREL INRIOR. BLUE OR RE COVER PAGER SRFOR SHED AND OTHER ¢AEE U -VALUES g CLASS gzA. 1w.: p➢CASTRE 3 PACIEILA AN. ERE q:. 12/ MILE, 1 CL AN Gs GWRIMB Y D, LOT DR OR ED GLASS Q't.BI GJDCASTUE BARNEY WA% i PC AN FPAINTT2X MIL CLEAR 1P, ARM BLUE R ED Gua I%WAR�AIsoFPnY'WADIGnBeeE-RrEAR- 3' CLEA T I TEMPERED GLASS RE All GM [LG2 BE ]_] M 4 V) M 19'-)3' O Lon Lu O t r5-0 0 wmw MULLION Vi /dl. RE All GM [LG2 BE ]_] WEEKEND WENT FBI WEN %INT MAP, JH ,LEAGUE EST 1211,20 Eso 03211 UCRTIOIN 1MR cwusm II Do 15.21 PERMIT JESUS WINDOW SCHEDULES A61 M V) M O Lon Lu O 3�w 0 O Vi /dl. .5�3 WEEKEND WENT FBI WEN %INT MAP, JH ,LEAGUE EST 1211,20 Eso 03211 UCRTIOIN 1MR cwusm II Do 15.21 PERMIT JESUS WINDOW SCHEDULES A61 1. 17 -4P 16 11� LS z O V 7 F z O V ce O M ARCHITECTURE V) M O Lu 14-3 GENERAL NOTES EO R CONSTRUCTION •FEEL, co 30202 25-111 A192.15.211 PERMIT DEALS P DE, MR 292 9107 opo U Ex MR 292 4297 I. CONTRACTOR TO IMMEDIATELY NOFFY THE ARCHITECT OF e so — ___ .� REVE. Y DISCREPANCIES MECRS. OR CONEuc1s DISCOVERED Q 3 � IN _____________ _ ____ [y] - ALL PANELS ARE DRAWN FROM EKIFRCR NEW WHERE yn ANNOTATED Is SHOWN IN LEAR Plgry �J AR, vi eorvs ARE TO CENTER urvs cE'V' REMEAL C� uN.OlmE �,. 17 -4P 16 11� LS z O V 7 F z O V ce O M JH V) M O Lu 14-3 25-111 EO R CONSTRUCTION 7 25 —11j' 3�w 25-111 A192.15.211 PERMIT DEALS 27-111- opo SOUTH & NORTH PANEL n 5 ____ TWRAP 4'PANEL RENRfI, SfS�'F2 R ROAN PUN 1101x.1 p' u c A5.1 e so — ___ .� REVE. Q 3 � _____________ _ ____ - 911 E, 9,_D„ -11 ME I 1C" 1x5..1 Br 1 n 11" 9-0. a' m 1 n 5' 115' 12P _0 5 71 —1 FEW aD, I KNOCKMpT L -------------- 1�@wr8E, I 1�4'w.ex-'I KM ,0JT MCCk+GJT pj Y Y�YL L/l _YYYJ IP�flw.e'W�I_ KMODKApT I- Lj / L o IF m 1a2uooc. ooxi V R-5" s ._Ea ,5_p 1R 5._4. III —� J 17 -4P 16 11� LS z O V 7 F z O V ce O RE MAN MD WITEBEN TEBI M JH V) M O Lu O EO R CONSTRUCTION 3�w A192.15.211 PERMIT DEALS L 1pp p opo SOUTH & NORTH PANEL ELEVATIONS A5.1 xNxaQ 0% Q 3 � RE MAN MD WITEBEN TEBI JH PAT 1211,20 50% CD 211 ORION EO R CONSTRUCTION A192.15.211 PERMIT DEALS L 1pp p SOUTH & NORTH PANEL ELEVATIONS A5.1 16 UI n cap n Afwx A" n A" Z;A n 14113140 MINN GENERAL NOTES 1' IWe� muxLlm) 1. COIIRICRR RI YFP.IIFLY Itl1fY 11E NW2PCf 6 V • so ID339L1iP) NIT Pp]FPMYIS fWIP6. lR EQINCIS P4P1F16D N 11E PY1MS JJJGGGiii 2 NL PN65 NE mu fRW IXEMKIR 1t11'YEIE ~AIM 5 ROYR IN ENPt RAI V Ry \s� ]. NL RIIFN9]6 NE ID @RFR PRE 6'Y HYFK � ( CAA u.x.P \s 3 � z o HA FI LL'.F1FR. 11P. 145 1TP. 7.M. PN9 lW EL ItPNIFL& It Bx'-I' g ® ® d ® M II m.Z M. SPlIF4P. ® 3 Azt IC IIIA].2 M. ] ® AJ.I 25'_„�' 2Y_11}' 25'_„�' 2Y_11}' 25'_„�' 2Y_11}' 25'_„�' 2Y_11}' 25'_„�• 1 m'-II�• 'd-11}• m'-II�• 'd-11}• m'-II�• ------------------��� - �T„�-----------------,_, 1 _� _gam m'-II�• ]Y-2�• Y-] ,Y- _ p�Pp 1'-11 I 1 1 ____ _______ _______ ____ ___________ IF\ I211.IM /�I I \N1oIX-W] / n T4 Y-1' Y -p t'-tt t --- tl T -Y fd _ M x' S Tua Ii pro• I' -II b -- ---- - -b_ z Si S-A a, k b ” L � i 11P m 7 11P - T 7 7 HA FI LL'.F1FR. 11P. 145 1TP. 7.M. PN9 lW EL ItPNIFL& It Bx'-I' g ® ® d ® M II m.Z M. SPlIF4P. ® 3 Azt IC IIIA].2 M. ] ® AJ.I J ME) Z 8 Aat Py ® 1 Azt � ® 1 m'-II�• 'd-11}• m'-II�• 'd-11}• m'-II�• 'd-11}• m'-II�• ]Y-2�• r _ p�Pp 1'-11 I 1 1 ____ _______ _______ ____ ___________ x' S F7b I II _A• x• -r IY-Y T . m I II A•{/ p-0• Y-11 \\ 1XI�IU!-IP�Ii } i 1 I II -Y b ti R —y E\ 1211 1M AIPOIX-Wi/ III b Yi � 7 .7 I \ If7c6 m TP m —y TP E 704 b • 1' I 07.1 60.P T -Y fflO M. _ tT'n2' P wwxc k"'J` k&110. m. V 1FR. k&110. F m EA Lu LU O 3LA�w oao xNxa� SOF CO(O 1 h G 202 w tem iLPER 90-1 n 0215,21 FV WIT RIMHI M1. S 10.21 M 1 AU I1 FPR EAST PANEL o WIMR'PJ.RE' M1. ELEVATIONS AU 1. Oka CY 13'-q° C� 26' -If 26-0' V (2� ryp. (_'% EYE 1PEACE OVERFLOW SCUPP RE'. II/A]z nP. 26'-P 26'-0° r 26'-0° k.I 13'-2j• M 25-11# 25'-11#° O 25•-11 j" 25'-11l' O GENERAL NOTES •tn�T co 30202 2 DE, ME 292 9107 opo U � Ex ME 292 4297 I. CONTRACTOR T1 ImmEowlELv NOFFY THE ARCHITECT OF xNx 0% Y DISCREPANCIES ERRORS. OR CONEucls DISCOVERED Q 3 m IN ALL PMELS ARE DRAWN FROM ENNtOR NEW WHERE ANNOTATED Is SHOWN IN NGe FIAry �J e vi eorvs ARE TO CENTER urvs cF V REVEAL C� uN.OlmE EL, .�,. 1. Oka CY 13'-q° C� 26' -If 26-0' V (2� ryp. (_'% EYE 1PEACE OVERFLOW SCUPP RE'. II/A]z nP. 26'-P 26'-0° r 26'-0° 13'-2j• M 25-11# 25'-11#° O 25•-11 j" 25'-11l' O 25-11# 25'-11#• 3�w opo 0 CDC xNx 0% Q 3 m Rem mi 0 m� „ 10 e Tm. FEE. nP. m — a' - a I L L_ _ O. LEVELER. M. 5 116 p 4• 9•-g• 9'-0• 1 11 ° 42 A].2Tw A4.E�, 0 FTEOW B.O. PANEL EC 96-1' II U MAN MD MTM I NET 1211,20 sP CD : 211 R CONSTRUCTION EAST & WEST PANEL ELEVATIONS A5.3 M V)IF- M O LU O 3�w opo 0 CDC xNx 0% Q 3 � Rem mi U MAN MD MTM I NET 1211,20 sP CD : 211 R CONSTRUCTION EAST & WEST PANEL ELEVATIONS A5.3 n n n @° 6d' TF. n ®67° TH. n k.I GENERAL NOTES • tn�T co 30202 pDE, ME 292 9107 I. CONTRACTOR TO IMmEowlEEv NOFFY THE ARCHITECT OF U � Ex ME2924297 IN Y DISCREPANCIES ERRORS. OR CONFLICTS DISCOVERED ALL PPNELS ARE DRAWN FROM ENNtOR NEW WHERE [y] yM ANNOTATED Is SHOWN IN NG6 Plgry �J e vi EN DIME 3 AILe6Ns ARE 1O CENTER uNS cF V REVEAL EL, (D 3 z O �PJ2 �2)6' 31'-C 6° TH. 4T 0° 0 26-0° 31'-V 26•-0• 11A. 26,-0„ A aooR -- -- --------- _11a. _11a. 30-111„ FLOCR 80 BEL�s6 So _111 25 _11” 25 _11 3 9 -a'Tw. xNxaQ 0% Q ELEVATIONS 3 � s €r n$ 92mi a€ g._0. n n n @° 6d' TF. n ®67° TH. n k.I GENERAL NOTES • tn�T co 30202 pDE, ME 292 9107 I. CONTRACTOR TO IMmEowlEEv NOFFY THE ARCHITECT OF U � Ex ME2924297 IN Y DISCREPANCIES ERRORS. OR CONFLICTS DISCOVERED ALL PPNELS ARE DRAWN FROM ENNtOR NEW WHERE [y] yM ANNOTATED Is SHOWN IN NG6 Plgry �J e vi EN DIME 3 AILe6Ns ARE 1O CENTER uNS cF V REVEAL EL, (D 3 z O MAP �PJ2 �2)6' 31'-C 6° TH. 4T 0° 0 26-0° 31'-V 26•-0• 11A. 26,-0„ A aooR -- -- --------- _11a. _11a. 30-111„ 41 1a„ 80 opo So _111 25 _11” 25 _11 3 9 -a'Tw. xNxaQ 0% Q ELEVATIONS 3 � A5A 92mi g._0. .a STOP REWAIS 73° FROM PANEL ONE Itl 0° IEEE GRIP EDGE O'W e o'H i n5' 9•_0• 4•_6• 0•_0• ME n ^ r 6� a la i IFuW,6H m 1a q ________________ n,------ ] ________ �5'-a' ___ 6-0° 5'-9° s' -1I ' L — — — — — — — — — — — — — — — — DRIP EosE Pia B° 1-1 _4 ' 8 4_0° 4_6° 12•_6• • 9'20'- _0• ]_ 9 3,_4„ m 5� 14 m 14 •ry P].1 P]1 m m 0° 9'-0° S. 4'-0' 9'- 0 9'-0° 9'-0' PP._0. MAP �PJ2 �2)6' C6'-75,' 15'-3i _ni1. 6° TH. THE 2 0 26-0° 26'-6° Pz1 11A. O A aooR -- -- --------- 3�w TsH ----------------J 80 opo - eg 3 9 -a'Tw. xNxaQ 0% Q ELEVATIONS 3 � A5A 92mi g._0. .a STOP REWAIS 73° FROM PANEL ONE Itl 0° GRIP EDGE O'W e o'H i n5' 9•_0• 4•_6• 0•_0• ME n ^ r 6� a la i IFuW,6H m 1a q ________________ n,------ ] ________ �5'-a' ___ 6-0° 5'-9° s' -1I ' L — — — — — — — — — — — — — — — — MAP T26r TH 3 T364' TO A!26i• TO 0 �WY6j TO 15'-4' 26'-0" 26-0' 26'-P EORMLNER� C6'-75,' 15'-3i _ni1. 6 ryp, J PJ1 TEP. ()FT, y PINSH R 'I PANEL,o EL'. 99'-1' 2 2A X84. TO $-6° T26r TH 3 T364' TO A!26i• TO 0 �WY6j TO 15'-4' 26'-0" 26-0' 26'-P MET264TO 5 t 26'-0° C6'-75,' 15'-3i _ni1. -n1. L -ni 0 -IIS O Pz1 :09'211 O aooR 3�w TsH o 80 opo eg xNxaQ 0% Q ELEVATIONS 3 � A5A 92mi g._0. GRIP EDGE n5' 9•_0• 4•_6• 0•_0• ME n ^ kWomH o 6� a la i IFuW,6H m q ________________ n,------ ] ________ V 7 V) z O V ce O LL M 50% c0 V)IF- M 0 O Lon LU :09'211 O aooR 3�w TsH o 80 opo eg xNxaQ 0% Q ELEVATIONS 3 � A5A 92mi 121120 50% c0 0 :09'211 MR CONSTRUCTION aooR TsH o 80 PANE eg WEST PANEL ELEVATIONS A5A 4 'ag 1. A M z0' -p M IP-lla O Lon LU L1-------------- W N9 TO L CLAMP MUM LEAST ENCLESURE 116 NEF 7' TC5 --------------------- A].1 NP. PEP ➢P. WRAP RE VEAL A].1 101 FLAIR NORTH MAP ENCLODURE vF WR ARCHITECTURE GENERAL NOTES ■tn,,T co 30202 R IGS. CONTRACTOR T1 IMmEowlELv POLLY THE ARCHITECT CE U � Ta ME2924297 MYDISCAREPA CIES ERRORS. OR CONFLICTS DISCOVERED IN H ALL PANELS ME DRAWN FROM E%TwIOR NEW/ rvmEA i1i SIDE WERE AnuOTAnW Is MO M lu LLOR Puu U FW "^ CC DIMENSIONS ME M CENTER TME RE RE%EAL OEll a 0 3 O V 7 F z O V ce O 121120 50% OR 0 :09'211 MR CONSTRUCTION SITE PANEL ELEVATIONS A5.5 M V)IF- M O Lon LU O 3�w opo xNx0Q 0% Q 3 � Rem 121120 50% OR 0 :09'211 MR CONSTRUCTION SITE PANEL ELEVATIONS A5.5 Iq I (INTERIOR) INSIDE CORNER DETAIL w.I I Ire'=Ia° TUFT UP PANEL 30 AI.I (INTERIOR) ALI (IXTERICR) US UBE SUPPORT Ia•=,SU• (EXTENDED) CAERE NAX SUPPORT CUP 4'K4'JCNC➢M BOX EVENT RY 9 6'. THE BENDING RADIUS (Y11 LL NOT BE LESS THAN EK ELEVATORS FOR LIKES ME DIAWEIER CF nlE k RAD Ws' (INTERIOR) .. Q RE wN SEER epo<ER � JOINT Rao CN EA SIDE TwpRIGR DIfiaSNtEE a • LL NsuunoN, .I III fY (IXTWCR) RE ALMOST. a INSIDE CORNER DETAIL w.I I Ire'=Ia° RE PANEL EJEAV H (NIERIOR) (EXTENSION) (EXTwIcre) PANEL LIGHT DETAIL A7 Ila•=,U• RE CLAUSE. OF (EXTERNAL) (EXTROs) JET UP PANEL 2. RE STRUCT. a T.O. RETAINING WALL ALIT IIn'=IL CONRNER ENTRY n PLAN PANEL LIGHT DETAIL (INTERIOR i UP PANEL RETURN RE PANEL EJEAV H AI.I (INTERIOR) ALI (IXTERICR) US UBE SUPPORT Ia•=,SU• (EXTENDED) CAERE NAX SUPPORT CUP 4'K4'JCNC➢M BOX EVENT RY 9 6'. THE BENDING RADIUS (Y11 LL NOT BE LESS THAN EK ELEVATORS FOR LIKES ME DIAWEIER CF nlE k RAD Ws' CABLE .. Q LOCLO � III I ul. ,5 lA • (INTERIOR) .I III fY (° SHIM �3 NECABIE SUPPORT MEIII dF (INTERIOR) SUPPORT CADDY wnzBi CLIP SEALANT BATH (ITERICIt)SIDES, RADIO 95 fi. M BBE LEAK JET CP PANEL EP. INDA EDIAmETw OFAMECABS p1 a EFRON(TX��) PANEL LIGHT DETAIL A7 Ila•=,U• RE CLAUSE. OF (EXTERNAL) (EXTROs) JET UP PANEL 2. RE STRUCT. a T.O. RETAINING WALL ALIT IIn'=IL CONRNER ENTRY n PLAN PANEL LIGHT DETAIL 4'x4 JUDGES BCR i WALL ACCUSE RE PANEL EJEAV H AI.I (INTERIOR) ALI (IXTERICR) US UBE SUPPORT Ia•=,SU• (EXTENDED) CAERE NAX SUPPORT CUP 4'K4'JCNC➢M BOX EVENT RY 9 6'. THE BENDING RADIUS (Y11 LL NOT BE LESS THAN EK ELEVATORS FOR LIKES ME DIAWEIER CF nlE k RAD Ws' CABLE .. Q LOCLO � III I ul. PANEL LIGHT DETAIL A7 Ila•=,U• RE CLAUSE. OF (EXTERNAL) (EXTROs) JET UP PANEL 2. RE STRUCT. a T.O. RETAINING WALL ALIT IIn'=IL (EXTERIOR) JET UP PANEL sx TO OPENING 'RE PANEL ETEV. t (BEGAN) PATRICK) a WINDOW HEAD AI.I 1 I Ia'=IL„ (INTERIOR) CONRNER ENTRY n PLAN PANEL LIGHT DETAIL D i s WINDOW SILL RE PANEL EJEAV UP"=U0" AI.I TLT UP PANE ALI (IXTERICR) WALL SCONCE Ia•=,SU• 111 4'K4'JCNC➢M BOX RETROR (Y11 opo ELEVATORS FOR N k CLERESTORY 'Il .. Q LOCLO � III I ul. ,5 lA • (INTERIOR) .I III fY �3 NECABIE SUPPORT MEIII (INTERIOR) SUPPORT CADDY wnzBi CLIP RADIO 95 fi. M BBE LEAK JET CP PANEL III° INDA EDIAmETw OFAMECABS p1 a (EXTERIOR) JET UP PANEL sx TO OPENING 'RE PANEL ETEV. t (BEGAN) PATRICK) a WINDOW HEAD AI.I 1 I Ia'=IL„ (INTERIOR) CONRNER ENTRY n PLAN PANEL LIGHT DETAIL D i s WINDOW SILL RE PANEL EJEAV UP"=U0" AI.I TLT UP PANE ALI (IXTERICR) GENERAL NOTES • 154A champa st #200 Jn,,T co 80202 P90FTEPRCZ TO IMMEDIATELY NOTIFY ME MCHNEC(BFANY 92 Rs, NFLCrsCsmwtECry THE O■ 924297 CRAIWNGS css, W F ELF ,4 , , is CONRNER ENTRY n PLAN PANEL LIGHT DETAIL T RIBBED ACCENT STRIPE DETAIL s WINDOW SILL ALI UP"=U0" AI.I Ia•=,,-U• ALI I)P"=U0" ALI Ia•=,SU• INTERIOR) ALUM. STOPPED SPANDREL POOL ARCVE — (EXT TOR) a MIDDLE ENTRY w.I I In'=Ia° (EXTERIOR) (EXTERIOR) (INTERIOR) (o PLAN PANEL JOINT DETAIL 72ALI Il4 S. PANEJLT L E RETIRED) DECTEwFa7 RE, nreun. � a 1 T.O. RIBBED PANEL DETAIL ALIT IIn'=IL FLT UP PANR (BEGAN) EXTENDS reE. smun. REVEAL DETAIL re (ExsRISR) Rau€ (PATCHES) RE Amu (NmIIm) JLT_UP PAMT� e IDT UP PANEL (EXTERIOR KJ! TRA E BEALE SEALANT CMI BACKER }. AROUNDREDGE OF RJR N1IXCptEDSCCN®CET R. = PANEL AN NSIBIE ••°.. YA P GARNER UP RE'4RUCf WALL INSULATOR, M. a A nLi UP PAN ° (INTERIOR) REVEAL s�A oRT Svw BncrcEB (uTwoy (txTEaIDG) dowT sCAL0T 01 BACKER 3 P JCINi �. (Ezrtreore) o' A SDE m a ROU ON a AIDE ® d f [ OF J]wT wTFRICfl, ClscounnuE ® e C OPENING LLT PANEL BELOW 1 INTERIOR NRCBEGRIMEE ® v.. a. WALL IrvSULATED, TOR RE PANEL ELEv UP POOL LATOR, ME I (INTERIOR) DRIP EDGE '. e (EzmRISR) reE SRUCT� wiwlcR ExmrelOre saervCREL PANEL RE STUFF ^N (INTERIOR) ( ) RE SmU4T (EXTwIcre) R OVH. DOOR HEAD v SPANDREL PANEL CORNER 13 RAMP & BLDG. PLAN DETAIL v OUTSIDE CORNER DETAIL B.O. EXT. SPANDREL PANEL TYP. PANEL TOP DETAIL AI.I IOP"=U0" AI.I uP"=U0" ALI a•=I,-U• ALI I1P=U0" AI.I 1 1 a•=U0'• a s ►0,J A 0 a AD °oiu°os z� mre CONSTRUCTION PANEL DETAILS All M V) M O Lon Lu O 3�w opo N a Q � ,5 �3 AD °oiu°os z� mre CONSTRUCTION PANEL DETAILS All DOUBLE DOME No RUDE BM FOR ■ "" UNISE PLANNING MINERAL wcoL ore `"INTUAll 'EARN LEMENKrmcus n:iowneR0n1E0°M mwYU"os°NsrviF (EK1mIm) wcTO a H. BOOR AT s6' GENERAL NOTES PREPROCESS AL DECK KK �. ■° pYC[MDUS➢GLE mOTMM BACKER q0O 1. CON WACICfl i01MMEDIAiELY NO➢FY THE MCHIIECF OF ANY ON ME 39391 FIFE TRETE DMB LU 1 O CEM N ESSDN (INTERIOR) ALUM. STOREFRONT DOOR STEEL PIPE POLLARD PONT BBARNGs TONS EDI ore CONFLICTS T SINCE ry THE W ■ WALL ADHERED MGM (EXPECTED) s„ YELLOW RE 9/a w F osCREPMCss, E SAFETY PUSHING WA COMPLIANT / ED [N GAP RIGID IN N, = CONCRETE SLAB. ➢Li BP CONI WALL PANELGO CA METAL a MIN R 6 VPLUEy MIT LRP SEALANT RE sIRVCL CONCRETE 61BEWPIN, RE: CML U d v11 i FTHEAD SGAW STET curet ON i. m Roof assEMeLr a PFi�Hia iusiALiABM of WFAINEFR FIN aooR THROW SYSTEMS. TACK, mA611a mcK°KK DC. EL: TDO O_ P - 9RIPPINGI a .,. REPORT FOR Lu D D 'W O 10UPSENT RENnreLEEDGE m„ B OF CURB BASE ANN FLYUPWNC. DRYWALL SCREW ADDITIONAL TAM EO TIM MIN R-110 WALL PANEL KK FLAMING i0 F a PREEN. INSULATED O.H. DOM NO CMBU91E "Kp a TYPE 'G 6W. DONW OR TREATED WWO NAILER ON nNUiIAQ4 yE MIN 29' RUN �J DR WIiAILYLBWOAERL SLED ONIERIORj O.H. BOOR TO L ALU TUBE RE � sn BA RE 1 1" 9TFA1H NG d WEATHER BARRIER ROOF MEMBRANE YOU FT SHEATHING k RIGID SUBSTRATE k METAL DEER IN SLOPE, RE: ETUCi EDGE M. STOREBON I STRULi. I 7t CAULK ALL AROUND TUBE PENNETRALON THROUGH BRAKE METAL °STUCK. d 6' Os WE GATT Posw EPRM QED TOMHING RTA TEA BUT TO BAR ANCHOR AT 1z' pG MAX. AN MORE AS REWIRApn SHA A.4AL1➢THE WALL CMNNECRDN, IW. s B.O. OVERHEAD DOOR FLY UP COUP (NKENCE) RE: 3/A43 AL2 1 u2"=U0" AL2 1 u2"=U0" SEE RED TO DECK, STEEL ANCLE MAEDD AI.2 1 u2•=U0'• CT R METPREALFFEF, BUN. FFER GE swuci RE: STRUCK. FOR 3�w TURBINE MATCH HBO R2 Rz d 0 NWEATEO HM DOOR PNNi HAIL ESCROWmABLEaEMBEDDED V BENT PLATE TRACK WARD 98 HIGH BAR UP ULT PAUL JOINTS plsD LEAVE 4 PARAPET FRAMING PANEL 6' NOTE FIRE RATED WALL Is NOTE: INSTALL SKYVCHT PER RE. TOUCH. ,5 PAINT SAFETY YELLOI COORDINATE 7: ) PERIMETER INSULAWON ROOF MEMBRANE `1° NOT REOC 6Y CODE MANUFACNRER'S REPoMMENOA➢ON HSS RE STUCK.. PAINT iW. SUBS RM A SUBSEQUENT TERM RM SCR TE OU CBE T UC °iM ( ° R TRACK TO & METAL DECK IN OOR RE: STRUCK.. PANT PRIM MIN RID MIN 2a' RVN v g{ SLOPE RE: AUGUST, CA AI. RO F JACK O SHALLUNFASMEN. SHALL MEN BE INSTALLED ANe° CPP, fM3 PROVIDE Y�'CMH 6EIXEfNCO[R MAINE BACK, ABA NMPVANi THRESHOLD MATCH OUTER &°E INAAWNC BBMPERPOST UNDER Y GALL HSH CCT/ AVGN W/ UP AMUCK AND STEL PLATE M v STOREFRONT PARAPET s INT. WALL HEAD DETAIL SKYLIGHT DETAIL a ALUM. STOREFRONT @ DOOR a DRIVE-IN DOOR JAMB AI3 112°=U0" RE I�Ad9 AL2 II/2°=1�0° PANEL RE S�A2A AI3 I12°=1�0° RE: A2.5 AI3 II/2°=1�0° RE :I AF43 A72 I/2°=1�0° RE �A2.9 LL MILE SMOOTH pM epFeRACE WATER Bfi CK SEALMASnC IAP SEALANT R SE R RETAIL supE BAR MR wKK EL 100 O q EMBEDDED STEEL MGM AT LAMING O,H. DOOR AT ROOF ASSEMBLY WsuunON. WM. BLOCK SEAL S/4' CH AMEEre STOOPED T (EXTENDS) FLOW. PAINT PRIM i0 (DUST) NO A£F. (EXTERIOR) 3 3 STRUCT. DWATER SCUPPER AROUND SCCPPLO PUSHING SEALANT IW ® W/ PLATFORM ABOVE INSTALUNG D yMIN� l CORD WNL PANE INSTALL ROOF ANE TryE SCUPPER SLEEVE ALL 9D6 (INTERIOR) ERSONAL FALL 3' PWM. siONCE 'i EEL IN BPIER DOCK BUMPER LOWLOOP cpllNN ree EIRum FLY VP PANEL MEMBRANE PER MACE'S PER. R SHALL BE wKEreSGUEO & 9LL PAN ANp SEANNi PAINT CONC. PANEL pN RE:OESTOCi REcouuErvppnau JjTU� SEATED IC THE cANDOMR —1 MFH STOREFRONT STEEL Awu. STOREFRONT BELOW, CONTRACTOR xEpD uswc Au Y LOCK W METAL I000R. ArvufALnreIX MNGLL o TO INSTALLING 3"cxpmfER (INERIOIO PuuiO� AND SOLDERED SHAM BRAKE MEipL MATCH STOREFRONT IRE T aoWrc suPAN PER BURNED) NI GONE LL ACTUAL FNATURE OR STRUCTURAL ALCK ANGLE KD xs RE'. RE: A31 SGLNi REPLACE PORTION W/ 011 A L HEADS rvK mnuu�acP PMa PLUM. 91P BAC( AS gEp'B BY MANOFACNRFP. swucL MATCH siORERMi ANOE Ai i0P ANC EXP. TREATED wpoO rvA LTR AT CASE IN PLACE RE R (INTERIOR) (EXPECTED) WONDER OPENING MLv za cA cPLv s. u. pVf1E SA ° INTERIOR) PREEN. METAL MEET PANEL OVER RT RE STRUCT 3' TO AT OMFRAYING (EXTERIOR) EXTEND BEYOND S.M. wPPere IN2 I RE. STRuci NONW-COAG. B DGR TEMPLE SIDEWALK, Re CINL METAL STUDS INSTALL PER MIN DRIP EDGE P KK BUMPEWOMAN R AT C BELOWRETE FLANGEAu PREFORMS 2. 10" OPENING P STEEL RANMAWNG ROOF DRAW. KfR Ts. f A GAP EWnNC. RE SERCLiWACKEF FIN IT Ai EACH PREFIrv. BRAKE METAL O AAT 4 PC BLOCK SEAT AKu. BLOCKANCH ANDPSTEEL EDGE ANGLE C, 1 NmsuGE ATTACHED TOTO WALL Re PLUMB. Kw ( ') SCUPPERN APE E4E PRIOR TO PC BUMPER) �A G EE IDD• -0•• E/me' BENT PLATE AT AND THE PANEL CONSTRUCTION E, o N o D TYPE STEELHOF Os TO ALLOW THE RUCT O EE I/A4.3 k SKRUCL AO H IGH (PAIKIN - SAFELL BALRERARW AND PE MEIERIMO PON MIN R -1G SEALANT. TW. AT TOP COORDINATE SI3E RTH SEALANT - FH G HI B0. STAR a TE W/ BOTTOM, MATCH ROOF DRAIN i0 1 - Y MIN RUN W B0. BELow 1Q'i fRONNT MUT PROVIDE I/f GAP71 RR TI s p,4' WEATHER S71PPNCEON W BBEET EEN ROT DRAIN (EXLLIDOR) j B' D. Ci R P110N OH. OWR TRACK 1RAIXP S REQ D BYLL L PLATE. RE: RUCE 5 W' SENT PLAif TRACK GUARD 99' H i pl (PAINsiOREFRONi MMOFACNRER PROVDE PROTECTON P IE ®GPS CDi HOE FM CIES (IMERIORI L` E - SAFELY YELLOW) COOIWINAIE 9i£ WITH O WIEM �ENOTE: (NIEWOR) ANGLE RE: All", RISERS AND DOMESTIC W W i WHERE REpb. DOOR TACK TO PROVIDE Yz' CAP BETWEEN DOOR IHdI TACN PND E1EEL PLATE a K -HI DOORJAMB _ A702 AI2 112"=1-0' REI/Ad3 AL2 1112'=1"' -0 RE: AI2 112"=1'-0" R/E:\A3.14A26 AI2 112"-1'-0 RE:2/Ad3 AI2 I12" -I'-0" REI/A23 IES (EXIEWORj re SEALANT. NP. (;R ALU TUBE RE � sn BA RE 1 1" 9TFA1H NG d WEATHER BARRIER ROOF MEMBRANE YOU FT SHEATHING k RIGID SUBSTRATE k METAL DEER IN SLOPE, RE: ETUCi EDGE M. STOREBON I STRULi. I 7t CAULK ALL AROUND TUBE PENNETRALON THROUGH BRAKE METAL °STUCK. d 6' Os WE GATT Posw EPRM QED TOMHING RTA TEA BUT TO BAR ANCHOR AT 1z' pG MAX. AN MORE AS REWIRApn SHA A.4AL1➢THE WALL CMNNECRDN, IW. s B.O. OVERHEAD DOOR FLY UP COUP (NKENCE) RE: 3/A43 AL2 1 u2"=U0" AL2 1 u2"=U0" (EXTERIOR) AI.2 1 u2•=U0'• RE SPRUCE METPREALFFEF, BUN. FFER GE swuci BAR NOT BRIDGE RMIUPWON CPR 3�w TURBINE MATCH HBO R2 Rz d 0 NWEATEO HM DOOR PNNi HAIL ESCROWmABLEaEMBEDDED ~-S EX: 111,_(„ _ BAR UP ULT PAUL JOINTS plsD LEAVE ______ PANEL PROTECTON SHEET SBEDDED � ,5 ONTO K PANEL LEAVE BAR Ye' ONTO A ) PERIMETER INSULAWON ROOF MEMBRANE ZaMBRANE L HSS RE STUCK.. PAINT iW. SUBS RM A SUBSEQUENT TERM RM LARD R UP SAFE & METAL DECK IN OOR RE: STRUCK.. PANT PRIM MIN RID MIN 2a' RVN v g{ SLOPE RE: AUGUST, CA AI. RO F JACK O SHALLUNFASMEN. SHALL MEN BE INSTALLED ANe° CPP, fM3 PRERNDROP LSLAB STRUCTURAL PO POOR BACK, ABA NMPVANi THRESHOLD MATCH OUTER &°E INAAWNC BBMPERPOST UNDER Y GALL HSH CCT/ AVGN W/ UP AMUCK M Bo. HBs RET VP LWC. RATTACH Ae SLOPE BN FLOOR L: TrO WALL PANEL METAL ORIBE To UNIT of IEFm. PANEL RE STRUCK, METAL SND( Ec 1Dp'-p'MAP 6g SEALANT M' BETH SREOOMMENDAnON. LL MILE SMOOTH pM epFeRACE WATER Bfi CK SEALMASnC SE VISIBLE COMNNEC➢ONGRIND wKK EL 100 O q BATTEN STRIP ROOF ASSEMBLY WsuunON. S/4' CH AMEEre LAP SEALANT = 3 3 STRUCT. W/ PLATFORM ABOVE CLUBsTSB. D yMIN� l NAILER INSTALL ROOF ANE ERSONAL FALL DRIP AT HEAD FLY VP PANEL MEMBRANE PER MACE'S PER. STAIR LANDING RE:OESTOCi REcouuErvppnau JjTU� 1— —1 ALATER SEEN BELOW, CONTRACTOR W METAL I000R. (INERIOIO PuuiO� BRAKE MEipL MATCH STOREFRONT 0 ACTUAL FNATURE OR STRUCTURAL ALCK RE: A31 SGLNi REPLACE PORTION W/ 011 A L HEADS PLUM. 91P BAC( AS gEp'B BY MANOFACNRFP. MATCH siORERMi MANUFACTURER'A RECOMMENDATION v CANOPY DETAIL o PARAPET FLASHING DETAIL a B.O. EXTERIOR H.M. DOOR H.M. DOOR JAMB/HEAD A 7 112°=U0" RE: 1�A43 AI3 I12°=1�0° RE: A4.2 AI3 112°=1 0° RE 2/A42 AL2 112°=1 0° RE: 2/A42 HS$ RE: STRUCK, PAINT, TYP INWLAKING ROOF HATTI STEEL WOE, RE APPEAL. VENT PIPE WALL CURB, MIN IS Hi re INSULATED FOUR BA GREEN PUswmc w/ DwP EDGE 1 -PART URETHANE LAP SEALANT CONCRETE SLAB °rc OMERIOIW RE swum. (EXTERIOR) �MErAL BEa IN TROPE cpuLrclNc ADHERED PER / I xlrvs saPE TOP OF tout. SLAB orvo ureuTm HBLLow METAL z4 CA. C.I. STORM COLLAR CONCRETE CLAP. , PANT RE: A31 LAP SEALANT EPRM QED TOMHING RTA TEA BUT TO BAR ANCHOR AT 1z' pG MAX. AN MORE AS REWIRApn SHA A.4AL1➢THE WALL CMNNECRDN, IW. s B.O. OVERHEAD DOOR FLY UP COUP (NKENCE) RE: 3/A43 AL2 1 u2"=U0" AL2 1 u2"=U0" (EXTERIOR) AI.2 1 u2•=U0'• RE SPRUCE METPREALFFEF, BUN. FFER GE swuci BAR NOT BRIDGE RMIUPWON CPR 3�w TURBINE MATCH HBO R2 Rz d 0 NWEATEO HM DOOR PNNi HAIL ESCROWmABLEaEMBEDDED ~-S EX: 111,_(„ _ BAR UP ULT PAUL JOINTS plsD LEAVE ______ PANEL PROTECTON SHEET SBEDDED � ,5 ONTO K PANEL LEAVE BAR Ye' ONTO A ) PERIMETER INSULAWON ROOF MEMBRANE ZaMBRANE L HSS RE STUCK.. PAINT iW. SUBS RM A SUBSEQUENT TERM RM LARD R UP SAFE & METAL DECK IN OOR RE: STRUCK.. PANT PRIM MIN RID MIN 2a' RVN v g{ SLOPE RE: AUGUST, CA AI. RO F JACK O SHALLUNFASMEN. SHALL MEN BE INSTALLED ANe° CPP, fM3 PRERNDROP LSLAB STRUCTURAL PO POOR BACK, ABA NMPVANi THRESHOLD MATCH OUTER &°E INAAWNC BBMPERPOST UNDER Y GALL HSH CCT/ AVGN W/ UP AMUCK M Bo. HBs RET VP LWC. RATTACH Ae SLOPE BN FLOOR L: TrO WALL PANEL METAL ORIBE To UNIT of IEFm. PANEL RE STRUCK, METAL SND( Ec 1Dp'-p'MAP 6g SEALANT M' BETH SREOOMMENDAnON. LL MILE SMOOTH pM epFeRACE WATER Bfi CK SEALMASnC SE VISIBLE COMNNEC➢ONGRIND wKK EL 100 O q BATTEN STRIP ROOF ASSEMBLY HOLLOW METAL JAMB S/4' CH AMEEre LAP SEALANT = 3 3 cAsr INTO PANEL— W/ PLATFORM ABOVE D yMIN� l NAILER INSTALL ROOF ANE ERSONAL FALL DRIP AT HEAD FLY VP PANEL MEMBRANE PER MACE'S PER. STAIR LANDING REcouuErvppnau JjTU� CUP LINT ALATER SEEN BELOW, CONTRACTOR W METAL I000R. PuuiO� 0 ACTUAL FNATURE OR STRUCTURAL ALCK RE: A31 REPLACE PORTION W/ 011 A L HEADS rvR ANOE Ai i0P ANC EXP. CASE IN PLACE RE (INTERIOR) (EXPECTED) RE: PREEN. METAL MEET PANEL OVER (INTERIOR) 3' TO AT OMFRAYING (EXTERIOR) NONW-COAG. B DGR METAL STUDS INSTALL PER MIN P KK BUMPEWOMAN R AT C BELOWRETE ETRNCRETE MANUFACTURER'A RECOMMENDATION v CANOPY DETAIL o PARAPET FLASHING DETAIL a B.O. EXTERIOR H.M. DOOR H.M. DOOR JAMB/HEAD A 7 112°=U0" RE: 1�A43 AI3 I12°=1�0° RE: A4.2 AI3 112°=1 0° RE 2/A42 AL2 112°=1 0° RE: 2/A42 HS$ RE: STRUCK, PAINT, TYP INWLAKING ROOF HATTI STEEL WOE, RE APPEAL. VENT PIPE WALL CURB, MIN IS Hi re INSULATED FOUR BA GREEN PUswmc w/ DwP EDGE 1 -PART URETHANE LAP SEALANT CONCRETE SLAB °rc OMERIOIW RE swum. (EXTERIOR) �MErAL BEa IN TROPE cpuLrclNc ADHERED PER / I xlrvs saPE TOP OF tout. SLAB orvo ureuTm HBLLow METAL z4 CA. C.I. STORM COLLAR CONCRETE CLAP. , PANT RE: A31 LAP SEALANT 6 CANOPY DETAIL (s VENT STACK PIPE FLASHING CMNNECRDN, IW. s B.O. OVERHEAD DOOR B.O. EXTERIOR H.M. DOOR AI3 112"=U0" RE: 3/A43 AL2 1 u2"=U0" AL2 1 u2"=U0" RE A2.5 AL2 1 u2"=U0" RE: 1/Ad.2 AI.2 1 u2•=U0'• METPREALFFEF, BUN. FFER GE swuci 3�w TURBINE MATCH HBO R2 Rz d 0 A r0. TuBE STEL HAIL ESCROWmABLEaEMBEDDED ~-S EX: 111,_(„ _ _SUEZ LII ______ MA CONTROL THRESHOLD PROTECTON SHEET SBEDDED � ,5 STEEL ARGE Ai PERIMETER INSULAWON ROOF MEMBRANE ZaMBRANE A OVER FT TEETHING LARD R UP SAFE & METAL DECK IN OOR RE: STRUCK.. PANT PRIM MIN RID MIN 2a' RVN v g{ SLOPE RE: AUGUST, CA AI. RO F JACK O fM3 PRERNDROP EXTENSIONHOR12MTALLY & MATCH OUTER &°E INAAWNC BBMPERPOST UNDER Y GALL HSH CCT/ AVGN W/ M Bo. HBs BA TUBE STEEL Ae SLOPE BN FLOOR L: TrO METAL ITT PANEL RE STRUCK, METAL SND( Ec 1Dp'-p'MAP 6g PSS SREOOMMENDAnON. 6 CANOPY DETAIL (s VENT STACK PIPE FLASHING v ROOF HATCH DETAIL s B.O. OVERHEAD DOOR B.O. EXTERIOR H.M. DOOR AI3 112"=U0" RE: 3/A43 AL2 1 u2"=U0" AL2 1 u2"=U0" RE A2.5 AL2 1 u2"=U0" RE: 1/Ad.2 AI.2 1 u2•=U0'• OR KC FELE CF BwwlNc GE swuci 3�w TURBINE ROOF PAYERS ON d 0 O HAIL ESCROWmABLEaEMBEDDED N a MA CONTROL THRESHOLD PROTECTON SHEET SBEDDED � ,5 STEEL ARGE Ai PERIMETER INSULAWON ZaMBRANE LARD R UP SAFE ACT OOR RE: STRUCK.. PANT PRIM MIN RID MIN 2a' RVN CONCRETE SIDEWALK RE CNL CA AI. RO F JACK O EXTENSIONHOR12MTALLY INAAWNC BBMPERPOST UNDER LM SEALANT FTN ROOR� Ae SLOPE BN FLOOR EE TDB' -p' Ec 1Dp'-p'MAP NG seT Iry WATER Bfi CK SEALMASnC C wKK q ROOF ASSEMBLY WNi ROOF LACCERLUNNUFAY) ADD 3 3 wEAEO WB. W/ PLATFORM ABOVE D yMIN� l NAILER ERSONAL FALL FLY VP PANEL ARREST STYLES OR CUP LINT ALATER SEEN BELOW, CONTRACTOR RER 16/A]2 0 ACTUAL FNATURE OR STRUCTURAL ALCK BURGER PLUG WELD i0 REPLACE PORTION W/ 011 A L HEADS SUPPORT DETAILSEEL ANOE Ai i0P ANC EXP. CASE IN PLACE RE RE: O TRFACE TO AT OMFRAYING NONW-COAG. B DGR P KK BUMPEWOMAN R AT C BELOWRETE ETRNCRETE STEEL RANMAWNG PINT WALL EWnNC. RE SERCLiWACKEF Ai EACH O AAT 4 PC ANDPSTEEL EDGE ANGLE C, 1 WALL PRIOR TO PC BUMPER) CONSTRUCTION E, 1 6 CANOPY DETAIL (s VENT STACK PIPE FLASHING v ROOF HATCH DETAIL s B.O. OVERHEAD DOOR B.O. EXTERIOR H.M. DOOR AI3 112"=U0" RE: 3/A43 AL2 1 u2"=U0" AL2 1 u2"=U0" RE A2.5 AL2 1 u2"=U0" RE: 1/Ad.2 AI.2 1 u2•=U0'• ,.I Y S s PA W0 EBY 1211,20 SOx CD OWN .'211 NR CONSTRUCTION FEE 92.15.21 PERMIT REECE DETAILS Al2 M Vi O CS) Lon Lu O 3�w d 0 O N a Q � ,5 �3 ACT EBY 1211,20 SOx CD OWN .'211 NR CONSTRUCTION FEE 92.15.21 PERMIT REECE DETAILS Al2 EE E. 4 6R W'YW AR i€A 8G 1. B HOPEOPI oW EBN ) IN TA TTEROFCA aERERFRP LEESTRUCTURALLY UCUPBBR BACK. RE sWUUE.....a, ....^. I—EmTTA INSERT. R TILL- T ITT ITT RE. AT wsuunau-I� (Eertrelm) TO, NOLNG i0 TRUCK DOUBT CCE PANNG, RE: CIMLLR II�:ZK�lii 1�1�69[�P►�L�ll�ll A73 1 112-1 0 RE: 1/A25 T ..� I/—r TGAP R I4ouEG^mEiuL STEPS, (INTERIOR) COWYN. RE s1RUCi :OIGOVE11117I i „- : tA7.3 PERIMETER INS. @ LOADING SIDE s MIDDI 12 -0. A,3 (EXTRAS) A B.O. TUBE AN RE'. 2/A44 @ sTRU SEALANT HELD EARN EDGE OF DRYWALL 1/R STOREFRONT BRAKE METAL TO MATCH PREEN. ALUM. STOREFRONT STL (INTERIOR) ARMS STOREFRONT TO ROMES. (INTERIOR) EUCI ENRE�NT NLTUPBPE BREPANI '. STR 1/4' CAP TO BE CAULKED RE:CAPRA (EaErelore) BRAKE METAL ENCLOSURE TO ' (EKIERI0% MATCH 90REMONT J' ESL REAP- L]Fli ED CVIX fi WNNNUWG ABOARD PERIMETER METAL CRUDE. PRIM �ORETRONT MANUFACTURER F EICFETRONi, BOTH SIDES, TLP STAFF REM ANO KOREA ALL HOLD BACK ELLE OF PROVABLY L^/4' OPENINTP BETWEEN GORKI FEB. BEEF. REFEASY b STOREFRONT & COLUMN SPANDREL PANEL &SOFFIT AI3 112'=1L" RE:1/A23 A7.3Ila•-1,_0• RE:CAPRA (INTERIOR) TE REFUND RE: 9TRUCi. CCORRIDORS SEAF STOREFRONTLANT PE SI ALUM. STOREFRONT TU DEC Lon CLOSURE W/ O Lon Lu O SEARENNETALCOWT MATCH LO B RING oELK�FeEER ID EIRNCNRALNDR BEER i0 GENERAL NOTES opo 3' SHIM [IXIERIORj 1 ALA FLOATED st #200 CRAWINC a xNx PACT co ARGON NLL Q 3 TO IMMEDIATELY HOTEL MEL MCHH17 OF ANY STOREFRO ACNR P N, ME29 oEcrc wi R K NC C190RTEEPRCCZ mss, Rs, NEuors IN THE O ■ ED ME2ag297 AOVP6ER CROWBAR W REINOPENEBJSNCOLUMNS, ROOFDRAIN ALUM. STOREFRONT CORNER A7.311a„-1,_C• �Fy RE: 1/A2.3 NPM ROB smLN OR L[MPR6sIBLE im-iImv:�bi TUBE PER ROT MEMBRANE O RBOUFACTRURERSOOF RECpAMENCP➢ON ED: MEMBRANE SEE rvA 0 3 2' METAL OR EGM BME. ASIA v,T METAL LISTENER ® CLOSURE RCE LFF NERC D[ TO 12. o c z ONLY Q II�:ZK�lii 1�1�69[�P►�L�ll�ll A73 1 112-1 0 RE: 1/A25 T ..� I/—r TGAP R I4ouEG^mEiuL STEPS, (INTERIOR) COWYN. RE s1RUCi :OIGOVE11117I i „- : tA7.3 PERIMETER INS. @ LOADING SIDE s MIDDI 12 -0. A,3 (EXTRAS) A B.O. TUBE AN RE'. 2/A44 @ sTRU SEALANT HELD EARN EDGE OF DRYWALL 1/R STOREFRONT BRAKE METAL TO MATCH PREEN. ALUM. STOREFRONT STL (INTERIOR) ARMS STOREFRONT TO ROMES. (INTERIOR) EUCI ENRE�NT NLTUPBPE BREPANI '. STR 1/4' CAP TO BE CAULKED RE:CAPRA (EaErelore) BRAKE METAL ENCLOSURE TO ' (EKIERI0% MATCH 90REMONT J' ESL REAP- L]Fli ED CVIX fi WNNNUWG ABOARD PERIMETER METAL CRUDE. PRIM �ORETRONT MANUFACTURER F EICFETRONi, BOTH SIDES, TLP STAFF REM ANO KOREA ALL HOLD BACK ELLE OF PROVABLY L^/4' OPENINTP BETWEEN GORKI FEB. BEEF. REFEASY b STOREFRONT & COLUMN SPANDREL PANEL &SOFFIT AI3 112'=1L" RE:1/A23 A7.3Ila•-1,_0• RE:CAPRA (INTERIOR) TE REFUND RE: 9TRUCi. CCORRIDORS SEAF STOREFRONTLANT PE SI ALUM. STOREFRONT TU u s 6 0rvi W0 DEC Lon CLOSURE W/ O Lon Lu O SEARENNETALCOWT MATCH LO B RING oELK�FeEER ID EIRNCNRALNDR BEER i0 opo 3' SHIM [IXIERIORj PLOMBING CRAWINC a xNx 0% NLL Q 3 � STOREFRO ACNR RroF oEcrc wi R K NC SHALY REW VERIFY ALL PENINL 0.i URAIN AOVP6ER REINOPENEBJSNCOLUMNS, ROOFDRAIN ALUM. STOREFRONT CORNER A7.311a„-1,_C• RE: 1/A2.5 A7.3112'=1L” RE: 1/A2.3 u s 6 0rvi W0 ADDED, BAY ,zn20 SPCC GREEN 21 NR CONSTRUCITION Q.C2BP21 PERMIT PEACE DETAILS AM DEC Lon O Lon Lu O 3�(D opo a xNx 0% Q 3 � 6ra 4mml ADDED, BAY ,zn20 SPCC GREEN 21 NR CONSTRUCITION Q.C2BP21 PERMIT PEACE DETAILS AM COMcheck Software Version 4.1.5.1 Envelope Compliance Certificate Project Information Energy Code: Project Title: Location: Climate Zone: Project Type: Vertical Glazing / Wall Area: Skylight / Roof Area Permit No. Construction Site: 4990 Parfet St Wheat Ridge, CO 80033 Additional Efficiency Package(s) 2018 IECC Axis 70 West Wheat Ridge, Colorado 5b New Construction 7% 0% 202100033 Owner/Agent: Andrew Glova Westfield Company, Inc 4221 Brighton Blvd Wheat Ridge, CO 80033 3032981111 aglova@westfield-co.com Designer/Contractor: Kenneth Harshman Grey Wolf Architecture 1543 Champa St Ste 200 Denver, CO 80202 3032929107 kharshman@greywolfsturio.com Reduced interior lighting power. Requirements are implicitly enforced within interior lighting allowance calculations. Building Area Floor Area --- 11.0 0.078 1 -Warehouse : Nonresidential 142200 Envelope Assemblies LLJ EAST O Assembly Gross Area Cavity Cont. Proposed Budget U - 19155 or R -Value R -Value U -Factor Factor(a) None, [Bldg. Use 1 - Warehouse] Perimeter O � Roof 1: Insulation Entirely Above Deck, [Bldg. Use 1 - Warehouse] 140500 --- 30.0 0.032 0.032 Skylight 1: Metal Frame with Thermal Break:Plastic, With Curb, Perf. 352 --- --- 0.440 0.500 Specs.: Product ID pending, SHGC 0.20, [Bldg. Use 1 - Warehouse] (b) 0.078 0.090 None, [Bldg. Use 1 - Warehouse] loading dock slab edge: Slab -On -Grade: Unheated, [Bldg. 611 --- --- 0.480 0.540 Use 1 - Warehouse] (c) typ. slab edge: Slab -On -Grade: Unheated, [Bldg. Use 1 - Warehouse] (c) 1096 --- --- 0.700 0.540 NORTH Exterior Wall 1: Solid Concrete:8" Thickness, Normal Density, Furring: 8070 --- 11.0 0.078 0.090 None, [Bldg. Use 1 - Warehouse] 00 LLJ EAST O oC Exterior Wall 2: Solid Concrete:8" Thickness, Normal Density, Furring: 19155 --- 11.0 0.078 0.090 None, [Bldg. Use 1 - Warehouse] O � SOUTH Q X oLU Exterior Wall 3: Solid Concrete:8" Thickness, Normal Density, Furring: 8102 --- 11.0 0.078 0.090 None, [Bldg. Use 1 - Warehouse] WEST Exterior Wall 4: Solid Concrete:8" Thickness, Normal Density, Furring: 21638 --- 11.0 0.078 0.090 None, [Bldg. Use 1 - Warehouse] storefront: Metal Frame with Thermal Break:Fixed, Perf. Specs.: 3980 --- --- 0.380 0.380 Product ID pending, SHGC 0.38, [Bldg. Use 1 - Warehouse] (b) man doors: Insulated Metal, Swinging, [Bldg. Use 1 - Warehouse] 3780 --- --- 0.370 0.370 ovh doors: Insulated Metal, Garage door 14% glazing, [Bldg. Use 1 - 3372 --- --- 0.111 0.310 Warehouse] (a) Budget U -factors are used for software baseline calculations ONLY, and are not code requirements. (b) Fenestration product performance must be certified in accordance with NFRC and requires supporting documentation. (c) Slab -On -Grade proposed and budget U -factors shown in table are F -factors. Envelope PASSES: Design 7% better than code Envelope Compliance Statement Compliance Statement: The proposed envelope design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed envelope systems have been designed to meet the 2018 IECC requirements in COMcheck Version 4.1.5.1 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Kenneth W Harshman - Principal Name - Title Project Title 3 0 o Ln Axis 70 West Signature Date 03.08.2021 Report date: 03/08/21 GENERAL NOTES 1. CONTRACTOR TO IMMEDIATELY NOTIFY THE ARCHITECT OF ANY DISCREPANCIES, ERRORS, OR CONFLICTS DISCOVERED IN THE DRAWINGS 2. RE: FULL COMCHECK REPORT WITH CHECKLIST UNDER SEPARATE COVER ii U W r� U F+i h� ARCHITECTURE PLANNING M INTERIOR DESIGN 1543 champa St. #200 denver, co 80202 phone: 303.292.9107 fax: 303.292.4297 s Pbbott Asso Crr�`\e c'dP CAA O C 6z - WNM W. tO A � 02.15.2021 ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYRIGHTED INFORMATION AND SHALL NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 C'7 JH CHECKED O O 00 LLJ O oC O a (w� v O � Q X oLU aqq;r� C 6z - WNM W. tO A � 02.15.2021 ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYRIGHTED INFORMATION AND SHALL NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JH CHECKED KWH ISSUE 12.11.20 50% CD 01.06.21 PERMIT REVISIONS A02.15.21 PERMIT RESUB 03.08.21 PERMIT RESUB \� BUILDING ENVELOP COMCHECK .1 tn o� s U H O O m X O O 4 N 0 106 o� o� y -- v m U O } c� } o� U O 0 v L N o� LL o Cl - 0 O } s a N m N O N 00 m } O v i LO co o E N l- � rn } N o � o to N X L LO co co O O N O N 'a O O N to +- to U C3 N J O L Cl - I --- ■- 1. 1. BUILDING CODE: 2018 INTERNATIONAL BUILDING CODE, A5GE 7-I6. 2. LOADS U5ED IN DE516N: A. DEAD LOADS: 1) ROOF........................................................................................................................................ 15 P5F 2) ROOF (FOR WIND UPLIFT RE515TANGE).................................................................. 6 P5F B. 5NOW LOAD CRITERIA: 1) DE516N 5NOH LOAD........................................................................................................ 30 P5F 2) GROUND 5NOY4 LOAD, Pg.............................................................................................. 30 P5F 3) 5NOW EXP05URE FACTOR, Ge.................................................................................... I.0 4) IMPORTANCE FACTOR..................................................................................................... 1.0 5) THERMAL FACTOR, Gt.................................................................................................... ID 6) FLAT -ROOF 5NOH LOAD, Pf....................................................................................... 21 P5F G. WIND LOAD CRITERIA: 1) BA51G HIND SPEED (3 5EGOND GUST -ULTIMATE) ............................................. 135 MPH 2) EXP05WE............................................................................................................................. G 3) R15K GATE60RY............................................................................................................... 11 4) INTERNAL PRE55LIRE COEFFICIENT.......................................................................... 0.18 5) GOMPONENT5 AND GLADDIN6 DE516N HIND PRE55URE (WALL5 AT 015GONTINUITY, ZONE 5,10 5F) .............................................. 47.4 P5F 6) GOMPONENT5 AND GLADDIN6 DE516N WIND PRE55URE (HALL5 NOT AT D15GONTINUITY, ZONE 4,10 5F) .................................... 38.5 P5F 7) GOMPONENT5 AND GLADDIN6 DE516N WIND PRE55URE (ROOF AT D15GONTINUITY ZONES 2 AND 3, 10 5F) ............................... 111.2 P5F 8) GOMPONENT5 AND GLADDIN6 DE516N WIND PRE55URE (ROOF NOT AT D15GONTINUITY, ZONE 1,10 5F) ........................................ 62.0 1:75F D. 5EI5MIG DE516N CRITERIA: 1) R15K GATE60RY............................................................................................................... 11 20 IMPORTANCE FACTOR.................................................................................................... 1.0 3) 55.............................................................................................................................................. 0.227 4) 51............................................................................................................................................... 0.06 Q5) 5ds.......................................................................................................................................... 0.Ig7 6) 5dl............................................................................................................................................ 0.06 7) 51TE GLA55.......................................................................................................................... G 8) 5E15MIG DE516N GATE60RY....................................................................................... B q) BA51G 5EI5MIG FORGE RE515TIN6 5Y5TEM .......... INTERMEDIATE PREGA5T SHEAR HALL5 Q 1 0) DE516N BASE 5HEAR...................................................................................................... 275 KIPS 11 5EI5MIG RE5PON5E COEFFICIENT, G9.................................................................... 0.04q 12) RE5PON5E MODIFICATION FACTOR, R................................................................... 4 13) ANALY515 PROCEDURE........................................................................ EQUIVALENT LATERAL FORGE E. 6RAVITY LOAD5 5HOHN ON THE DRAHIN65 ARE 5ERVIGE UNLE55 NOTED OTHERHI5E. WIND AND 5EI5MIG LOADS 5HOHN ON THE DRAHIN65 ARE ULTIMATE UNLE55 NOTED OTHERHI5E. 3. NON-5TRUGTURAL ELEMENTS: A. ELEMENT5 5UGH A5 NON-BEARING PARTITIONS, ETG. ATTACHED TO AND/OR SUPPORTED BY THE 5TRUGTURE SHALL TAKE INTO ACCOUNT DEFLEGTION5 AND OTHER 5TRUGTURAL MOVEMENTS. B. FIRE PROTECTION FOR ALL 5TRUGTURAL GOMPONENT5 SHALL BE PROVIDED AND SHALL MEET MINIMUM CODE REQUIREMENTS FOR THE TYPE OF GON5TRUCTION 5PEGIFIED ON THE ARCHITECTURAL PLANS. G. 5EE 501L5 REPORT FOR SLIP 5PAGE ABOVE OR BELOW NON-5TRUGTURAL PARTITIONS ON 5LAB5-ON-6RADE AND ARCHITECTURAL DRAHIN65 FOR DETAIL5. D. MOVEMENT OF THE 5LAB ON GRADE MAY GAU5E DAMAGE TO NON-5TRUGTURAL ELEMENTS THAT ARE CONNECTED TO BOTH THE 5LAB ON GRADE AND OTHER 5TRUGTURAL MEMBERS. 150LATION OF THESE NON-5TRUGTURAL ELEMENTS 5UGH A5 PARTITION WALL, BA5EBOARD5, PIPING, ETG. MAY BE REQUIRED. 5EE THE ARCHITECTURAL, MECHANICAL OR ELECTRICAL ORAHIN65 FOR DETAIL5 OR GON5ULT WITH APPROPRIATE MEMBER OF THE DE516N TEAM BEFORE GONNEGTIN6 NON-5TRUGTURAL El EMENT5 TO BOTH THE 5LAB ON GRADE AND OTHER 5TRUGTURAL MEMBERS. 4. FOUNDATIONS: A. FOUNDATION DE516N 15 BA5E0 ON OWNER-AGGEPTED REGOMMENDATION5 IN 501L5 REPORT NO. Ig -1-525 DATED APRIL 23, 2020 BY KUMAR 4 A55OGIATE5 ING. B. MAXIMUM 501L DE516N BEARING PRE55URE..................................... 3,000 P5F. G. MAXIMUM 501L DE516N BEARING PRE55LRE (WITH INGREA5E FOR WIND/5EI5MIG LOAD5) ......... 4,000 P5F. D. LATERAL EARTH PRE55URE5: 1) AT-RE5T..............................................................................................55 PGF MO PGF GROUND WATER) 2) ACTIVE.................................................................................................45 PGF (85 PGF GROUND WATER) 3) PA551VE....................................................................................................200 PGF 4) FRICTION COEFFICIENT...................................................................... 0.30 E. ALL FOOTIN65 ARE TO BE PLACED ON FIRM, UNDI5TURBED NATURAL 501L5, OR PROPERLY COMPACTED 5TRUGTURAL FILL EXTENDING DOWN TO UND15TURBED 501L5 OR PREPARED EXI5TIN6 FILL, A5 APPROVED BY THE 501L5 EN61NEER. BAGKFILL SHALL BE COMPACTED TO 100% (MINIMUM) 5TANDARD PROCTOR DEN5ITY UNLE55 OTHEM15E RECOMMENDED IN THE 501L5 REPORT. IF SOFT 5POT5 ARE ENCOUNTERED REMOVE 501L TO FIRM 501L5 OR TO A MAXIMUM DEPTH OF 3 FEET, AND REPLACE / REGOMPAGT WITH APPROVED 5TRUGTURAL FILL. (RE: 501L5 REPORT FOR DE5GRIPTION OF BEARING 501L) F. ALL 5LAB5 ARE TO BE PLACED ON FIRM, UND15TWBW NATURAL 501L5, OR ON PROPERLY COMPACTED 5TRUGTURAL FILL EXTENDING DOWN TO UND15TURBW 501L5 OR PREPARED EXI5TIN6 FILL, A5 APPROVED BY THE 501L5 ENGINEER. BAGKFILL SHALL BE COMPACTED TO q5% (MINIMUM) 5TANDARD PROCTOR DEN5ITY UNLE55 OTHERWI5E RECOMMENDED IN THE 501L5 REPORT. IF SOFT 5POT5 ARE ENCOUNTERED REMOVE 501L TO FIRM 501L5 OR TO A MAXIMUM DEPTH OF 3 FEET, AND REPLACE / REGOMPAGT WITH APPROVED 5TRUGTURAL FILL. (RE: 501L5 REPORT FOR DE5GRIPTION OF BEARING 501L 6. MAINTAIN 501L5 AT 5PEGIFIED M015T LRE CONTENT DURING GON5TRUGTION. H. CENTER ALL FOOTINGS UNDER HALLS, GOLUMN5 OR GRID LINES UNLE55 OTHEM15E NOTED ON PLAN5. 1. CONTRACTOR TO PROVIDE FIELD DEN5ITY TE5T5 ON COMPACTED FILL UNDER FOOTIN65 AND INTERIOR 5LAB5-ON-6RADE. A MINIMUM OF I REPRESENTATIVE TEST SHALL BE TAKEN FOR EACH PAD FOOTING, EACH 100 LF OF GONTINUOU5 FOOTING AND EACH 2,000 5F OF SLAB -ON -GRADE. J. NOTIFY 501L5 ENGINEER WHEN EXCAVATION 15 COMPLETED 50 THAT GONDITION5 MAY BE IN5PEGTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE. 5. GA5T-IN-PLACE AND 51TE GA5T CONCRETE: A. ALL GA5T-IN-PLACE CONCRETE SHALL BE MADE WITH PORTLAND GEMENT, STONE A66RE6ATE AND SHALL HAVE THE GEMENT TYPE AND DEVELOP THE GOMPRE551VE 5TREN67TH IN 28 DAYS A5 FOLLOH5: FOOTINGS .......................................... 3,000 1:51, TYPE 1, 3-5 IN. SLUMP, 3.5-6.5% AIR 5LAB5-ON-6RADE ....................... 4;000 P51, TYPE 1, 2-4 IN. SLUMP, 0-3% AIR, 0.50 MAXIMUM W/G RATIO, 1-1/2" MAXIMUM AGGREGATE 51ZE TILT -UP WALL PANELS ............... 4,500 P51 (5,000 P51 WHERE NOTED OTHERHI5E, TYPE 1, 3-5 IN. SLUMP, 0-3% AIR ALL OTHER ....................................... 3,000 P51, TYPE I, 3-5 IN. SLUMP, 4.5-7.5% AIR B. ALL GONGRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE WITH THE M05T RECENTLY ADOPTED VER51ON OF AGI 318, AND WITH AGI 301 AND 304. HOT WEATHER PLACEMENT: AGI 305. GOLD HEATHER PLACEMENT: AGI 306. G. CONCRETE TE5TIN6 SHALL BE DONE IN ACCORDANCE WITH AGI 301. TE5T5 SHALL INCLUDE GYLINDER5 AND SLUMP. GA5T-IN-PLACE AND 51TE GA5T CONCRETE (CONTINUED): D. CONCRETE MATERIAL5: 1) GEMENT SHALL BE A5TM G150, PORTLAND. U5E ONLY ONE BRAND OF GEMENT FOR EACH TYPE. NORMAL - TYPE I MODERATE - TYPE 11 HI6H EARLY 5TREN6TH - TYPE III SULFATE RE515TANT - TYPE V 2) FINE AND GOAR5E A66RE6ATE5: A5TM G33. 3) WATER 5HALL BE GLEAN AND POTABLE. 4) ADMIXTURE5 GONTAININ6 THIOGYANATE5, OR GONTAINING MORE THAN 0.05 PERCENT CHLORIDE IONS ARE PROHIBITED. 5) AIR ENTRAINING ADMIXTURE: A5TM G260. 6) FLY A514: A5T m 6618, GLA55 F OR G. LIMIT U5E TO 20% OF GEMENT CONTENT. E. MIX CONCRETE IN ACCORDANCE WITH A5TM Gq4. F. DELIVER AND 015GHAR6E CONCRETE ENTIRE LOAD WITHIN qO MINUTE5, OR BEFORE DRUM HA5 TURNED 300 REVOLUTIONS, HHIGHEVER OGGUR5 FIRST, AFTER INTRODUCTION OF MIXING WATER. G. UNLE55 OTHERN15E NOTED, ALL EXP05ED ED6E5 OF CONCRETE WORK SHALL HAVE 3/4 INCH GHAMFER. H. CONTRACTOR MAY POUR 5LAB5-ON-6RAPE GONTINUOU5 AND 5AH GUT CONTRACTION JOINT5. JOINTS SHALL BE 5PAGED 15 FEET MAXIMUM AND 5AW GUT 1/4 OF DEPTH X I/8" WIDE WITHIN 12 HOURS AFTER POURING. GARRY ALL 5LAB REINFORCEMENT THROUGH CONTRACTION JOINTS. 1. 5LAB5, TOPPING, FOOTIN65, BEAMS AND WALL5 SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE MADE AT THIRD POINT OF SPAN WITH VERTICAL BULKHEA05 UNLE55 OTHERWI5E 5HOHN. ALL GON5TRUGTION JOINTS SHALL BE A5 DETAILED OR A5 APPROVED BY THE ENGINEER. J. 51TE GA5T TILT -UP PANELS HAVE BEEN DE516NED FOR IN-PLAGE LOADS ONLY. THE CONTRACTOR SHALL EMPLOY AN INDEPENDENT ENGINEER RE615TERED IN THE STATE OF COLORADO TO REVIEW PANELS FOR GON5TRUGTION AND LIFTING LOADS. K. 50MIT A RECORD COPY OF LIFTING GALGULATION5, REINFORGIN6 AND LIFTING IN5ERT5 TO THE ENGINEER OF RECORD. THESE ARE FOR INFORMATION ONLY AND WILL NOT BE REVIEWED. L. 5PEGIAL IN5PEGTION AND TE5TING OF TILT -UP MEMBERS SHALL BE DONE IN ACCORDANCE WITH THE BUILDING CODE. TE5TIN6 A6ENGY WILL TAKE THREE CONCRETE TE5T GYLINOER5 AND ONE SLUMP TEST FOR EACH 100 GU.YD5.OF CONCRETE PLACED IN ANY ONE DAY, IN ACCORDANCE WITH A5TM G31. 6. REINFORCEMENT: A. PERFORM ALL REINFORGIN(7 WORK IN ACCORDANCE WITH GR51 MANUAL OF 5TANDARD PRACTICE, AND CONFORM TO AGI 315. B. ALL REINFORGIN6 SHALL BE HIGH-5TREN6TH DEFORMED BARS GONFORMIN6 TO A5TM A615, GRADE 60, EXCEPT WELDABLE REINFORCEMENT HHIGH SHALL BE A5TM A706, GRADE 60. G. WELDED WIRE FABRIG SHALL CONFORM TO A5TM A1064 AND SHALL BE LAPPED ONE FULL ME514 AT 51DE AND END 5PLIGE5 AND WIRED TOGETHER. D. ALL YIELDED HEADED 5TU0 ANGHOR5 SHALL CONFORM TO AH5 DI.I-TYPE B, GRADE 60. E. ALL DEFORMED BAR ANGHOR5 SHALL CONFORM TO A5TM A4gb, GRADE 60. A5TM A706, GRADE 60 BARS OF THE SAME DIAMETER AND LENGTH MAY BE U5ED IN LIEU OF DEFORMED BAR ANGHOR5. F. FABRICATION AND PLACEMENT TOLERANGE5 FOR REINFORGIN6 SHALL BE IN ACCORDANCE WITH AGI 117. 6. REINFORCEMENT PROTECTION UNLE55 NOTED OTHERHI56 1) CONCRETE POURED A6AIN5T EARTH .................................................... 3" 2) CONCRETE POURED IN FORMS (EXPOSED TO HEATHER OR EARTH) .......................................... 2" 3) 5LA55 AND HALLS (NOT EXP05ED TO WEATHER) ....................... 3/4" H. NO 5PLIGE5 OF REINFORCEMENT SHALL BE MADE EXCEPT A5 DETAILED OR AUTHORIZED BY THE 5TRUGTURAL ENGINEER. LAP 5PLIGE5, WHERE PERMITTED, SHALL BE A5 5HOHN IN 5GHEDULE UNLE55 NOTED OTHERHI5E. MAKE ALL BARS GONTINUOU5 AROUND GORNER5. 1. U5E STANDARD HOOKS ON DOPsEL5 UNLE55 OTHERHI5E NOTED. J. 5UBMIT SHOP DRAW065 FOR ALL REINFORGIN6 INDIGATIN6 51ZE5, 5PAGING, LOGATION5, AND QUANTITIES OF REINFORGIN6 STEEL. K. PLACE TWO #5 (PER 8" THIGKNE55) WITH 2'-0" PROJECTION AROUND ALL OPENIN65 IN CONCRETE WALL, 5LAB5, AND BEAMS. AL50 PROVIDE THO #5 X 4'-0" DIAGONALLY AT EACH CORNER. L. GONTINUOU5 TOP AND BOTTOM BARS IN HALLS AND BEAMS SHALL BE 5PLIGED A5 FOLLOWS: TOP BARS AT MID5PAN; BOTTOM BARS OVER 5UPPORT5. M. PROVIDE ALL AGGE55ORIE5 NEGE55ARY TO SUPPORT REINFORGIN6 AT P051TION5 5HOHN ON THE PLANS. ALL REINFORCEMENT TO BE HELD 5EGURELY IN PROPER P051TION IN ACCORDANCE WITH THE M05T RECENTLY ADOPTED VER51ON OF AGI 318. 5ET ANCHOR RODS WITH P051TIONING TEMPLAT E5 AND BRACE AGAIN5T D15PLAGEMENT. N. NO HELDIN6 OF REINFORGIN6 15 PERMITTED UNLE55 DETAILED OR AUTHORIZED BY THE 5TRUGTURAL EN61NEER. 0. PROVIDE AN ALLOHANGE FOR ADDITIONAL REINFORGIN6, FABRICATION AND PLAGIN6 OF 1000 LINEAR FEET OF #5 REINFORGIN6 BARS. THE REINFORGIN6 WILL BE ADDED TO THE SHOP DRAWINGS AND IN FIELD 055ERVATION REPORTS BY THE ENGINEER A5 "ADDED PER GENERAL NOTES." AN UP-TO-DATE TOTAL OF LINEAR FEET ADDED WILL BE MAINTAINED AND 51,65TANTIATED BY SHOP DRAHIN65 AND FIELD 055ERVATION REPORTS. 7. 5TRUGTURAL STEEL: A. 5TRUGTURAL STEEL 6RADE5 SHALL BE A5 FOLLOH5: 1) WF 5HAPE5 - A5TM Agg2 2) TUBES - A5TM A500, GRADE G WITH Fy = 50 ksi 3) PIPES - A5TM A53, GRADE B 4) ANCHOR RODS - A5TM F1554, GRADE 36 OR 55 5) M15G. EMBEDDED ITEMS - A5TM A36 6) ALL OTHER - A5TM A36 7) BOLTS - A5TM A325 UNLE55 NOTED OTHERHI5E. B. 5TRUGTURAL 5TEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE LATEST PROV1510N5 OF A15G "MANUAL OF STEEL GON5TRUGTION." G. SUBMIT 5HOP DRAWING INDIGATIN6 PROFILES, 51ZE5, 5PAGING, LOCATION OF 5TRUGTURAL MEMBERS, GONNEGTION5, AND GAMBER5. D. GONNEGTION5 SHALL BE DETAILED AND FABRICATED A5 SHOWN ON THE 5TRUGTURAL DRAWINGS. 5UBMIT DE516N GALCULATION5, BEARING THE SEAL AND 516NAT L RE OF A PROFE55IONAL ENGINEER, EMPLOYED BY THE CONTRACTOR AND REC715TERED IN THE STATE IN HHIGH THE PROJECT 15 LOCATED FOR THE FOLLOWING: 1) GONNEGTION5 NOT A5 INDICATED ON THE DRAWINGS. 2) REQUE5T FOR 565TITUTION OF MEMBER 51ZE5 OR MATERIAL 6RADE5. 3) MODIFICATION OF THE 5TRENGTH OR GONFIGURATION OF 5TRUGTURAL FRAMING REQUE5TED FOR THE CONTRACTOR'S CONVENIENCE, ERECTION 5EQUENGE, GON5TRUGTION EQUIPMENT, AND MATERIALS. E. 5TANDARD SHEAR GONNEGTION5 NOT DETAILED ON THE STRUCTURAL DRAHIN65 SHALL BE 5ELEGTED BY THE FABRICATOR FROM THE 5TANDARD DESIGN TABLES IN ACCORDANCE WITH THE LATEST PROV1510N5 OF THE A15G "MANUAL OF STEEL GON5TRUGTION." CONNECTION SHALL BE 5ELEGTED BASED ON THE A5D METHOD FOR THE UNFAGTORED 5ERVIGE LOADS PROVIDED. WHEN LOADS ARE NOT PROVIDED THE FABRICATOR SHALL 5ELEGT GONNEGTION5 BASED ON THE FOLLOWING: 1) FOR NON-GOMPO51TE MEMBERS, GONNEGTION5 SHALL SUPPORT 60% OF THE TOTAL UNIFORM LOAD CAPACITY FOR EACH 61VEN BEAM AND SPAN. THE FABRICATOR SHALL SUBMIT CONNECTION DETAIL5 WITH THE 5TRUGTURAL 5TEEL SHOP DRAWING FOR APPROVAL. 6ENERAL NOTES 5TRUGTURAL STEEL (GONTINUED): F. FABRIGATOR SHALL BE EXPERIENCED IN FABRIGATION OF 5TRUGTURAL STEEL FOR PROJEGT5 OF 51MILAR 51ZE AND COMPLEXITY. FABRIGATOR5 5HOULD BE A15G CERTIFIED OR 5PEGIAL IN5PEGTION OF ALL SHOP GONNEGTION5 AND YgELD5 SHALL BE PROVIDED. 6. ALL BOLT5 SHALL BE TIGHTENED TO THE 5NU6 TIGHT CONDITION EXCEPT TH05E NOTED ON THE DRAWINGS OR IN THE 5PEGIFIGATION5 TO BE SLIP CRITICAL GONNEGTION5. H. MINIMUM YqEL05 TO BE A15G AND/OR A.H.5. BUT NOT LE55 THAN 3/16" GONTINUOU5 FILLET UNLE55 OTHERHI5E NOTED. ALL SHOP AND FIELD HELD5 SHALL BE MADE WITH E70 ELEGTRODE5 UNLE55 NOTED OTHERHI5E AND A5 NOTED IN THE STEEL DECK 5EGTION BELOH. 1. HELDER5 GERTIFIGATE5: CERTIFY HELDER5 EMPLOYED ON THE HORK, VERIFYING AMERICAN WELDING 50GIETY QUALIFICATION WITHIN THE PREVIOUS 12 MONTHS. J. 5TRUGTURAL 5TEEL SHALL BE SHOP PAINTED WITH RUST INHIBITING PRIMER. K. FIELD PAINT ALL HELD5, ABRA51ON5, RUST 5POT5 AND FIELD BOLTS ON 5TRUGTURAL STEEL, J015T5 AND DEGKIN(5 AFTER ERECTION. L. ANCHOR RODS 5HALL BE GLEAN OF ALL 6REA5E AND GUTTING OIL. ANCHOR 8005 SHALL BE GLEANED WITH 50LVENT BEFORE IN5TALLIN6. M. THE TERMINOL06Y "GONTINUOU5" INDIGATE5 QUANTITY. PROVIDE THE NEGE55ARY JOINT DETAILS TO ALLOW FOR BUILDING MOVEMENTS. COORDINATE WITH ARCHITECTURAL CONTROL AND EXPAN51ON JOINTS. N. 5EE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR 5PEGIAL DETAIL5 AND M15GELLANEOU5 STEEL. 0. PROVIDE TEMPORARY BRAGI% AND PREGAUTION5 NEGE55ARY TO HITH5TAND ALL GON5TRUGTION AND/OR WIND LOADS UNTIL ALL FIELD GONNEGTION5 ARE COMPLETED AND SHEAR HALLS AND DEGK5 ARE IN PLACE. P. ALL STEEL EXP05M TO EARTH SHALL BE COATED WITH 5ONNEBORNE HYOROGIDE 5EMI-MA5TIG DAMPPROOFIN6 OR APPROVED EQUAL. 8. J015T5 AND J015T 61RDER5: A. STEEL J015T5 AND/OR J015T 61RDER5 SHALL BE DE516NED, FABRICATED AND ERECTED IN ACCORDANCE WITH STEEL J015T (53) 5PEGIFIGATION5 AND SHALL BE THE TYPE AND 51ZE 5HOHN ON THE DRAHIN65. B. IN ADDITION TO THE ERECTION ORAWIN65, THE FOLLOWING SHALL BE SUBMITTED TO THE 5TRUGTURAL EN61NEER FOR RECORD ONLY, PRIOR TO THE ERECTION OF THE J015T5: 1) ONE 5ET OF GALGULATION5 FOR THE DESIGN OF ALL J015T5 AND J015T 61RDER5. GALGULATION5 SHALL DEMONSTRATE COMPLIANCE WITH THE STEEL J015T INSTITUTE 5PEGIFIGATION5 AND CODE OF 5TANDARD PRACTICE AND WITH ALL REQUIREMENTS IN THE CONTRACT DOGUMENT5. GALGULATION5 SHALL BE PREPARED AND STAMPED BY A PROFE55IONAL ENGINEER REC715TERED IN THE STATE IN HHIGH THE PROJECT 15 LOCATED. G. UNLE55 NOTED OTHERHI5E, TOTAL LOAD DEFLECTION (FROM FLAT) OF ALL J015T5 SHALL BE LIMITED TO U240 AND LIVE LOAD DEFLECTION SHALL BE LIMITED TO U240 IN INGHE5, WHERE L 15 THE SPAN LENGTH IN INGHE5. D. ALL J015T5 SHALL BE DE516NED FOR BENDING 5TRE55E5 RE5ULTIN6 FROM A 100 POUND CONCENTRATED LOAD (BEND-GHEGK LOAD) AT ANY LOCATION ALONG THE TOP OR BOTTOM CHORD. REFER TO TYPICAL DETAIL5 FOR POINT LOAD5 GREATER THAN 100 POUNDS FOR ADDITIONAL J015T REINFORCEMENT REQUIREMENTS. E. PROVIDE ALL J015T5, J015T 61RDER5, BRIDGING AND AGGE55ORIE5 FOR A COMPLETE INSTALLATION IN ACCORDANCE WITH THE 5.11. 5PEGIFIGATION5 AND CODE OF STANDARD PRACTICE. 5HOH ALL BRIDGING AND AGGE%ORIE5 FOR COMPLETE INSTALLATION ON J015T ERECTION DRAWINGS. F. ALL J015T BRIDGING WHETHER 5HOHN OR NOT SHALL MEET THE LATEST REQUIREMENTS OF THE STEEL J015T IN5TITUTE, THE J015T 51JPPLIER AND/OR 0514A. CONTRACTOR SHALL COORDINATE WITH J015T SUPPLIER TO DETERMINE QUANTITIES AND TYPES OF BRIDGING REQUIRED. 6. BRIDGING SHALL BE COMPLETELY INSTALLED AND J015T5 ALIGNED BEFORE ANY GON5TRUGTION LOAD5 ARE PLACED ON THE J015T5. H. ANCHOR ALL J015T BRIDGING RUNS AT THEIR ENDS BY WELDING TO SPANDREL BEAMS OR BY GLIPPING TO MA50NRY OR CONCRETE HALLS. 1. J015T5 AND J015T 61RDER5 SHALL BE SHOP PAINTED WITH RUST INHIBITING PRIMER. J. IN5PEGTION AND TE5TIN6 SHALL BE DONE IN ACCORDANCE WITH THE BUILDING CODE, A15G, AND 5JI. ALL FIELD GONNEGTION5 SHALL BE V15UALLY IN5PEGTED. q. STEEL DECK: A. COMPLY WITH 5DI DE516N MANUAL FOR STEEL DECK WORK. B. DECK SHALL BE OF THE TYPE GALLED FOR ON THE FRAMING PLANS AND SHALL BE GONTINUOU5 WHERE P0551BLE. DECK SHALL BE SHOP -PAINTED AND/OR GALVANIZED A5 INDICATED ON THE PLAN5. G. SHOP DRAWINGS FOR METAL DECK SHALL BE SUBMITTED, INDIGATIN6 DECK 6A6E, TYPE, LAYOUT, AND GONNEGTIN(7 PATfERN5. D. DEGKIN6 SHALL BE INSTALLED AND ALL OPENIN65 IN DECK GUT AND REINFORCED IN ACCORDANCE WITH MANUFACTURER'S STANDARD DETAIL5 AND 5PEGIFIGATION5 EXCEPT A5 OTHERHI5E NOTED OR 5PEGIFIED. E. HELD5 FOR 22 GAGE AND THICKER DECK SHALL BE MADE WITH Eb022 ELEGTRODE5. F. HELD5 FOR DECK THINNER THAN 22 GAGE SHALL BE MADE WITH E7014 ELEGTRODE5. 6. WELDING REQUIREMENT5 SHALL BE A5 FOLLOH5 UNLE55 OTHERHI5E 5HOHN ON DRAHIN65. 1) ATTACH ROOF TO SUPPORT BEAMS, STEEL J015T5, ANGLE5 OR PLATES WITH 5/8" DIAMETER PUDDLE HELD5 AT 1211. 2) LONGITUDINAL JOINTS BETWEEN ADJACENT ROOF DECK UNITS SHALL BE FASTENED T06ETHER WITH 5/8" DIAMETER PUDDLE HELD5 OR #10 TEK 5GREH5 AT 36". ATTACH ROOF DECK TO BEAMS OR PLATES PARALLEL TO DECK WITH 5/8" DIAMETER PUDDLE HELD5 AT 1211. H. DECK 15 DE516NED FOR A THREE SPAN SUPPORT CONDITION. IF THE DECK LAYOUT 15 5UGH THAT THE THREE SPAN CONDITION 15 NOT MET THEN DECK 5HORIN6 MAY BE REQUIRED. 1. ALL DECK GONNEGTION5 SHALL BE VISUALLY IN5PEGTED. 10. LI6HT-6A6E METAL FRAMING: A. SHOP DRAHIN65 5UBMITTAL5 SHALL BE ACCOMPANIED BY MANUFACTURER'S PRODUCT INFORMATION AND OTHER DATA NEEDED TO VERIFY COMPLIANCE WITH THE 5PEGIFIEO REQUIREMENT5. B. LIGHT-6A6E METAL FRAMING SHALL BE THE 51ZE AND 6A6E 5HOHN ON THE DRAHIN65. G. FRAMING ROLLED FROM STEEL 18 GAGE AND LIGHTER SHALL CONFORM TO ASTM A1003, LATE5T EDITION, COMMERCIAL GRADE, WITH A MINIMUM YIELD 5TRE56 OF 33,000 P51. D. FRAMING ROLLED FROM STEEL 16 GAGE AND HEAVIER SHALL CONFORM TO A5TM A1003, LATEST EDITION, WITH A MINIMUM YIELD 5TRE55 OF 50,000 P51. E. AGGE55ORIE5: PROVIDE ALL AGGE55ORIE5 INGLUDIN6, BUT NOT NEGE55ARILY LIMITED TO, TRAGK5, GLIP5, YqEB 5TIFFENER5, ANGHOR5, FA5TENIN6 DEVIGE5, RE51LIENT GLIP5, AND OTHER AGGE55ORIE5 REQUIRED FOR A COMPLETE AND PROPER INSTALLATION, AND A5 RECOMMENDED BY THE MANUFACTURER FOR THE STEEL MEMBERS U5ED. F. PROVIDE TEMPORARY BRAGIN6 AND PREGAUTION5 NEGE55ARY TO HITH5TAN0 ALL GON5TRUGTION AND/OR WIND LOADS UNTIL ALL FIELD GONNEGTION5 ARE COMPLETED AND SHEAR HALLS OR DEGK5 ARE IN PLACE. 6. LIGHT-6A6E METAL FRAMING SHALL HAVE THE REQUIRED BRIDGING PER THE MANUFACTURER'S 5PEGIFIGATION5. LOAD BEARING 5TUD5 SHALL HAVE BRIDGING AT 48 INGHE5 ON CENTER MAXIMUM. 11. MANUFACTURED METAL 5TAIR5: A. DE516N AND FABRICATE STAIR A55EMBLIE5 TO SUPPORT UNIFORM LIVE LOAD OF 100 P5F AND A CONCENTRATED LOAD OF 300 LB5 AT ANY ONE POINT, WITH DEFLECTION NOT TO EXCEED L/360. B. DE516N AND FABRICATE RAILING A55EMBLIE5 AND ATTAGHMENT5 TO RE515T UNIFORM LATERAL FORGE OF 50 PLF OR A CONCENTRATED LOAD OF 200 LB5 AT ANY POINT, HHIGHEVER 15 GREATER. G. DE516N STAIR AND RAILING A55EMBLIE5 UNDER DIRECT 5UPERV15ION OF A PROFE55IONAL 5TRUGTURAL ENC71NEER LIGEN5ED IN THE STATE IN HHIGH THE PROJECT 15 LOCATED. D. 50MIT SHOP DRANIN65 INDIGATIN6 PROFILES, 51ZE5, GONNEGTION5, ANGHORA6E, AND AGGE%ORIE5. E. 5UBMIT GALGULATION5 FOR STAIR AND RAILING A55EMBLIE5, BEARING THE SEAL AND 516NATURE OF A PROFE55IONAL 5TRUGTURAL ENGINEER REC715TERED IN THE STATE IN HHIGH THE PROJECT 15 LOCATED. F. CONFORM TO THE 5EGTION ABOVE "STRUCTURAL 5TEEI 12. NON -SHRINK GROUT: A. NON -SHRINK GROUT SHALL BE PROVIDED A5 FOLLOH5: 1) BETWEEN COLUMN BA5E5 AND FOUNDATIONS. 2) BETWEEN TILT -UP WALL PANELS AND FOUNDATIONS. 13. P05T-IN5TALLED ANGHOR5: A. INSTALLATION OF ANY P05T-IN5TALLED ANCHOR NOT 5HOHN ON THE DRAWING5 SHALL FIRST BE REVIEWED BY EN61NEER. B. ALL P05T-IN5TALLED ANGHOR5 SHALL COMPLY WITH IGG-E5 FOR EACH TYPE OF APPLICATION. G. IN5TALLER5 OF P05T-IN5TALLED ANGHOR5 SHALL HAVE TAKEN THE ANCHOR MANUFACTURER'S TRAINING PROGRAM OR AGI CERTIFICATION PR06RAM PER THE IBG. D. CONCRETE SHALL BE A MINIMUM OF 21 DAYS OLD, DRY, AND THE ACCEPTABLE TEMPERATURE PER THE MANUFACTURER'S REQUIREMENTS PRIOR TO IN5TALLATION OF ANCHORS UNLE55 NOTED OTHERHI5E. E. HAMMER DRILL ALL HOLE5 U51N6 THE CORRECT DIAMETER DRILL BIT PER THE MANUFACTURER'S 5PEGIFIGATION5 TO ACHIEVE THE EMBEDMENT DEPTH 5HOHN ON THE DRAHIN65. F. GLEAN OUT HOLES WITH GOMPRE55ED AIR, BRUSH, OR U5E A HOLLOW BIT WITH A VACUUM. 6. 5ET THE ANCHOR PER THE MANUFAGTUER'S IN5TURGTION5 AND T16HTEN TO THE MANUFACTURER'S 5PEGIFIED TORQUE. 14. GENERAL: A. EN61NEER'S ACCEPTANCE MUST BE 5EGURED FOR ALL 5TRUGTURAL 51,65TITUTION5. VERIFY ALL OPENIN65 THROUGH FLOORS, ROOF AND WALL5 WITH MECHANICAL AND El EGTRIGAL GONTRAGTOR5. VERIFICATION OF LOGATION5, 51ZE5, LINTELS, AND REQUIRED GONNEGTION5 ARE CONTRACTOR'S COMPLETE RE5PON51BILITY. B. PRIOR TO INSTALLATION OF MECHANICAL AND ELECTRICAL EQUIPMENT OR OTHER ITEMS TO BE ATTACHED TO THE 5TRUGTURE, ENGINEER'S APPROVAL OF GONNEGTION5 AND 5UPPORT5 SHALL BE OBTAINED. UNLE55 5PEGIFIGALLY DETAILED ON ARCHITECTURAL AND 5TRUGTURAL ORAHIN65, RE5PEGTIVE 5UBGONTRAGTOR SHALL FURNI5H ALL HAN6ER5, GONNEGTION5, ETC., REQUIRED FOR INSTALLATION OF H15 ITEMS. G. PROVIDE ALL EMBEDDED ITEM5 IN 5TRUGTURE A5 NOTED ON ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND 5TRUGTURAL DRAWINGS. M15GELLANEOU5 EMBEDDED ITEM5 AND ANCHOR BOLTS SHALL BE FLIRN15HED BY STEEL 51JPPLIER AND INSTALLED BY CONCRETE CONTRACTOR. D. SUBMIT SHOP AND ERECTION DRAWINGS TO ENGINEER FOR REVIEW OF ALL: 1) REINFORGIN6 2) 51TE GA5T CONCRETE PANELS (EMBED5 AND REINFORCING) 3) 5TRUGTURAL 5TEEL 4) 5TEEL J015T5 5) METAL DECK THE MANUFACTURE OR FABRICATION OF ANY ITEMS PRIOR TO WRITTEN REVIEW OF SHOP DRAWINGS WILL BE ENTIRELY AT THE R15K OF THE CONTRACTOR. E. WATERPROOFING, VAPOR BARRIER5, WATER5TOP, ETC., SHALL BE A5 INDICATED IN THE 5PEGIFIGATION5. F. ALL DIMEN51ON5 ON 5TRUGTURAL DRAWINGS SHALL BE CHECKED A6AIN5T ARCHITECTURAL DRAWINGS. 6. REGE55 TOP OF 5LAB5 FOR FLOORING APPLICATION. RE: ARCHITECTURAL DRAWINGS FOR LOCATION. H. DO NOT 5GALE DRAHIN65. I. IT 15 THE CONTRACTOR'S RE5PON515ILITY TO COMPLY WITH ALL APPLICABLE LOCAL SAFETY REQUIREMENTS AND ALL APPLICABLE 05HA REQUIREMENTS. J. THE CONTRACTOR SHALL BE RE5PON515LE FOR THE ADEQUATE DE516N OF ALL FORMS, BRAGIN6 AND SAFE GON5TRUGTION PROGEOURE5. K. APPLICABLE PROGEDURE5 AND RE6ULATION5 FOR TRENGHIN6 AND 5HORIN6 SHALL BE 5TRIGTLY ADHERED TO BY THE CONTRACTOR. TRENGHIN6 GREATER THAN A DEPTH OF FIVE (5) FEET, IN PARTICULAR, SHALL REQUIRE THAT 5HORING OR EXCAVATION PROGEDURE5 BE PREPARED BY A RE-615TERED PROFE55IONAL ENGINEER. L. THE CONTRACT 5TRUGTURAL ORAHIN65 AND 5PEGIFIGATION5 REPRESENT THE FIN15HED 5TRUGTURE, AND EXCEPT WHERE 5PEGIFIGALLY 5HOHN, DO NOT INDICATE THE METHOD OR MEANS OF GON5TRUGTION. THE CONTRACTOR SHALL 5L PERV15E AND DIRECT THE WORK AND SHALL BE 50LELY RE5PON51BLE FOR ALL GON5TRUGTION MEANS, METH005, PROCEDURE AND 5EQUENGE. M. 5PEGIAL IN5PEGTION: THE OWNER 15 REQUIRED TO EMPLOY A 5PEGIAL IN5PEGTOR. THE 5PEGIAL IN5PEGTOR SHALL SUBMIT A COPY OF ALL H15 REPORTS TO THE OWNER, ARCHITECT, 5TRUGTURAL ENGINEER AND THE BUILDING DEPARTMENT. WHEN THE WORK 15 COMPLETED, THE 5PEGIAL IN5PEGTOR SHALL SUBMIT A FINAL 516NED REPORT 5TATIN(7 WHETHER THE WORK HA5, TO THE BEST OF H15 KNOWLEDGE, IN CONFORMANCE WITH THE M05T REGENT APPROVED 5ET OF CONTRACT DOGUMENT5 AND THE APPLICABLE HORKMAN514IP PROV1510N5 OF THE BUILDING CODE. A5 THE 5TRUGTURAL ENGINEER OF RECORD HE HILL MAKE V151T5 TO THE 51TE TO 055ERVE GENERAL COMPLIANCE WITH THE APPROVED 5TRUGTURAL PLAN5, 5PEGIFIGATION5 AND GHANGE OROER5. THE CONTRACTOR SHALL COORDINATE WITH THE 5PEGIAL IN5PEGTOR IN ORDER TO ENSURE THAT THE 5PEGIAL IN5PEGTION A5 INDICATED BELOH GAN BE PERFORMED WITH MINIMAL IMPACT TO THE PROJECT 5GHEDULE. 5PEGIAL IN5PEGTION 15 REQUIRED FOR THE FOLLOHIN6 TYPES OF HORK. REFER TO CHAPTER 17 OF THE BUILDING CODE FOR ADDITIONAL INFORMATION. GENERAL (GONTINUEO): 1) 5TEEL GON5TRUGTION - 5TRUGTURAL STEEL: a. GENERAL: 5EE A15G 360 CHAPTER N TABLE5 b. STEEL J015T AND J015T 61RDER5: 5EE TABLE 1705.2.3 2) STEEL GON5TRUGTION OTHER THAN STRUCTURAL 5TEEI a. GOLD -FORMED STEEL DECK: 5EE 501 QA/GG b. HELDIN6 OF REINFORGIN(7 BARS: 5EE AH5 01.4 3) CONCRETE GON5TRUGTION: 5EE TABLE 1705.3 4) 501L5: 5EE TABLE 1705.6 5) GOLD FORMED STEEL FRAMING: a. NON -LOAD-BEARING EXTERIOR HALL 5Y5TEM5: MATERIAL VERIFICATION AND PERIODIC IN5PEGTION 15 REQUIRED FOR THE FOLLOHIN6: 11 MATERIAL VERIFICATION OF FA5TENER5. 21 IN5PEGTION OF FASTENER QUANTITY AND LOCATION FOR COMPLIANCE WITH THE APPROVED GON5TRUGTION OOGUMENT5. 31 MATERIAL VERIFICATION OF GOLD FORMED MEMBERS. 41 1^ELOIN6: 5EE A15G 360 CHAPTER N. 6) P05T-IN5TALLED ANGHOR5: 5PEGIAL IN5PEGTION SHALL MEET THE REQUIREMENTS OF THE IBG. a. MECHANICAL ANGHOR5: PERIODIG 5PEGIAL IN5PEGTION 15 REQUIRED DURING ANCHOR INSTALLATION TO VERIFY ANCHOR TYPE, ANCHOR DIMEN51ON5, CONCRETE TYPE, CONCRETE GOMPRE551VE 5TRENGTH, HOLE OIMEN51ON5, HOLE GLEANING PROGEDURE5, ANCHOR 5PAGING, EDGE 015TANGE5, CONCRETE THIGKNE55, ANCHOR EMBEDMENT AND T16HTENIN6 TORQUE. b. APHE51VE ANGHOR5: GONTINUOU5 5PEGIAL IN5PEGTION 15 REQUIRED FOR APHE51VE ANGHOR5 INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATION TO RE515T 56TAINED TEN51ON LOAD5. PERIODIG 5PEGIAL IN5PEGTION 15 REQURIED FOR ALL OTHER APPLIGATION5 OF ADHE51VE ANGHOR5 UNLE55 NOTED OTHER11I5E ON THE ORAHIN65. THE 5PEGIAL IN5PEGTOR MUST BE ON THE JOB5ITE DURING ANCHOR INSTALLATION TO VERIFY ANCHOR TYPE, ANCHOR DIMEN51ON5, CONCRETE TYPE, CONCRETE GOMPRE551VE 5TREN6TH, HOLE DIMEN51ON5, HOLE GLEANING PROGEDURE5, ANCHOR 5PAGING, EDGE 015TANGE5, CONCRETE THIGKNE55, ANCHOR EMBEDMENT AND TIGHTENING TORQUE. c. THE 5PEGIAL IN5PEGTOR MUST VERIFY THE INITIAL IN5TALLATION5 OF EACH TYPE AND 51ZE OF ADHE51VE ANCHOR BY GON5TRUGTION PERSONNEL ON 51TE. 5UB5EQUENT IN5TALLATION5 OF THE SAME ANCHOR TYPE AND 51ZE BY THE SAME GON5TRUGTION PER50NNEL MUST BE PERMITTED TO BE PERFORMED IN THE A135ENGE OF THE 5PEGIAL IN5PEGTOR. ANY GHANGE IN THE ANCHOR PRODUCT BEING INSTALLED OR THE PER50NNEL PERFORMING THE IN5TALLATION MUST REQUIRE AN INITIAL IN5PEGTION. FOR ON601 % IN5TALLATION5 OVER AN EXTENDED PERIOD, THE 5PEGIAL IN5PEGTOR MUST MAKE REGULAR IN5PEGTION5 TO CONFIRM CORRECT HANDLING AND IN5TALLATION5 OF THE PRODUCT. 15. DEFERRED 5UBMITTAL5: A. DOGUMENT5 FOR DEFERRED SUBMITTAL ITEMS SHALL BE 5UBMITTED TO THE REC715TERED DE516N PROFE55IONAL IN RE5PON51BLE GHAR6E FOR REVIEW. THE CONTRACTOR SHALL THEN FORWARD THE DOGUMENT5 TO THE BUILDING OFFICIAL WITH A NOTATION INDIGATING THAT THE DEFERRED SUBMITTAL DOGUMENT5 HAVE BEEN REVIEHFD AND BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DE516N OF THE BUILDIN6. THE DEFERRED 5MMI17AL ITEMS SHALL NOT BE IN5TALLED UNTIL THE DEFERRED 50MITTAL DOGUMENT5 HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. 1) OPEN WEB STEEL J015T5 AND GIRDER5. 2) STEEL 5TAIR5, HANDRAILS AND 6UARD5. m POE LJ ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. Tl-�4 CONSULTING STRUCTURAL ENGINEERINC 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 ey Pbbott Assoc". CAAA •o ng D� N °0000°° R49 v0�°°°° q°O o �� O -f 0 0 49563 0 0 0 00 OCPAA42 00000000000 ""o 146F ONAI. ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS 002.16.21 PERMIT RESUB GENERAL NOTES & ABBREV. tn o� s U H O O 16 m X O O N 0 106 o� o� m U O } c� } o� U O c3 L o� N LL jo Cl - 0 O } Q s a 00 m N O N co m } O c3 J 3 N LO co i O N tn N O n X LO 0 N O N O N I--- tn U N O L d as TABLE 1705.2.5 REG UIRED SPECIAL INSPECTIONS OF OPEN—YVEB STEEL JOISTS AND JOIST 61RDERS TYPE CONTINUOUS PERIODIC REFERENCED STANDARD a I. INSTALLATION OF OPEN -WEB 5TEEL J015T AND J015T 61RDER5: a. END GONNEGTION5 - WELDING OR BOLTED. — X 5JI 5PEGIFIGATION5 L15TED IN ADEQUATE TO AGHIEVE THE DE516N BEARING GAPAGITY. PRE5TRE55IN6 TENDON5, AND PLAGEMENT. ALTERNATE 5EGTION 2201.1 b. BRIDGING - HORIZONTAL OR DIAGONAL. — 2. REINFORGINC7 :•• r B OR BOTT . ........... 1) 5TANDARD BRIDGING — X 5JI 5PEGIFIGATION5 L15TED IN FILL MATERIAL5. BLDG ........................ BUILDIN6 5EGTION 2201.1 2) BRIDGING THAT DIFFERS FROM THE 5JI B.N............................. THIGKNE55E5 DURING PLAGEMENT AND GOMPAGTION OF r . 5PEGIFIGATION5 L15TED IN 5EGTION 2201.1. b. • •• r X B.P............................. FOR 51: 1 INGH = 25.4 MM. a. WHERE APPLIGABLE, 5EE AL50 5EGTION 1705.12, 5PEGIAL IN5PEGTION FOR 5EI5MIG RE515TANGE. ® INDIGATE5 NON-APPLIGABLE AREA TABLE• REGUIRED VERIFICATION AND INSPECTION OF • -ETE CONSTRUCTIO VERIFICATION AND INSPECTION CONTI NUOU5 DURI N6 PERI OD I CA4LLY DURI N6 ADDITIONAL TASK LISTED 1. IN5PEGTION OF ••GINC7 5TEEL, INGLUDIN6 I. VERIFY MATERIAL5 BELOW 5HALLOW FOUNDATIONS ARE AMERIGAN INSTITUTE OF AGI 31b Gh. 20,25.21 ADEQUATE TO AGHIEVE THE DE516N BEARING GAPAGITY. PRE5TRE55IN6 TENDON5, AND PLAGEMENT. ALTERNATE 2. VERIFY EXGAVATION5 ARE EXTENDED TO PROPER DEPTH ARGHITEGT X 2. REINFORGINC7 :•• r B OR BOTT . ........... BOTTOM 3. PERFORM GLA551FIGATION AND TE5TIN6 OF GOMPAGTED BOUNDARY ELEMENT a. VERIFY HELDABILITY OF REINFORGIN6 BAR5 OTHER FILL MATERIAL5. BLDG ........................ BUILDIN6 4. VERIFY U5E OF PROPER MATERIAL5, DEN51TIE5 AND LIFT 0, B.N............................. THIGKNE55E5 DURING PLAGEMENT AND GOMPAGTION OF r . BOTTOM OF b. • •• r BOTTOM OF DEGK B.P............................. 5. PRIOR TO PLAGEMENT OF GOMPAGTED FILL, IN5PEGT BR6 ........................... AND 5UB6RADE AND VERIFY THAT 51TE HA5 BEEN PREPARED BETWEEN X PROPERLY. IN5PEGT ALL OTHER HELD5. GONTROL JOINT GLR ............................ GLEAR GMU ............................ 3. IN5PEGT ANGHOR5GONGRETE. GONG ........................ GONGRETE GON5T...................... GON5TRUCTION GONT......................... GONTINUOU5 GONTR...................... GONTRAGTOR GIRD ........................ CONCRETE MEMBER5. D.B ............................... DROP BEAM DBL ........................... DOUBLE D.F............................ . ADHE51VE ANGHOR5r IN HORIZONTALLYOR DIA ............................ DIAMETER DL ............................... DEAD LOAD D.A.5......................... DEFORMED ANGHOR STUD (E) ............................... EXI5TIN6 E.F............................. r TEN5ION5 LOAD5. EMBED ..................... EMBEDMENT E.N.............................. EDGE NAIL b. MEGHANIGAL ANGHOR5AND APHE51VE ANGHOR5 ELEVATION ELEV......................... BUILDING ELEVATION E.O.D.......................... E06E OF DEGK DEFINED IN - EDGE OF SLAB EQ . ............................ EQUAL E5R ............................ EVALUATION 5ERVIGE REPORT E.W............................. EAGH WAY EXP ............................ 11104.1, 11104.2, 5. VERIFYINC7 U5E OF REQUIRED DE516N MIX. EXTERIOR F.D............................. AGI 31b: Gh. Iq, 26.4.3,26.4.4 F.N.............................. 6. PRIOR TO GONGRETE FDN ............................ FOUNDATION FTG ............................ FOOTING O. PERFORM r AIR GONTENT FIELD VERIFY 6 ALV ........................ A5TM G 51 6.G ............................. TE5T5, AND DETERMINE THE TEMPERATURE OF THE 6LB ............................ 6LU-LAM BEAM • 26.4 HEADED ANGHOR STUD GONGRETE. HOLD DOWN HDR ........................... ,26.12 H.F.............................. 1. IN5PEGT GONGRETE AND 5HOTGRETE PLAGEMENT O. H6R ........................... HAN6ER HORIZ........................ HORIZONTAL HT ................................ HE16HT H55 ............................ HOLLOW 5TRUCTURAL 5EGTION W.W.F......................... 8. VERIFY MAINTENANGE OF 5PEGIFIED GURIN6 TEMPERATURE AGI 31b: 26.5.3 - 26.5.5 AND TEGHNIQUE5. ZM '♦'OfN4`IE�I,r��I �I �rj�►�iV �i��•J►�i'Z � "r►����IWd WE Wil I IwN IN WE ♦♦��♦♦♦♦.♦1'♦♦♦♦♦♦♦♦♦♦♦�►♦♦��♦♦1 •'�iwl • •• • .: ����''sya'��'"o'''''���•iiiiiii'iiii`•iiiiiiiiiii;'iiiiiii` �t ►i ,6VAAl'M.'4Q N♦W ,,� 3,� � �,� ��;s►���i�NN Or, I -WA 10—WA IVA OVA ON �i�i��i���i�i� A "WINAi��`'��i�i�i�►�i�iNIN,i,I 'A OMNI 12. •EGT FORMHORK FOR 5HAPE,• • AND ' DIMEN51ON5 OF • : • BEIN6 FORMED. FOR 51: 1 INGH = 25.4 MM. a. WHERE APPLIGABLE, 5EE AL50 5EGTION 1705.12, 5PEGIAL IN5PEGTION FOR 5E15MIG RE515TANGE. b. 5PEGIFIG REQUIREMENTS FOR 5PEGIAL IN5PEGTION 5HALL BE INGLUDED IN THE RE5EARGH REPORT FOR THE ANGHOR 155UED BY AN APPROVED 5OURGE IN AGGORDANGE WITH 11.8.2 IN AGI 318 OR OTHER QUALIFIGATION PROGEDURE5. WHERE 5PEGIFIG REQUIREMENT5 ARE NOT PROVIDED, 5PEGIAL IN5PEGTION REQUIREMENT5 SHALL BE 5PEGIFIED BY THE REC715TERED DE51614 PROFE55IONAL AND SHALL BE APPROVED BY THE BUILDING OFFIGIAL PRIOR TO THE GOMMENGEMENT OF THE WORK. ® INDIGATE5 NON-APPLIGABLE AREA TABLE 1705.6 REGUIRED VERIFICATION AND INSPECTION OF SOILS VERIFICATION AND INSPECTION TA SIK CONTI NUOU5 DURI N6 PERI OD I CA4LLY DURI N6 ADDITIONAL TASK LISTED TASK L15TED I. VERIFY MATERIAL5 BELOW 5HALLOW FOUNDATIONS ARE AMERIGAN INSTITUTE OF X ADEQUATE TO AGHIEVE THE DE516N BEARING GAPAGITY. ALT ............................ ALTERNATE 2. VERIFY EXGAVATION5 ARE EXTENDED TO PROPER DEPTH ARGHITEGT X AND HAVE REAGHED PROPER MATERIAL. B OR BOTT . ........... BOTTOM 3. PERFORM GLA551FIGATION AND TE5TIN6 OF GOMPAGTED BOUNDARY ELEMENT X FILL MATERIAL5. BLDG ........................ BUILDIN6 4. VERIFY U5E OF PROPER MATERIAL5, DEN51TIE5 AND LIFT BLOGKIN6 B.N............................. THIGKNE55E5 DURING PLAGEMENT AND GOMPAGTION OF X BOTTOM OF GOMPAGTED FILL. BOTTOM OF DEGK B.P............................. 5. PRIOR TO PLAGEMENT OF GOMPAGTED FILL, IN5PEGT BR6 ........................... BEARING 5UB6RADE AND VERIFY THAT 51TE HA5 BEEN PREPARED BETWEEN X PROPERLY. G.J.............................. GONTROL JOINT INDICATES NON -APPLICABLE AREA 5TANDARD ABBREVI ATI ONS / SYMBOLS ABBREVIATIONS A.B............................. ANCHOR BOLT AGI ............................ AMERIGAN GONGRETE INSTITUTE ADD'L ....................... ADDITIONAL ADJ............................ ADJACENT A15G ........................... AMERIGAN INSTITUTE OF K51 .............................. 5TEEL GON5TRUGTION ALT ............................ ALTERNATE ARGH ........................ ARGHITEGT A5TM ........................ A5TM INTERNATIONAL B OR BOTT . ........... BOTTOM B.E............................. BOUNDARY ELEMENT B.L............................. BRICK LE06E BLDG ........................ BUILDIN6 BLK6 ........................ BLOGKIN6 B.N............................. BOUNDARY NAIL B.O............................. BOTTOM OF B.O.D........................ BOTTOM OF DEGK B.P............................. BA5E PLATE BR6 ........................... BEARING BTWN ......................... BETWEEN G.I.P........................... GA5T-IN-PLAGE G.J.............................. GONTROL JOINT GLR ............................ GLEAR GMU ............................ GONGRETE MA5ONRY UNIT GONG ........................ GONGRETE GON5T...................... GON5TRUCTION GONT......................... GONTINUOU5 GONTR...................... GONTRAGTOR GIRD ........................ GENTERED D.B ............................... DROP BEAM DBL ........................... DOUBLE D.F............................ DOU61-A5 FIR DIA ............................ DIAMETER DL ............................... DEAD LOAD D.A.5......................... DEFORMED ANGHOR STUD (E) ............................... EXI5TIN6 E.F............................. EAGH FAGS EMBED ..................... EMBEDMENT E.N.............................. EDGE NAIL EL ............................... ELEVATION ELEV......................... BUILDING ELEVATION E.O.D.......................... E06E OF DEGK E.0.5 .......................... EDGE OF SLAB EQ . ............................ EQUAL E5R ............................ EVALUATION 5ERVIGE REPORT E.W............................. EAGH WAY EXP ............................ EXPAN51ON EXT ............................ EXTERIOR F.D............................. FLOOR DRAIN F.N.............................. FIELD NAIL FDN ............................ FOUNDATION FTG ............................ FOOTING F.V............................. FIELD VERIFY 6 ALV ........................ 6 ALV AN I Z E D 6.G ............................. GENERAL GONTRAGTOR 6LB ............................ 6LU-LAM BEAM H.A.5.......................... HEADED ANGHOR STUD H.D............................. HOLD DOWN HDR ........................... HEADER H.F.............................. HEM FIR H6R ........................... HAN6ER HORIZ........................ HORIZONTAL HT ................................ HE16HT H55 ............................ HOLLOW 5TRUCTURAL 5EGTION SYMBOLS IBG ............................. INTERNATIONAL BUILDING GODS IGG ............................. INTERNATIONAL GODS GOUN5EL INT .............................. INTERIOR J.B............................. J015T BEARING K.................................. KIP5 K51 .............................. KIP5 PER 5QUARE INGH L .................................. AN61 E L65 ............................ POUND5 LL ............................... LIVE LOAD LLH ............................. LON6 LE6 HORIZONTAL LLV ............................ LON6 LE6 VERTIGAL LON6........................ LON6ITUDINAL L5L ............................ LAMINATED STRAND LUMBER LTWT .......................... LIGHTWEIGHT LVL ............................ LAMINATED VENEER LUMBER MA5........................... MA50NRY MAX . ........................ MAXIMUM MEGH......................... MEGHANIGAL MFR ........................... MANUFAGTURER MIN ............................. MINIMUM M15G.......................... M15GELLANEOU5 M.O............................. MA5ONRY OPENING (N) ............................... NEW N.T.5........................... NOT TO SCALE O.G............................. ON GENTER O.H............................. OPPO51TE HAND OPN6 ......................... OPEN I N6 OW5J ......................... OPEN WEB STEEL J015T P.A.F......................... POWDER AGTUATED FA5TENER PG .............................. PREGA5T PLWD ........................ PLYWOOD P5F ............................ POUND5 PER SQUARE FOOT P51 ............................. POUN05 PER SQUARE INGH P5L ............................ PARALLEL 5TRAND LUMBER P -T ............................. P05T TENSIONED P.W............................. PUDDLE WELD R ................................. RADIU5 R.D............................. ROOF DRAIN RE :............................. REFERENGE REINF........................ REINFORGIN6 REQ'D ....................... REQUIRED 5GHED...................... 5GHEDULE 5HT6 ......................... 5HEATH I N6 5HT ............................. 5HEET 51M ............................. 51MILAR TO 5L ............................... 5NOW LOAD 5.0.6 ......................... 5LAB-014-6RADE 5PEG5 ...................... 5PEG I F I GAT I ON5 50 .............................. 5QUARE 5TO ............................ 5TANDARD 5YM........................... 5YMMETR I GAL T 4 B ........................ TOP AND BOTTOM T 4 6 ........................ TONGUE AND GROOVE THRO ......................... THREADED Til .............................. WOOD I-JO15T TJL ............................. WOOD OPEN WEB J015T T.O............................. TOP OF TRANS ...................... TRAN5VER5E TYP............................ TYPIGAL U.N.O.......................... UNLE55 NOTED OTHERWI5E VERT ......................... VERTIGAL W.P............................. WORK POINT WT ............................... WEIGHT W.W.F......................... WELDED WIRE FABRIG q................................................................................... GENTERLINE R................................................................................... PLATE ll� .................................................................................... DIAMETER ...................................................................................... PLUS OR MINUS °..................................................................................... DEGREE "TOP OF" ELEVATION MARK ....................................................... -;Z� ....................................................... DEGK 5PAN DIREGTION 0 ....................................................... REVI510N MARK El ....................................................... GOLUMN MARK O....................................................... DRILLED PIER MARK / WOOD J015T MARK #....................................................... WOOD HEADER MARK X## ....................................................... PANEL MARK 777 ....................................................... GHAN6E IN ELEVATION (STEP) No. ....................................................... MOMENT GONNEGTION p DETAIL NUMBER SHEET ON WHICH DETAIL 15 DRAWN lm POE Ln ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 ra`\e� Pbbott gssoc'. u �s 0 "aingD N 0 01% 01% o�►vo ucF °0000°° y� O�°°°° A 0 000 E` �° �� �0 oo0 00 0 49563 0 0 0 0 0 ��O 000O 0000° , ° ; °00000° �7 ONAI.G4 v ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS TABLES AND SCHEDULES Slm2 tn o� s U H O O ,O m X O O 4 N 0 106 N N m U n O } } E U O L N N LL o Cl - 0 O } Q s LO m N O N co m } O c3 J M i LO O E N C3 tn N ;4 O rZ' N O Ln N X N Lo LL O N O N 'a O O N I--- tn +_ tn U C3 N J O L d as NOTE: TH15 DETAIL 15 TYPICAL FOR ALL RE-ENTRANT GORNER5 GA5T IN GONGRETE 5LAB5, BEAM5, DEGK TOPPINC75 AND NALL5. THI5 DETAIL AL50 APPLIES AT ALL RE-ENTRANT GORNER5 AT GON5TRUGTION JOINTS. EDGE OF GONGRETE #5 CONT. EAGH 51DE OF OPENING (TOP 4 BOTTOM) #5 x 4'-0" TOP 4 BOTTOM ALTERNATE LOCATION FOR #5 TYPICAL RE—ENTRANT CORNER DETAIL N.T.5. f1 'e' GOLUMN BASE R 1/2" 150. JOINT TYP I CALL COLUMN I SOLANI ON JOINT N.T.S. ZE TYP I CALL WALL / FTG. CORNER DETAIL N.T.S. 5ANGUT I/8" x I" DEEP IF JOINTS ARE TO BE FILLED 5/8" GLR. ® 5" 5LA65 2" GLR. ® 5LAB5 6" AND THICKER RE: PLAN < U 5U5-BA5E RE: GENERAL NOTES AND FOUNDATION PLAN 5/8" GLR. ® 5" 5LAB5 2" GLR. ® 5LAB5 6" AND THIGKER RE: PLAN q GON5TRUGTION JOINT SEGTION A -A Im H U W H x U w ¢ corrsTRVcnaa a JOINT 3 sMoorH ROUND Doves � SMOOTH DOWEL 67REA5E OR 5LEEVE ONE END SLAB THICKNESS (IN) DOWEL D I MENS I ON (IN) MAX. DOWEL SPARC I NG (IN) 5 - 6 3/4"(P x 14 IS -8 INP x16 IS I 9 -II q - II 1 1/4"41) x IS IS aQ a a a a -�I I III III II III= VAPOR RETARDER WHERE REQ'D RE: PLAN TYPIGAL GON5TRIIGTION JOINT DETAIL /8" x (1/4 x DEPTH) 5AN GUT REINF., RE: PLAN z a a lir 505-BA5E ��� ���— RE: GENERAL NOTES I VAP R RETARDER WHERE REQ'D AND FOUNDATION PLAN TYPICAL GONTRAGTION JOINT DETAIL GONTRACTOR'S OPTION "A" 5ANGUT I/8" x I" DEEP IF JOINTS ARE TO BE FILLED 15/6' GLR. ® 5" 5LA55 2" GLR. ® 5LAB5 6" AND THIGKER RE: PLAN j, q GON5TRUGTION JOINT I6" MIN 1'-0" MAX, TYP q GON5TRUGTION JOINT DIAMOND PLATE DOWEL SECTION A -A DIAMOND PLATE DOWEL SLAB TH I CKNE55 (IN) DOWEL D I MEN51 ON (IN) MAX. DOWEL 5PAG I N6 (IN) 5-6 1/4x41/2x41/2 IS I-8 3/8x41/2x41/2 IS I 9 -II q - II 3/4x41/2x41/2 13/4x IS F_ \ � W a JJ J a a Qa Lu r I I I I I I I I I I I I I I I I 5U5-BA5E RE: GENERAL NOTES VAPOR RETARDER WHERE REQ'D AND FOUNDATION PLAN RE: PLAN TYPICAL GON5TRIIGTION JOINT DETAIL 15/6' GLR. ® 5" 5LAB5 2" GLR. ® 5LAB5 6" AND THIGKER RE: PLAN I/8" x (1/4 x DEPTH) 5AN GUT REINF., RE: PLAN Z .0 !Z a a a 51,16-BA5E RE: GENERAL NOTES I VAPOR RETARDER WHERE REQ'D AND FOUNDATION PLAN GONTRAGTOR'S OPTION "B' TYP I GAaL JOINT DETAILS N.T.S. ARCHITECTURE PLANNING 0 INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERINC 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 Pbbott -4-1.10 c'd`0s f CAAAA ailng [)%,-4 •O o�vo uc�mi�o 000000000 od°° rA Fo o�� Of -0 0 49563 0 0 0 'O�� X00 0000 °°`(`V 0000000 ONAI. ii'46e ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS TYPICAL DETAILS S1.3 I-' M H m 0 N � 00 u]�O 3�w po P%4" N ryO OMEN"C)s Q Lu o�vo uc�mi�o 000000000 od°° rA Fo o�� Of -0 0 49563 0 0 0 'O�� X00 0000 °°`(`V 0000000 ONAI. ii'46e ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS TYPICAL DETAILS S1.3 tn o� s U H O O 16 m X O O N N N 7 �I- 106 v m U 0 } } o� U O L o� N LL o a io Q V O } s a LO m N O N 00 m } O c3 LO 00 1-11 O N } tn O Ln X LO 00 I O N O N O N I--- tn U N O L d 0 �O ;4 I N O N o� LL N -a O ::E tn Cf J Lu COLUMN BASE DETAIL N.T.S. A = T.O. FT6. RE: PLAN -' DOUBLE NUT W/ WA5HER 5ECTION N.T.S. LSx4x-1/16"x0'-3"I GLIP5 2 3L 2 3/Ib secnaa n -n �IcowrN RE: PLAN A 6'-O" MAX 2'-0" MAX 3/16 i 3/16 3A5E R iMN SGHED. OJEGTION : GOLUMN SGHED. EMBEDMENT RE: GOLUMN SGHED. ANGHOR R005 RE: GOLUMN SGHED. TAGK L5x3x3/8 RE: 4/51.4 5TL J015T RE: PLAN SECTION A -A �IGOLUMN RE: PLAN SSE R N SGHED. 51.4/ N.T.S. CANGENTRATED LOAD STEEL.DEGK RE: PLAN RE: PLA 3/16 PROVIDE REINFORGIN6 AN6LE5 A5 J015T I 5HOWN FOR ALL GONGENTRATED RE: PLAN LOAD5 OVER 100 LB5. 5UGH A5 RTU'5 AND HAN61% PIPES. POINT LOAD 15 FOR GHORD BENDING. i RE: PLAN I %b X-5TRON6 PIPE RUN65 ® 12" O.G. 5TD RAILS R 3/8 x 3" LA APER PERPENDICULAR TO ROOF FRMG 3/4" = I'-0" NOTES: 1. LADDER AND HATGH OPENING FRAMING DE516NED FOR FALL ARRE5T/5AFETY LADDER 5Y5TEM. LADDER TO BE FULL HT. / SUPPORTED FROM FRAMING 5HOYVN DOWN TO FLOOR SLAB. 2. INTERMEDIATE LANDING BELOW 15 TO BE OFFSET FROM LADDER 5UPPORT5 AND FRAMING BY FABRIGATOR. IF TH15 DIMEN51ON 15 MORE THAN 311 , ADD KICKER L 2 x 2 x 1/4 ON EAGH 51DE OF J015T. (FURNI5HED AND IN5TALLED BY GENERAL GONTRAGTOR) TYP I CALL JOIST REINFORCEMENT DETAIL N.T.5. TED LOAD L5x3x 1/4 z I I-OII I I-0II I III MAX. J015T OR BEAM 5TEEL DEGK RE: PLAN J015T OR BEAM RE: PLAN L3x3x 1/4 OPENIN65 6" TO 1'-0" - U5E L 3 x 3 x 1/4 ONTW051DE5 HELPED TO UNDER51DE OF DEGK ROOF OR FLOOR OPN6. RE: PLAN MEGH. OPN65. 4 5GUTTLE L 5 x 3 x 3/8 CONT. (LLV) JL GOPE VERTIGAL LE6 OF ANGLE @ J015T OR PROVIDE MAX. COPE L 5 x 3 x 3/8 x 0'-3 1/2" SEAT (LLV) = 4" ANGLE FRAME REQUIRED FOR ALL OPENINC75 3/16 LARGER THAN 12" IN ANY DIREGTION. T`I'P I GAaL DECK OPENING DETAIL N.T.5. W I� u P4 O I ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champs st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERINC 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 e5 pbOtt Assn\ f CAA 11�gDf/ 0 a C)s d - (y) co0 0 00O U w o 0 Q Lu z rm gv—�D0LNe6N 0000°° �°°°° A 00 /41, 00 00 0 49563 0 0 0 'O�o °°0 ° �1` 0)000000000 ONAI. ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS TYPICAL DETAILS S1.4 T.O.F—Is FTG. RE: PLAN - v PRO.EGTION ,_ ... RE: GOLUMN SGHED. EMBEDMENT RE: GOLUMN SGHED. iv ANCHOR RODS RE: GOLUMN SGHED. DOUBLE NUT W KA%ER TACK ""\ COLUMN $ASE DETAIL 51.4/ N.T.S. CANGENTRATED LOAD STEEL.DEGK RE: PLAN RE: PLA 3/16 PROVIDE REINFORGIN6 AN6LE5 A5 J015T I 5HOWN FOR ALL GONGENTRATED RE: PLAN LOAD5 OVER 100 LB5. 5UGH A5 RTU'5 AND HAN61% PIPES. POINT LOAD 15 FOR GHORD BENDING. i RE: PLAN I %b X-5TRON6 PIPE RUN65 ® 12" O.G. 5TD RAILS R 3/8 x 3" LA APER PERPENDICULAR TO ROOF FRMG 3/4" = I'-0" NOTES: 1. LADDER AND HATGH OPENING FRAMING DE516NED FOR FALL ARRE5T/5AFETY LADDER 5Y5TEM. LADDER TO BE FULL HT. / SUPPORTED FROM FRAMING 5HOYVN DOWN TO FLOOR SLAB. 2. INTERMEDIATE LANDING BELOW 15 TO BE OFFSET FROM LADDER 5UPPORT5 AND FRAMING BY FABRIGATOR. IF TH15 DIMEN51ON 15 MORE THAN 311 , ADD KICKER L 2 x 2 x 1/4 ON EAGH 51DE OF J015T. (FURNI5HED AND IN5TALLED BY GENERAL GONTRAGTOR) TYP I CALL JOIST REINFORCEMENT DETAIL N.T.5. TED LOAD L5x3x 1/4 z I I-OII I I-0II I III MAX. J015T OR BEAM 5TEEL DEGK RE: PLAN J015T OR BEAM RE: PLAN L3x3x 1/4 OPENIN65 6" TO 1'-0" - U5E L 3 x 3 x 1/4 ONTW051DE5 HELPED TO UNDER51DE OF DEGK ROOF OR FLOOR OPN6. RE: PLAN MEGH. OPN65. 4 5GUTTLE L 5 x 3 x 3/8 CONT. (LLV) JL GOPE VERTIGAL LE6 OF ANGLE @ J015T OR PROVIDE MAX. COPE L 5 x 3 x 3/8 x 0'-3 1/2" SEAT (LLV) = 4" ANGLE FRAME REQUIRED FOR ALL OPENINC75 3/16 LARGER THAN 12" IN ANY DIREGTION. T`I'P I GAaL DECK OPENING DETAIL N.T.5. W I� u P4 O I ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champs st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERINC 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 e5 pbOtt Assn\ f CAA 11�gDf/ 0 a C)s d - (y) co0 0 00O U w o 0 Q Lu z rm gv—�D0LNe6N 0000°° �°°°° A 00 /41, 00 00 0 49563 0 0 0 'O�o °°0 ° �1` 0)000000000 ONAI. ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS TYPICAL DETAILS S1.4 tn o� s U H O O 16 m X O O N N 106 N v m U O } C3 N U O L ILLo� o� o Cl - 0 O } Q s cl 00 LO m N O N co m } O J L6 I e -I LO E N 0 \0 tn N ;4 I O rZ' N O Ln N X N Lid LL 00 \p o N O N 'a O O N I--- tn +- tn U C3 N J O L d as (6) #b A106 VERT. T.O. EXT. GONG. RE: GIVIL z 1/4 v \ Q L 3 x 2 x 1/4 x 0'-10" (1) EAGH 51DE �o H55 P05T RE: ARCH RE: GIVIL EMBED R W/ (6) DIA 211 411 411 211 8" PANEL EMBED GHMNEL d 11 GHANNEL, 5EE BELOW 8'-0" AFF TRA5H ENGLOSURE WALL PANEL REINF: #5 ® 16" O.G. VERTIGAL E.F. #4 ® 18" O.G. HORIZONTAL E.F. GONGRETE GURB (IF REQUIRED) RE: ARGH (1) #4 CONT. #3 x ® I6" O.G. T.O. EXT. GONG. 2'-011 RE: CIVIL I a a. 1/2" 150. JOINT GHANNEL EMBED GSxII5 x 1'-0" ® 3'-0" O.G. MAX. rr�—J:lu IN5TALL ADJAGENT TO EAGH END OF OPENIN65 EMBED R 1/2 x 15 x 1'-6" W/ (b) 5/8" 4 x 10" H.A.S. AT 3'-0" O.G. MAX. :311 all :311 d - ° I (6) #5 CONT. #5 ® 12" O.G. s 5 SF-OTION 5/4" = 1'-0" RF. PI AN VAQ11=C� SECTION 5/4" = 1'-0" tNEL AB 5/51.5 I #5 IN THIGKENED AB EDGE 1BED, RE: 5/51.5 IOTIN6, RE: 5/51.5 C C C� GONG. PANEL RE: PLAN FOR I2" OFFSET STEP LOCATION �k, H I-' TOP REINF WHERE REQ'D COMPRESSION RE I NFORO I NG H f 'c = 51000 PSI f 'c = 41000 P51 f 'c = 51000 P51 RE: 5GHEDULE u]�O TOP BARS OTHER BARS TOP BARS OTHER BARS ALL BARS BAR EMB. LAP EMB. LAP EMB. ° EMB. d da a EMB. LAP EMB. LAP #4 1'-6" ° ° ° 1'-6" 1'-3" 1'-S" 1'-0" 1'-3" d ° ° 4 ° .d Q °- 0'-10" 1'-3" #5 31_011 3'-1111 ..d 31_011 21_111 31_511 21_011 21_111 11_211 11_111 _ °21 11_111 #6 '-1" 31-111 4' -CJI' 21-q II ° d �. 41-111 1-1" 2'-5" 31-111 '-1" 1'-5" WALL FT6. 1'-3" ° ° ° a 5'-3" 41-01' 5'-3" IRE: PLAN 51-1111 31461' 4140" 1'-8" 2'-3" 1'-5" 2'-3" #b bl_011 lI-qII ° 6'-0" 5'-2" 6'-q" 4'-0" 5'-2" °— 21_611 11_111 21_/ 1l b' -q" ° ° a 6'-q" ° ° V 4'-6" . 4 ° 2'-10" d 2'-10" #10 -11-b 11 °. d a ° ° . ° d b l -b 1l a 1-511 2 a 21-411 a 21-011 31-211 #11 d d° d 101_Q1l bl_411 al -211 TYF. T=OOTING STEP DETAIL FOR TILT -UP N.T.5. BAR 51ZE 4 NUMBER x 5'-0" TO MATCH FT6. REINF. RE: PLAN RE: WALL FT6. 5GHEDULE FOR REINF. a 111 °. d ° 4 4L ° 4 4 d d °: d sk d a z LAP PER 5GHEDULE LAP 5PLIGE PVG 5LEEVE RE: 5GHEDULE A5 REQUIRED a ° a aZ ° 4 ° ° a ° ° d 4 4 d ° ° a �I 2 1'-4" TYPICAL FOOTING SLEEVE DETAIL N.T.5. 6 6 51.5 It/ —11 —1I L HF36 5 51.5 �. TRASH F-NOLOSURF- PLAN 51.5 1/4" = 1'-0" FOR TILT -UP PANELS 8 STRUCTURAL SLABS TYPICAL OONORETE RE I NFORO I NG LAP AND EMBEDMENT LENCGTH5 (UNLE55 NOTED OTHERN 15E) I-' TENSION RE I NFORO I NG COMPRESSION RE I NFORO I NG H f 'c = 51000 PSI f 'c = 41000 P51 f 'c = 51000 P51 f 'c = 41000 PSI u]�O TOP BARS OTHER BARS TOP BARS OTHER BARS ALL BARS BAR EMB. LAP EMB. LAP EMB. LAP EMB. LAP EMB. LAP EMB. LAP #4 1'-6" 1'-11" 1'-2" 1'-6" 1'-3" 1'-S" 1'-0" 1'-3" 0'-11" 1'-3" 0'-10" 1'-3" #5 31_011 3'-1111 21_411 31_011 21_111 31_511 21_011 21_111 11_211 11_111 11_011 11_111 #6 '-1" 31-111 4' -CJI' 21-q II 3'-1" 3'-11I 41-111 1-1" 2'-5" 31-111 '-1" 1'-5" 11-1111 1'-3" 11-1111 #-I 5'-3" b'-qI' 41-01' 5'-3" 4'-b" 51-1111 31461' 4140" 1'-8" 2'-3" 1'-5" 2'-3" #b bl_011 lI-qII 4'-1" 6'-0" 5'-2" 6'-q" 4'-0" 5'-2" 1'-1011 21_611 11_111 21_/ 1l b' -q" bl-q" 5'-21I 6'-q" 5'-1011 I 1I -11 4'-6" 5'-10" 2'-1" 2'-10" 1'-10" 2'-10" #10 -11-b 11 q 1-a 1l 51-q ll -11-b 11 b l -b 1l a 1-511 51-011 b l -b ll 21-411 31-211 21-011 31-211 #11 11_211 101_Q1l bl_411 al -211 }1_111 gl_311 514011 }1_111 21_111 31_611 21_311 314911 IN NOTES: I. ALL LAPS SHOVqN ARE GLA55 'B" LAP SPLICES. 2. TOP BARS ARE HORIZONTAL BARS PLACED SUCH THAT 12 INCHES OF FRESH CONCRETE 15 CAST IN THE MEMBER BELOW THE DEVELOPMENT LENGTH OR SPLICE. 3. THIS TABLE APPLIES WHERE CLEAR DOVER > d y AND CLEAR SPACING > d y IF BARS ARE CANFINED WITH STIRRUPS OR TIES hIR0U6H0UT THE SPLICE LENGTH OR CLEAR SPACING > 2d b WITHOUT STIRRUPS OR TIES. FOR ALL OTHERS EXGEP7 TILT -UP PANELS I$ 57RUG7URAL SLAE35 TYP I OAL CONCRETE RE I NFORO I NG LAP AND EMBEDMENT LENGTH5 (UNLE55 NOTED OTHERN 15E) I-' TEN51 ON RE I NFORO I NG COMPRE55I ON RE I NFORO I NG H f 'c = 51000 P51 f 'c = 41000 P51 f 'c = 51000 P51 f 'c = 41000 P51 u]�O TOP BARS OTHER BARS TOP BARS OTHER BARS ALL BARS BAR EMB. LAP EMB. LAP EMB. LAP EMB. LAP EMB. LAP EMB. LAP #4 1'-6" 1'-11" 1'-2" 1'-6" 1'-3" 1'-S" 1'-0" 1'-3" 0'-11" 1'-3" 0'-10" 1'-3" #5 1'-10" 2'-4" 1'-5" 1'-10" 1'-1" 2'-1" 1'-3" 1'-1" 1'-2" 1'-1" 1'-0" 1'-1" #6 2'-2" 2'-1011 1'-S" 2'-2" 1'-11" 21-511 1'-6" 1'-11" 1'-5" 1'-11" 1'-3" 1'-11" Tr 1 31_211 41_111 21_511 31_211 21_gII 31_111 21_111 21_gII 11_Q1l 21_311 11_511 21_311 #b 31-111 4'-8" 2'-q" 3'-7" 3'-1" 4'-1" 2'-5" 3'-1" 1'-1011 21-611 11-111 21-611 4'-1" 51-31' 31-1" 4'-11' 3'-6" 41-4111 2'-q" 3149" 2'-1" 2'-10" 1'-10" 2'-10" #10 4149" 51-10" 31-6'I 4'-6" 3'-11" 51-1" 3'-0" 3'-11" 2'-4" 3'-2" 2'-0" 3'-2" #11 4'-11" 61-51I 31-10" 4'-11" 4'-3" 51-111 3'-4" 4'-3" 2'-111 3'-6" 2'-3" 3140" NOTES: 1. ALL LAPS 5HOHN ARE GLA55 "B" LAP 5PLIGE5. 2. TOP BAR5 ARE HORIZONTAL BARS PLAGED 5UGH THAT 12 INGHE5 OF FRESH GONGRETE 15 GA5T IN THE MEMBER BELOW THE DEVELOPMENT LENGTH OR 5PLIGE. 3. TH15 TABLE APPLIE5 WHERE GLEAR GOVER > 2d b AND GLEAR 5PAGIN6 > 4d b �n ARCHITECTURE PLANNING 0 INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 .11"ms Pbbott Ass, c'd�� f CAA 0 LI�F/ry- °000000 y� °° 14 °O°o04j!v0q;P0 ��°f°o 0 0 0 49563 0 0 0 110 o°° °°o �I 0; 000000°O, `,��� `7 ONAI.G4� I-' M ALL DRAWN AND WRITTEN INFORMATION H m 0 N � 00 u]�O INFORMATION AND SHAD_ NOT BE TOP REINF HHERE REQ'D 3�w RE. 5GHEDULE po o N O 2"OFFSET PROJECT NUMBER 19-509 O� Q 01 DRAWN JMH Lu I I I I CHECKED MFOX = 0 LI�F/ry- °000000 y� °° 14 °O°o04j!v0q;P0 ��°f°o 0 0 0 49563 0 0 0 110 o°° °°o �I 0; 000000°O, `,��� `7 ONAI.G4� GONG. PANEL ALL DRAWN AND WRITTEN INFORMATION I I APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE TOP REINF HHERE REQ'D DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT RE. 5GHEDULE OF GREY WOLF ARCHITECTURE _I I 2"OFFSET PROJECT NUMBER 19-509 01 DRAWN JMH I I I I I CHECKED MFOX = - O I I ISSUE — — 12.11.20 PROGRESS 06.21 PERMIT a 03.09.21 FOR CONSTRUCTION EMBED ANGLE RE: 1/53.1 ° � I4 _ 1 ° °d RE: PLAN I I ISSUE / REVISIONS a 4 ° .... 4 4 ° ` 4 ° ° 2 a d ° . d ° 4 ° d ° ° TYPICAL "H" LAP PER 1 DETAILS L TYFI OAL FOOTING STF-F AT F ANF -L JOINT PF -TAIL 5I •� N.T.5. Slm5 tn o� s U H O O m X O O 4 N o� 106 o� m U O } C3 N E U O v L N N LL jo Cl - 0 O } Q s a 0 Isi m N O N m } O c3 J N LO i 0 E N 0 / \0 } o 0 rZ' N 0 Ln N X N Lo LL 00 \0 O N 0 N 'a 0 O N I--- tn +- tn U C3 N J O L d as Pmax = 45 P5F Pmax = 16 P5F LH5PI N.T.5. LH5P2 N.T.5. Im 1 5L = 21 P5F GA5E 5L = 30 P5F GA5E 2 OL = 15 P5F 5L = 21 P5F GA5E 5L = 30 P5F GA5E 2 DL = 15 P5F 5NOW DRIFT LOAD D I AGRAM N.T.S. NOTES: PRE55URE5 5HOHN ARE A5D LEVEL WITH DEAD LOAD RE515TANGE AGGOUNTED FOR AND 5A5ED ON ONE OF THE FOLLOWING FORMULAS: A5GE 1-16: 0.6 (6 P5F) - 0.6 WL = NET UPLIFT SHOWN A5GE 1-05: 0.6 (6 P5F) - & = NET UPLIFT 5HOWN NET WIND UPLIFT ON JO 15T5 4 JO 15T G 1 RDER5 N.T.S. 5NOW DRIFT LOAD MARK MAX INTENSITY OF SNOW LOAD WIDTH OF DRIFT H Pmax AT WALL (PSF) W (PT) I <8> 45 I I'-0" 2 <8> 76 20'-0" D3 42 a'-6" 4 <8> 57 16'-0" 5 <8> 72 23'-0" W Pmax F* v, n D `4 D.6 D.9 ARCHITECTURE PLANNING 0 INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERINC 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 1 CAA .0 ja/ng D\", r ouc°000000 A °�°°o° o �� O -f 0 00 0 49563 0 0 0 11O 0 °°o 0; 000000°O, `,��� `7 ONAI.ii,4AP42 ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS LOAD DIAGRAMS I-' M H m 0 N � 00 u]�O 3�w c>CIOo N O C)s Q Lu r ouc°000000 A °�°°o° o �� O -f 0 00 0 49563 0 0 0 11O 0 °°o 0; 000000°O, `,��� `7 ONAI.ii,4AP42 ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS LOAD DIAGRAMS tn s U H O O m X O O 4 N %­. 0 106 v m U 0 } } U O C3 ILL L o Cl0 V O } Q i Z s Q_ O L6 m N O N m N N 3 C6 N 7 L s } N N LO co O E N la- / O� } N to N �O O � N 0 to N X L Q � LO co co O O N O N 'a O O N to +_ to U C3 N J O L d as PAID FOOT I NC7 SCHEDULE o I. �r PAID FOOT I NC7 SCHEDULE MARK SIZE (AxLxT) RE I NfORCEMENT REMARKS F4.5 4'-6" x 4'-6" x 2'-3" (5) #5 EACH WAY REINF. AT T 4 B F5.5 5149" x 5'-6" x 2'-3" (5) #5 EAGH WAY REINF. AT T 4 B F6.5 6'-6" x 6'-6" x 2'-3" (1) #5 EAGH WAY REINF. AT T 4 B F1.0 1'-0" x 1'-0" x 1'-5" (q) #5 EAGH WAY REINF. AT BOTTOM TYP. AALL FOOTING SCHEDULE MARK N I DTH THICKNESS LONG 1 TUD I NAL RE I NFORC I NG TRANSVERSE RE I NFORC I NG WFIB 18" 27" (3) #5 CONT. #4 ® 48" WF30 30" 27" (5) #5 GONT. #4 ® 48" WF36 36" 18" (6) #5 CONT. #4 ® 48" YVF42 42" 21" (8) #5 CONT. #4 ® 48" h1F68 68" I S" (8) #5 CONT. #5 ® 12" O.G. WF72 12" 27" (8) #5 CONT. #4 ® 48" WF78 78" 21" (q) #6 GONT. T45 #5 ® 18" T45 COLUMN SCHEDULE MARK COLUMN BASEPLATE ANCHOR ROD5 DETAIL REMARKS OTY DIA. PROJ. EMBED. ElH55 12 x 12 x 1/4 3/4 x IS x 1'-6" (4) 3/4" 4" q" RE: 1/51.4 EH55 8 x 8 x 1/4 3/4 x 14 x 1'-2" (4) 3/4" 4" q" RE: 1/51.4 EH55 8 x 8 x 5/8 I x 14 x 1'-2" (4) 3/4" 4" q" RE: 1/51.4 F±l H55 6 x 6 x 5/16 3/4 x 12 x 1'-0" (4) 3/4" 4" q" RE: 1/51.4 RE: 6/51.4 AT ENTRY GOLUMN5 PARTIAL FOUNDATION PLAN 1/16" = 1'-0" NOTES: 1. 5EE 5HEET 51.1 AND 51.2 FOR GENERAL NOTES AND ABBREVIATIONS / 5YMBOL5. 2. 5EE 5HEET 51.3, 51.4, 51.5 FOR TYPICAL DETAILS. 3. T.O. INTERIOR FOOTING = -1'-011, U.N.O. 4. T.O. EXTERIOR FOOTING = -1'-011, U.N.O. 5. T.O. FOOTING INDIGATED BY (X' -X"). 6. T.O. SLAB = +0'-0" = 5386.60 (GIVIL F.F). 1. 5EE GENERAL NOTES FOR FILL REQUIREMENT5 UNDER FOOTINC75 AND 5LAB-ON-6RADE. 8. F#.# INDIGATE5 PAD FOOTING, RE: 5GHEDULE TH15 SHEET. q. WF## INDIGATE5 WALL FOOTING, RE: 5GHEDULE TH15 SHEET. 10. WALL FOOTING DE516N 15 BA5ED ON PANELS BEING SHIMMED AT END AND MID -POINT. KE`I' PLAN N.T.S. ARCHITECTURE PLANNING ■ INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 [� phone: 303.292.9107 U ■ fax: 303.292.4297 W ®' PEAK ENGINEERING, INC. 1u� CONSULTING STRUCTURAL ENGINEERING Imp 390 UNION BOULEVARD 1�1 1 SUITE 500 uLAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 Pbbott A O�ss: CAAAA .o (y) 0 0 00 t-�-1 O Lu CIO O v Q 0 .�. C)s Q Lu■ o�►vo L 49p000000 y� PO�OMA°�°°o° �o�O 0 0 ! 0 0 49563 0 0 0 00 02 00000000000 , `,��� L�77 ON ii, ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS 002.16.21 PERMIT RESUB PARTIAL FDN PLAN S2m2 tn N s U H O O m X O O N 0 o� o� v m U O } } o� U O L ILLo� o� o Cl - 0 O } ¢ Z s a r\ O L6 m N O N 00 m m N m N L s } N i N LLQ 00 1-4 o E N� } N o O N O toN x L LO co co O O N N O �+_- N -a O o N U C3 N J O L d 26'-0" E14 26'-0" E15 26'-0" EI6 26'-0" Ell 26'-0" Elq � g 0 8 � � LEVELER 58.1 DOCK � TYP. _ �' VJF30 (-5 -oil) --- - - -- --- - - - - - - - - - - - - - - - - - - - - - - - - - - - L --J L --J L --J L__J L__J � �'1 STAIR I SIM I 26'-0" 26'-0" 26'-0" 26'-0" 13'-4' 8' E20 E21 E22 � � E23 E24 STEP FTG RE:I/51S lkI I'` ° C) 53.1 p� PqF30 (-51_019 _31_019 - - - - - - - - - - - - - - - - - - - - L_ -J---- L__J 532 STEP FT6 RE: I/51S I� I - - - - �„ZUG IT ONTIJOINON JOINT AS 51i0NN, TYP., RE: 1/51.3 i -1E11 El El F,�\-i F1.0 F1.0 El F 17 L! El 1­7�7\ El L T J F1.0L J FIDL J �p GONGRET'E 5L/ THIGKNE55: E REINFORCING: E VAPOR RETARDER: N BASE COURSE: N 5UB-BA5E: CELI F -.--]El F1.0 L J FID CONCRETE SLAB -ON -GRADE THIGKNE55: 6" REINFORGING: 6x6 - W2.gxW2.q W.W.F. VAPOR RETARDER: 10 MIL. BASE GOUR5E: NONE 505-BA5E: GOMPAGTED FILL L J FIDL F1.0 4 53.1 O.H. In 0 LL_ � o z � X W �JFlp ElF(b.5w.)CN i ZZCN CONCRETE SLAB -ON -GRADE THIGKNE55: 6" REINFORGIN6: 6x6 - W2.gxW2.q W.W.F. VAPOR RETARDER: 10 MIL. BASE GOUR5E: NONE 511,15-BA5E: GOMPAGTED FILL El F6.5 CN B �.I DOOR I N I ' I F5.5 0T_ zz ry F65 r7l FI -61111 111AI I 3 F5S 4 3 F 5j 5 7.4 9 10 11 12)(12.1) (12.6) (12.9)(13 3'-5" 41-41/211 c WIN D.9 E COLUMN 5GHEDULE ' V741 COLUMN ' o 11`44 4149" x 4'-6" x 2'-3" DETAIL REMARK5 - c� WFIS WFIS VIA. PROJ. WF42 ELIH5512 x 12 x 1/4 `j' 3 3/4" I 53.1 53.1 RE: 1/51.4 DOOR EH55 53.1 3/4 x 14 x 1'-2" '-0", 4 r__7FWIOWOq 3/4" 4" q" RE: 1/51.4 #5 ® 12" O.G. W08 WO1 WO6 W05 W04 W03 W02 W01 32'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 23'-0" 23'-0" q'-0" 31'-O" #5 ® 18" T45 �4 243'-0" H55 6 x 6 x 5/I6 33'-1" 311-11/411 52'-0" 52'-0" 52'-0" 52'-0" 2'-8" 18'-5 3/4" 141-53/411 RE: 6/51.4 AT ENTRY GOLUMN5 612'-0" 7.4 9 10 11 12)(12.1) (12.6) (12.9)(13 3'-5" 41-41/211 c WIN D.9 E COLUMN 5GHEDULE MARK COLUMN BA5EPLATE ANCHOR RODS 4149" x 4'-6" x 2'-3" DETAIL REMARK5 QTY VIA. PROJ. EMBED. ELIH5512 x 12 x 1/4 3/4 x IS x 1'-6" (4) 3/4" 4" q" RE: 1/51.4 WF42 EH55 8 x 8 x 1/4 3/4 x 14 x 1'-2" (4) 3/4" 4" q" RE: 1/51.4 #5 ® 12" O.G. El H55 8 x 8 x 5/8 I x 14 x 1'-2" (4) 3/4" 4" q" RE: 1/51.4 (g) #6 GONT. T45 #5 ® 18" T45 �4 H55 6 x 6 x 5/I6 3/4 x 12 x 1'-0" (4) 3/4" 4" q" RE: 1/51.4 RE: 6/51.4 AT ENTRY GOLUMN5 PAD FOOT I NG 5GHEDULE MARK 51 ZE (JNxLxT) REINFORCEMENT REMARK5 F4.5 4149" x 4'-6" x 2'-3" (5) #5 EAGH WAY REINF. AT T 4 B (3) #5 CONT. #4 ® 48" WF30 30" F6.5 6'-6" x 6'-6" x 2'-3" (1) #5 EAGH WAY REINF. AT T 4 B F1.0 1'-0" x 111-0" x 1'-5" (g) #5 EAGH WAY REINF. AT BOTTOM TYP. NALL FOOTING 50HEDULE MARK N I DTH TH I CKNE55 LONG 1 TUD I NAL RE I NFORC I NG TRAN51/ER5E RE I NFORC I NG WFIS IS" 21" (3) #5 CONT. #4 ® 48" WF30 30" 21" (5) #5 CONT. #4 ® 48" WF36 36" 18" (6) #5 CONT. #4 ® 48" WF42 42" 21" (8) #5 CONT. #4 ® 48" WF68 68" 18" (8) #5 GONT. #5 ® 12" O.G. NF12 12" 21" (8) #5 CONT. #4 ® 48" WFlB 18" 21" (g) #6 GONT. T45 #5 ® 18" T45 PARTIAL FOUNDATION PLAN /I6" = I' -O" NOTES: I. 5EE SHEET 51.1 AND 51.2 FOR GENERAL NOTES AND AB5REVIATION5 / 5YM13OL5. 2. 5EE SHEET 51.3, 51.4, 51.5 FOR TYPIGAL DETAIL5. 3. T.O. INTERIOR FOOTING = -1'-0", U.N.O. 4. T.O. EXTERIOR FOOTING = -1'-0", U.N.O. 5. T.O. FOOTING INDIGATED BY (X' -X"). 6. T.O. SLAB = +0'-0" = 5386.60 (CIVIL F.F). 1. 5EE GENERAL NOTES FOR FILL REQUIREMENT5 UNDER FOOTIN65 AND SLAB -ON -GRADE. 8. F#.# INDIGATE5 PAD FOOTING, RE: 5GHEDULE TH15 SHEET. q. WF## INDIGATE5 WALL FOOTING, RE: 5GHEDULE THI5 SHEET. 10. WALL FOOTING DE516N 15 BASED ON PANELS BEING SHIMMED AT END AND MID -POINT. <N KE*r PLAN N.T.S. H U W u P4 I Lj ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 5 Pbbott Assn \ \e cd�s r CAA • Cio c o�►vo ucF 0000000000 000000 y� FO 411 o �� O -f 0 0 49563 0 0 0 .00 0 ;b 00000 °°o �� A; 0000000, '.��� �7vV OIN ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS PARTIAL FDN PLAN S2.3 I-' M H m 0 N � 00 u]�O 3�w opo N O O� Q Lu �Qd�"'3 o�►vo ucF 0000000000 000000 y� FO 411 o �� O -f 0 0 49563 0 0 0 .00 0 ;b 00000 °°o �� A; 0000000, '.��� �7vV OIN ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS PARTIAL FDN PLAN S2.3 tn o� s U H O O 16 m X O O N o� 106 o� v m U O } } o� U O 0 ILLL o� o� jo Cl - 0 O } s a LO m N O N m N 3 L6 N L s } N LO 0 N i } tn o� O tn X LO O N O N O N I--- tn U N O L d as C L CC.5 D au -n=i An ,N/-1 /N" ,N/-1 /N" -n/-1 /N" -n/-1 /Nn -n/-1 /Nn -n/-1 /N" -n/-1 /Nn .n/-1 /Nn .n/-1 /Nn .n/-1 ^n .n/-1 ^n .n/-1 ^n .n/-1 ^n ROOF DECK PA5TEN I NG PATTERN N.T.S. IN ROOF DECK FA5TEN I NG 50HE:DULE I-' co 5UPPORT5 5UPPORT5 � 5PG5 ®4'-8 I /8" = 32'-8 7/8" Ar5D 5HEArR � � u]�O 5117E LAP MARK 67ME PERPENDIGULArR PARALLEL CAPACITY � o P%4" W22 ATTACHMENT N W21 TO FLUTE TO FLUTE Q REQUIRED A 20 (-1) 5/8"� PW 51610 PW #10 TEK 5GREW5 blq PLF PER SHEET ®6 GIC (1) PER SPAN B 22 (1) 5/8"0 PW 5/8"�(p PW #10 TEK 5GREW5 412 PLF PER 5HEET ®6 GIG (5) PER SPAN G 22 (4) 5/8"o PW 51610 PW #10 TEK 5GREW5 280 PLF PER SHEET ® 6" GIG E01 FIN15H: 6RAY TOP / WHITE BOTTOM 6ALVANIZED (630) Wlq E02 36" GOVERAC7E WI7 WI6 E03 E04 WIS 411 -0 411 E05 WI3 END WELD PATTERN5 FOR WIDE RIB DECK WII E06 O.G. 1 E07 52'-O" E08 15'-4" 26'-0" EOq 26'-0" E10 26'-0" 26'-0" EI I 42'-0" E12 52.4 52.5 E13 52 -O E14 5401-411 52'-O" 15'-q" 20'-3 3/4" 15' -II I/4" 52'-0" 52'-0" 52'-0" 31'-� I/4" 20'-4 3/4" 201-43/411 31'-� I/4" 612'-0" J.B. _ +2q' -q" �q.•1 1 J.B. _ +30'-q" 2 0 J.B. _ +2q' -q" 4 J.B. _ +30'-�" 5 6 6.6 7 7.4 8 J.B. _ +2q' -q" J.B. _ +30'-�" J.B. _ +2q' -q" J.B. _ +30'-�" N.T.S. J.B. _ +2q' -q" J.B. _ +30'-�" J.B. _ +2q' -q" � O � o CN / \ / \ � \ ROOF HATCH / \ `? � RE: ARCH AND / \ \ o 6/51.4 FOR DETAIL5 // IN CN Co_ V D- $ /� o_ \ s s o_ o_ s o_ \ o_ o_ o_ D_ - o_ o_ o_ - o_ �� D_� /o_ o_ \ C(1 CV T T T T JJ J 4 JJ J JJ JQ J/ J JJ J JJ J J J J J J J/ J JJ J JJ J J J JQ J J J/ J JJ J JJ J JJ J JQ J J JJ J JJ J JJ J J J\ J J J JJ J J/ J JJ J 0 CN a 54.50 L2x2TIE5 RE: b/54.1 11 1606 qN I6.OK .H. 606 qN 15.bK 606 qN I hK 606 qN 15.6K 606 qN 15.6K 606 qN 15.6K 606 qN 15.6K +31'-6" z 12 N �� I► � V 2 54.1 <X I X� = V N � � t - O r O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 2 / J 2 CN 2 2 2 2 CV 2 =CN 2 =CN _ =CV 2 2 =CN 2 2 2 2 2 = 2 CN 2 =fV _CN _CN =CV 2 =CN = 2 =CN _CN _CV =CN CN CV CN CN CN CN CN CN =CN CV _CN rQ 3 54.1 z M 10 54.5 (L2x2TIE5 RE: b/54.1 5 54.1 I ICV 566 qN 12.OK 566 qN I6.OK 566 qN 15.bK 566 qN 15.bK 13 566 qN 15.bK 566 qN 15.bK 566 qN 15.bK J.B. _ +32'-q"12 4 54.3 I► � � 54.1 I► O (z2 2 2 2 2 2 < I� X v _ tr a a c a (Z c ~ W -W Q LCl CV = 2 S 2 S 2 2 O Ca lf� N CN CN CN CN CN CN CN (+33'-10 1/2 cz CN Gb 8.2 %ZJ CN �2 J 2 J =CN J 2 J 2 J = J J 2 J 2 J 2 2 J J 2 J C_B. J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J I r%CN +331-4 1/211 = o z 54.1 1 54.5 C`ZN 0 0 0 CSN %Z 0 11 I �'•1 L 2 x 2 TIES RE: 6/54.1 (+34'-b") 606 qN Ib.SK 606 qN 11.OK 606 qN 15.6K Vio 606 qN 15.6K 606 qN 15.bK 606 qN 15.bK J.B. _ +34'-0" °j lYl 0 2 54.1 cNN Z �v �v < N O v CN (ZfV / (L D- CL Ctjl CN J J J J l!1 !Z u - l!1 u- q) D- N D - 0 !Z � lfl !Z �!1 !Z l!1 � l!1 !Z � !Z � !Z lfl !Z N lfl !Z � lfl !Z lfl l!1 !Z � �!1 !Z � !Z N lfl !Z N lfl !Z � lfl !Z � l!1 !Z � l!1 !Z � J J J J J J J [L U1 !Z !Z 3 54.1 3 3 CIN 0 O I 2 2 (+351-13/411) ff �r; F - J.5. _ +35-13/4" WI404 WI404 4 WI4031 WI4x34 (35 q) 5 I I I I I I I G6x8.2 I I I I Gbx8.2 I I I I u� = `N J.B. _ +35'-3" - (z CANOPY 1 52.6 CANOPY 00, le e.700. ROOF DECK PA5TEN I NG PATTERN N.T.S. IN ROOF DECK FA5TEN I NG 50HE:DULE I-' co 5UPPORT5 5UPPORT5 � 5PG5 ®4'-8 I /8" = 32'-8 7/8" Ar5D 5HEArR � � u]�O 5117E LAP MARK 67ME PERPENDIGULArR PARALLEL CAPACITY � o P%4" W22 ATTACHMENT N W21 TO FLUTE TO FLUTE Q REQUIRED A 20 (-1) 5/8"� PW 51610 PW #10 TEK 5GREW5 blq PLF PER SHEET ®6 GIC (1) PER SPAN B 22 (1) 5/8"0 PW 5/8"�(p PW #10 TEK 5GREW5 412 PLF PER 5HEET ®6 GIG (5) PER SPAN G 22 (4) 5/8"o PW 51610 PW #10 TEK 5GREW5 280 PLF PER SHEET ® 6" GIG (5) PER SPAN FIN15H: 6RAY TOP / WHITE BOTTOM 6ALVANIZED (630) Wlq WIS 36" GOVERAC7E WI7 WI6 36/4 PATTERN WIS 411 -0 411 36/1 PATTERN WI3 END WELD PATTERN5 FOR WIDE RIB DECK WII PROVIDE 5/8" O PUDDLE VqELD5 @ 6" O.G. 1 AT ALL PERIMETER 5UPPORT5 52'-O" NOTE TO J015T SUPPLIER 1. (XX.XK T.G. AXIAL) INDIGATE5 J015T TOP CHORD TO BE DE516NED FOR AXIAL WIND/ 5E15MIG LOAD IN ADDITION TO 6RAVITY LOAD5. ALLOWABLE 5TRE55E5 MAY NOT BE INGREA5ED WHEN GON5IDERIN6 WIND/ 5E15MIG LOAD5 COMBINED WITH 6RAVITY LOADS. AXIAL FORGE AT THE WALL5 15 O.OK. ROOF PLAN L E&END� J015T MANUFACTURER TO DE516N J015T5 IN 5HADED AREA5 FOR 1500 LB LOAD FROM FUTURE RTU UNITS ANYWHERE ALON6 THE SPAN (ADD LOAD). NO J015T 15 TO GARRY LOAD FROM MORE THAN (1) FUTURE UNIT. PRIOR TO IN5TALLATION OF FUTURE UNITS, ALL AFFECTED J015T5 SHALL BE REINFORCED PER 4/51.4. Ir 77 77 - INDICATES NON -APPLICABLE AREA PARTIAL ROOF T=RAM I NG PLAN 1/16" = 1'-0" NOTES: 1. 5EE 5HEET 51.1 AND 51.2 FOR 6ENERAL NOTES AND ABBREVIATION5 / 5YMBOL5. 2. 5EE SHEET 51.3, 51.4, 51.5 FOR TYPICAL DETAIL5. 3. 5EE 5HEET 52.2 FOR COLUMN 5GHEDULE. 4. ALL "LH" 5ERIE5 J015T5 SHALL HAVE b" DEEP 5EAT5 U.N.O. 5. ALL J015T 61RDER5 SHALL HAVE -1 1/2" DEEP BEARING AT STEEL COLUMNS, U.N.O.ON THE DETAILS. ALL J015T GIRDERS SHALL HAVE 10" DEEP BEARIN6 AT CONCRETE WALL5, U.N.O. IN THE DETAILS. 6. PROVIDE UPLIFT BRIDGING A5 REQUIRED. 5EE NET UPLIFT DIA6RAM ON SHEET 52.1. 5EE 6ENERAL NOTES FOR ADDITIONAL BRIDGING REQUIREMENT5. -1. (XX' -XX") INDIGATE5 BOTTOM OF DECK ELEVATION. 8. BEAM REAGTION5 5HOWN ARE AT 5ERVIGE LOADS. WHERE 0 BEAM REACTION 15 NOT 5HOY4N, CONNECTION SHALL BE DE516NED FOR 10 KIP MINIMUM REACTION. q. 5EE SHEET 52.1 FOR 5PEGIAL J015T LOAD DIA6RAM5. 10. J015T 61RDER LOAD5 5HOWN DO NOT INCLUDE THE SELF WEIGHT OF THE 61RDER. J015T MANUFAGTURER SHALL INCLUDE THE 61RDER SELF WE16HT IN THE 61RDER DE516N. 11. J015T MANUFACTURER TO PROVIDE $3,000 ALLOWANGE TO COVER INGREA51N6 J015T GAPAGITIE5 TO ACCOMMODATE SPRINKLER MAINS. 12. MECHANICAL UNIT5 5HALL NOT EXCEED THE WE16HT5 SHOWN ON PLAN. NO PLAN DIMEN51ON OF ANY UNIT SHALL EXCEED 141-1111. 13. CLEAR HE16HT DE516NED FOR 28'-0" FROM 6" IN51DE OF LINE B TO 6" IN51DE OF LINE E. ARCHITECTURE PLANNING 0 INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERINC 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 r��0e Wbott Assoc" - f U s CAA 0 I-' co 3'-3 I/8" � 5PG5 ®4'-8 I /8" = 32'-8 7/8" 8" � � u]�O 3�w 8 5PG5 ®5'-I I/8"± = 40'-q I/2" � o P%4" W22 N W21 O� Q Lu 26'-0" 26'-8" 55q'-4" W20 Wlq WIS WI7 WI6 WIS WI4 WI3 WI2 WII WIO 1 52'-O" 36'-8" 15'-4" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 31'-0" 42'-0" 31'-0" 52.4 52.5 52 -O 5401-411 52'-O" 15'-q" 20'-3 3/4" 15' -II I/4" 52'-0" 52'-0" 52'-0" 31'-� I/4" 20'-4 3/4" 201-43/411 31'-� I/4" 612'-0" KAY PLAIN 1 2 2.4 2.7 3 4 5 6 6.6 7 7.4 8 N.T.S. ARCHITECTURE PLANNING 0 INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERINC 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 r��0e Wbott Assoc" - f U s CAA 0 RO- 0 ucF°0000°° y�e�p �°°°° A 0000 E` 1)0 ow 0 0 49563 0 ° ° 00000000000 ONAI.ii,46F ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS 002.16.21 PERMIT RESUB PARTIAL ROOF FRAMING PLAN S2.4 I-' co H m 0 N � � u]�O 3�w p o P%4" N O O� Q Lu RO- 0 ucF°0000°° y�e�p �°°°° A 0000 E` 1)0 ow 0 0 49563 0 ° ° 00000000000 ONAI.ii,46F ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS 002.16.21 PERMIT RESUB PARTIAL ROOF FRAMING PLAN S2.4 tn s U H O O 16 m X O O 4 N 0 106 N v m U O } } o� 7 U O 0 ILLL o� o� o Cl - 0 O } cl s N LO m N O N m N L6 N 7 L s } N LO 0 N tn o� O X LO 0 N O N O N I--- tn U N O L d as �i 1 ^" -n/-1 ^" -n/-1 ^n -n/-1 ^n -n/-1 ^n -n/-1 ^n n/ i ^n -ne i ^n -ne i ^n n/ i ^n 1 f2 A" an 1-41/211 DB (+32'-011) J.B. = +31'-6" C (+33'-311) J.B. = +32'-q" DD (+34'-61) J.B. = +34'-0" DDA(+34'-11 5/8") J.B. = +34'-5 5/8" D.6(+35'-4 1/4") D.6 J.B. = +34'-10 1/4" I/8"9 D.)(+35'-1 J.B. _ +35-1 1/S" H E14 EIS EI6 Ell EIS Elq E20 E21 E22 E23 E24 u]�O J � +30'-1" J.B. _ +2q' -q" J.B. _ +30'-1" 54.1 J.B. _ +2q' -q" J.B. _ +30'-1" J.B. _ +2q' -q" J.B. _ +30'-1" J.B. _ +2q' -q" J.B. _ +30'-1" 0 o N O 0 C)s Q Lu 54.1 \ D_ D D_ D_ D_ D_ D_ D_ D� T D_ T D_ D_ T T \ D_ \ D_ D_ D_ D_ / /D_ D_ D_ D_ D_ J JJ J J J J JQ �Ql QJ J JJ J JJ J JQ J �Ql QJ J JJ J JJ J J J �Ql J J JJ J �J J JJ J JQ J/ J JQ J JJ J JJ J (�V � � (L2x2TIE5 \\ \\ \\ / L2x2TIE5( - RE: 6/54.1 /' // RE: 6/54.1 606 qN 15.6K 606 qN 15.6K 606 qN 15.6K 606 qN 15.6K O6 qN I5.bK 426 IN I5.bK m� o < < N I oQ oQ z z O O O O O O O O O O O O O O O O O O O O I /\ 1CV J fV J = J = fV JJ CV J CV J CV J CV J CV J fV J CV J CV J CV J CV J CV J CV J CV J / CV J CV J CV J CV J CV J CV J CV J CV J CV J CV J CV J CV J CV J CV CV J J CV J CV J / CV J CV J CV J S J 2 J S J O fV I U � � I I 5 L2x2TIE5 0o ooIRE: 6/54.1.1 L2x2TIE5 RE: 6/54.1 I -CN p ry 566 qN 15.6K 566 qN 15.6K 566 qN 15.6K 566 qN 15.6K 566 qN 15.6K 42r2 6 IN 15.6K 54.1 o N - Q cv a 42 54.1 A I' 54.1 V � V XX �kr < ym I r o �� � - --Z %Z %1z %Z%Z T- - N CV fV = = fV CV CV CV CV / fV CV %Z CV %Z CV %Z CV %Z CV %Z CV %-Z CV %1Z CV %Z %Z CV CV CV %Z CV CV %Z CV %Z CV %Z CV %Z % CV CV %Z CV 1-Z CV %Z CV %Z CV CV %Z CV %Z CV %-Z CV %1Z CV %Z CV J � v a <� L2x2TIE5/ IL2x2TIE5 RE: 6/54.1 RE: 6/54.1 - f o i' V � N 606 qN 15.6K 606 qN 15.6K 606 qN 15.6K 606 qN 15.6K 606 qN Iq.OK 426 IN 18.6K U U UWf1 cV CV - - - � CN CN SN" I ci ri ri ci ri ci ri ci ri ri ri ri ci ri ci ri ci ri ci ri ri ci ri ci ri ci ri ci ri ri CL (L C N D- � � � '? = m J J J JJ J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J X 1(1 !n I cz ( Lf) ' W14x34 W14x34 G6x8.2 BETWEEN J015T5 1 ' y 54.1 52.6 GANOPY 4 52.6 ROOF 55q'-411 WIO WOq CED WOI CED CED CED W03 W02 W01 31'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 23'-0" 23'-0" 26-4" el 540'-4" 16'-3" 1-41/211 DB (+32'-011) J.B. = +31'-6" C (+33'-311) J.B. = +32'-q" DD (+34'-61) J.B. = +34'-0" DDA(+34'-11 5/8") J.B. = +34'-5 5/8" D.6(+35'-4 1/4") D.6 J.B. = +34'-10 1/4" NOTE TO J015T SUPPLIER 1. (XX.XK T.G. AXIAL) INDIGATE5 J015T TOP CHORD TO BE DE516NED FOR AXIAL WIND/ 5E15MIG LOAD IN ADDITION TO GRAVITY LOAD5. ALLOWABLE 5TRE55E5 MAY NOT BE INGREA5ED WHEN GON5IDERIN6 WIND/ 5E15MIG LOADS COMBINED WITH GRAVITY LOADS. AXIAL FORGE AT THE WALL5 15 O.OK. ROOF PLAN LECGEND J015T MANUFAGTURER TO DE516N J015T5 IN 5HADED AREAS FOR 1500 LB LOAD FROM FUTURE RTU UNITS ANYWHERE ALONG THE SPAN (ADD LOAD). NO J015T 15 TO GARRY LOAD FROM MORE THAN (1) FUTURE UNIT. PRIOR TO INSTALLATION OF FUTURE UNITS, ALL AFFECTED J015T5 SHALL BE REINFORGED PER 4/51.4. INDICATES NON -APPLICABLE AREA PARTIAL ROOF FRAM I N6 PLAN 1/16" = I' -O" NOTES: 1. 5EE SHEET 51.1 AND 51.2 FOR GENERAL NOTES AND AB5REVIATION5 / 5YM13OL5. 2. 5EE SHEET 51.3, 51.4, 51.5 FOR TYPIGAL DETAIL5. 3. 5EE 5HEET 52.2 FOR GOLUMN 5GHEDULE. 4. ALL "LH" 5ERIE5 J015T5 SHALL HAVE 6" DEEP 5EAT5 U.N.O. 5. ALL J015T 61RDER5 SHALL HAVE 11/2" DEEP BEARING AT 5TEEL GOLUMN5, U.N.O. ON THE DETAIL5. ALL J015T 61RDER5 SHALL HAVE 10" DEEP BEARING AT GONGRETE WALL5, U.N.O. IN THE DETAIL5. 6. PROVIDE UPLIFT BRIDGING A5 REQUIRED. 5EE NET UPLIFT DIA6RAM ON SHEET 52.1. 5EE GENERAL NOTES FOR ADDITIONAL BRIDGING REQUIREMENT5. 1. (XX' -XX") INDIGATE5 BOTTOM OF DECK ELEVATION. 8. BEAM REAGTION5 5HOWN ARE AT 5ERVIGE LOAD5. WHERE 0 BEAM REACTION 15 NOT 514011N, CONNECTION 5HALL BE DE516NED FOR 10 KIP MINIMUM REAGTION. q. 5EE SHEET 52.1 FOR 5PEGIAL J015T LOAD DIA6RAM5. 10. J015T 61RDER LOAD5 5HOWN DO NOT INGLUDE THE SELF WEIGHT OF THE 61RDER. J015T MANUFAGTURER SHALL INGLUDE THE GIRDER SELF YVEI6HT IN THE GIRDER DE516N. 11. J015T MANUFAGTURER TO PROVIDE $3,000 ALLOWANGE TO GOVER INGREA51N6 J015T GAPAGITIE5 TO AGGOMMODATE SPRINKLER MAINS. 12. MEGHANIGAL UNITS 5HALL NOT EXGEED THE WEIGHTS 5HOWN ON PLAN. NO PLAN DIMEN51ON OF ANY UNIT SHALL EXGEED 141-1111. 13. GLEAR HEIGHT DE516NED FOR 28'-0" FROM 6" IN51DE OF LINE B TO 6" IN51DE OF LINE E. < 1 KE'*r PLAN N.T.S. Im POE �n ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERINC 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 sAbbott.4 . 0,dco i v v CAAA I/8"9 D.)(+35'-1 J.B. _ +35-1 1/S" H m 0 ED((+35'-q") J.B. _ +35-3" NOTE TO J015T SUPPLIER 1. (XX.XK T.G. AXIAL) INDIGATE5 J015T TOP CHORD TO BE DE516NED FOR AXIAL WIND/ 5E15MIG LOAD IN ADDITION TO GRAVITY LOAD5. ALLOWABLE 5TRE55E5 MAY NOT BE INGREA5ED WHEN GON5IDERIN6 WIND/ 5E15MIG LOADS COMBINED WITH GRAVITY LOADS. AXIAL FORGE AT THE WALL5 15 O.OK. ROOF PLAN LECGEND J015T MANUFAGTURER TO DE516N J015T5 IN 5HADED AREAS FOR 1500 LB LOAD FROM FUTURE RTU UNITS ANYWHERE ALONG THE SPAN (ADD LOAD). NO J015T 15 TO GARRY LOAD FROM MORE THAN (1) FUTURE UNIT. PRIOR TO INSTALLATION OF FUTURE UNITS, ALL AFFECTED J015T5 SHALL BE REINFORGED PER 4/51.4. INDICATES NON -APPLICABLE AREA PARTIAL ROOF FRAM I N6 PLAN 1/16" = I' -O" NOTES: 1. 5EE SHEET 51.1 AND 51.2 FOR GENERAL NOTES AND AB5REVIATION5 / 5YM13OL5. 2. 5EE SHEET 51.3, 51.4, 51.5 FOR TYPIGAL DETAIL5. 3. 5EE 5HEET 52.2 FOR GOLUMN 5GHEDULE. 4. ALL "LH" 5ERIE5 J015T5 SHALL HAVE 6" DEEP 5EAT5 U.N.O. 5. ALL J015T 61RDER5 SHALL HAVE 11/2" DEEP BEARING AT 5TEEL GOLUMN5, U.N.O. ON THE DETAIL5. ALL J015T 61RDER5 SHALL HAVE 10" DEEP BEARING AT GONGRETE WALL5, U.N.O. IN THE DETAIL5. 6. PROVIDE UPLIFT BRIDGING A5 REQUIRED. 5EE NET UPLIFT DIA6RAM ON SHEET 52.1. 5EE GENERAL NOTES FOR ADDITIONAL BRIDGING REQUIREMENT5. 1. (XX' -XX") INDIGATE5 BOTTOM OF DECK ELEVATION. 8. BEAM REAGTION5 5HOWN ARE AT 5ERVIGE LOAD5. WHERE 0 BEAM REACTION 15 NOT 514011N, CONNECTION 5HALL BE DE516NED FOR 10 KIP MINIMUM REAGTION. q. 5EE SHEET 52.1 FOR 5PEGIAL J015T LOAD DIA6RAM5. 10. J015T 61RDER LOAD5 5HOWN DO NOT INGLUDE THE SELF WEIGHT OF THE 61RDER. J015T MANUFAGTURER SHALL INGLUDE THE GIRDER SELF YVEI6HT IN THE GIRDER DE516N. 11. J015T MANUFAGTURER TO PROVIDE $3,000 ALLOWANGE TO GOVER INGREA51N6 J015T GAPAGITIE5 TO AGGOMMODATE SPRINKLER MAINS. 12. MEGHANIGAL UNITS 5HALL NOT EXGEED THE WEIGHTS 5HOWN ON PLAN. NO PLAN DIMEN51ON OF ANY UNIT SHALL EXGEED 141-1111. 13. GLEAR HEIGHT DE516NED FOR 28'-0" FROM 6" IN51DE OF LINE B TO 6" IN51DE OF LINE E. < 1 KE'*r PLAN N.T.S. Im POE �n ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERINC 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 sAbbott.4 . 0,dco i v v CAAA o�►vo ucF kjcp�° �� .51 �f0 0 49563 0 0 0 ��O o°° °00° [.`V �sO10 000000°0,���`/ �7s 0N ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS 002.16.21 PERMIT RESUB PARTIAL ROOF FRAMING PLAN S2.5 I-' M H m 0 N � 00 u]�O 3�w po o N O C)s Q Lu o�►vo ucF kjcp�° �� .51 �f0 0 49563 0 0 0 ��O o°° °00° [.`V �sO10 000000°0,���`/ �7s 0N ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS 002.16.21 PERMIT RESUB PARTIAL ROOF FRAMING PLAN S2.5 tn s U H O O 16 m X O O N of 106 of v m U O } } U O Cf L N N LL jo Cl - 0 O } ¢ s a LO m N O N co m } O c3 J 3 16 N LO co i O E N Q t m of O ►� o to N X L ¢ LO CC) CC) O O N O N _a O O N to +- to U 0 N _1 O L d as ROOF DEGIG PROPERTIES TYPE WIDE RIB DEPTH II/2' GAGE 22 6A. FINISH PAINTED OL (+11'-511) RE: 11/54.2 (51M) 10 ' FOR GONNEGTION 54.2 R STOREFRONT H55 6 x 6 x 3/8 (+18'-6") I !A -)1 H55 8 x 6 x 3/S LLH (+18'-6")H5512x6x38 v4H5512xbx38 ' GIRT) D.8 8 in in m 54.2 ,� X X x x\ x x �t 6 �r O � — �r �n �r x x — x 54� x _' x N x _� x � N � O O� .� O O ' x� �t - �7 V (2) H55 12 x 4 x 3/8 5TAGKED (+12'-0") _ � It a I 2 H55 10 x 4 x 5/160 (+II' -5") 1 542 O.H. 54.2 542 542 hV H% 7 x 4 x 5/ 542 54.2 51 M 5TAGKED T 4 B (+121-019 5 1/2" 5'-q" 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 51-33/411 201-33/411 2 2.4 2.7 ENLAR6GED NW CANOP"r 3 FRAM I NG FLAN N 2.6 1/4" = 1-011 NOTES: 1. T.O. 5TEEL EL. = +11'-5" U.N.O. THUS: (XX' -X") 2. MOMENT GONNEGTION NOTED THUS: No,., RE: 3/54.2 FOR DETAILS. PANEL 508 m u) cz RE: 5/54.2 51M FOR LOWER GIRT GONNEGTION RE: 1/52.6 FOR GANOPY m FRAMING BELOW u' �. O.H. 10 t_n xx 7 %Qto 54.3x � W1404� T n IH55 6 x 6 x 1/2 (+231-1111) H55 5 x 5 x 5/16 (+31'-2 5/8") ENLARGED ROOF FRAMING PLAN 1/8" = I' -O" NOTES: 1. RE: ROOF FRAMING PLANS FOR DEGK AND T.O. 5TEEL BEAM ELEVATION5. H% 10 x 4 x 5/16 (+II' -5") W/ H55 7 x 4 x 5/16 5TAGKED T 4 B (+12'-0") B.O. DEGK +11'-1° TUBES SHALL BE GUT TO MATGH 5LOPE OF PANEL IF'� H55 10 x 4 x 5/16 (+11'-511) W/H55Ix4x5/16 5TAGKED T 4 B (+12'-011) a ENLARGED 5W CORNER GANOPNr FRAMING PLAN 1/4" = 1'-0" NOTES: 1. T.O. 5TEEL EL. = +11'-5" U.N.O. THUS: (XX' -X") 2. MOMENT GONNEGTION NOTED THUS: No-, RE: 3/54.2 FOR DETAIL5. 81/4" 3'-81/4" 21 H5512x6x3/8 [ 12xbx3/8 E4 LL IS IR m Ln (UPPER 5TOREFRONT r -,IRT) J J ;m r x L--4- < 4{ x � (V1 { �r i ENLAR6ED MIDDLE GANOPI" FRAMING PLAN 1/4" = 1'-0" NOTES: 1. T.O. 5TEEL EL. = +11'-5" U.N.O. THUS: (XX' -X") 2. MOMENT GONNEGTION NOTED THUS: 00-, RE: 3/54.2 FOR DETAIL5. m I ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 ra`\es Abbott Assoc, � s CAAAA o I—' I Im�Iff. m 0 �':.I . I �IN u]�O 3�w ii FIN I 21 H5512x6x3/8 [ 12xbx3/8 E4 LL IS IR m Ln (UPPER 5TOREFRONT r -,IRT) J J ;m r x L--4- < 4{ x � (V1 { �r i ENLAR6ED MIDDLE GANOPI" FRAMING PLAN 1/4" = 1'-0" NOTES: 1. T.O. 5TEEL EL. = +11'-5" U.N.O. THUS: (XX' -X") 2. MOMENT GONNEGTION NOTED THUS: 00-, RE: 3/54.2 FOR DETAIL5. m I ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 ra`\es Abbott Assoc, � s CAAAA o gv—�D0LI�R490000°° 0V0°° ° a 00 Co° �` �0 40 �0°0 0 49563 0 0 0 0 0 'O�O 000°00 000°O �ss�0000° ����� ONAI. ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS 002.16.21 PERMIT RESUB ENLARGED PLANS S2.6 I—' M H m 0 N � 00 u]�O 3�w opo N Q:�O OMEN"C)s Q Lu gv—�D0LI�R490000°° 0V0°° ° a 00 Co° �` �0 40 �0°0 0 49563 0 0 0 0 0 'O�O 000°00 000°O �ss�0000° ����� ONAI. ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS 002.16.21 PERMIT RESUB ENLARGED PLANS S2.6 tn o� s U H O O 16 m X O O N 0 o� o� v m U 0 } c� } o� U O c3 L N N LL a 0 v O } i s a O N Isi m N O N 1 co m } O A V) 00 0 N Q t m O � N 0 toN X s- .< o Lid 00 o O N O`+_- N -a O O N::E U C3 N J O L d 5LO1'E1? SLAB EDGE RE: ARCH L3x3x 1/4 YV/ I/2" lP x I'-6" D.A.5. AT 12" O.G. AT 51M. OMIT ANGLE PAVEMENT RE: CIVIL 2'-6" #4 x F-- ® 16" O.G. DRILL AND EPDXY 8" GONIRAGTORS OPTION #4 CONT. J TIE TO D.A.5. 2'_6" #4 x ?i@ Ib" O.G. . x d.. a — III d - ° d ° TILT -UP PANEL RE: ELEY5. FOR REINF. a d' NOTE: RE: 1/53.1 FOR FOUNDATION —il SECTION 14—L #4 x 4'-0" ® 24" O.G. POUR BAGK GON5TRUGTION JOINT DOWELS RE: PLAN RE: 1/51.3 3/4" = 1'-0" 2'-6" #4 x F— ® I6" O.G. DRILL AND EPDXY 6" a° d . d ° ° GONTRAGTOR'S OPTION #4 x 4'-0" @ I6" O.G. J EMBED L b x b x 1/2 x O-qlI A A 1 °d � J PAVEMENT I RE: CIVIL T.O. FTG. cz !Z RE: PLAN = „& #4 x Q�® I6" O.G. PLAN 3/4" = 1'-0" 2'-6" #4 x F— ® I6" O.G. DRILL AND EPDXY 6" a° d . d ° ° GONTRAGTOR'S OPTION #4 x 4'-0" @ I6" O.G. J EMBED L b x b x 1/2 x O-qlI A A 1 RE: 1/53.1 2'-6" Co PAVEMENT I RE: CIVIL T.O. FTG. cz RE: PLAN = „& #4 x Q�® I6" O.G. PLAN ° ° 4 d 4 ° a ° d ° B B ° d d III III RE: 5GHEDULE FOR X 51ZE 4 REINF. a SECTION O� Q RE: ARGH. FOR I145ULATION REQMT'5 Lu I 111- FIN. FLR 1 III° d i TILT -UP PANEL (1) EA. 51DE OF JOINT I d a d RE: ELEY5. FOR REINF. ° x 0 x J NOTE: 4 T.O. FT6 = a a d RE: 1/53.1 FOR — - FOUNDATION q SECTION ° 11 I -oil a° = EMBED L 6 x 6 x I/2 x 0'-a" RE: ELEY5. ° d ° TILT -UP GONG. PANEL W/ (4) 1/2" � x I'-6" D.A.5. II RE: ELEY5. FOR REINF. #4 x 4'-0" ® 24" O.G. = IIII III- c" A 1" 150. JT. POUR BAGK GON5TRUGTION JOINT m N RE: ARGH. FOR 0 0 3 (2) #3 x -O THROUGH HOLES I II I 51ZE 4 REINF. OPTION -A - SF-GTION IN5ULATION REQMT 5 RE: PLAN DOWELS IN INSERT RE: 1/51.3 ° I � - d ° d 11I � �/ [L EXTERIOR GONGRETE RE: GIVIL 10 5EGTION 3/4" = 1'-O" d _ 3/4"(P x 4'-0"" A36 THREADED ROD ®4'-0"" O.G. NUT TYPE SLOTTED INSERT LIKE BURKE 1%41Y. MAINTAIN I'-6" MIN. FROM END OF PANEL NOTE: 5EE PLAN5 FOR EXTENTS OF DETAIL. RE: 1/53.1 FOR FOUNDATION STORE FRONT 1150. JOINT RE: ARCH. RE: ARCH. FOR INSULATION RE0MT'5 RE: PLAN 1/2" 150. JOINT 4 d d (2) #5 TOP #4 ® 12" O.G. _ d III #4 x L ® I6" O.G. ° 8" — T.O. FT6 ALT. HOOK DIR. RE: PLAN ° a a ° d —III III. RE: 5GHEULE FOR 51ZE 4 REINF. SECTION 3/4" = 1'-O" STORE FRONT, RE: ARCH 1/2" 150. JOINT EXT. GONG., RE: GIVIL T.O. FT6 RE: PLAN FT6 BEYOND RE: PLAN a° #4 x L ® I6" O.G. d d ° ALT. HOOK DIR. d d -74 d. .... i RE: PLAN 4 5GHED FOR FT6 51ZE 4 REINF. rb5ECTION PANEL EMBED RE: 1/53.1 4 5/53.2 IE 1/2x5xO'-6" 3/4" = 1'-0" IE 1/2 x 6 x 0'-8" H55 COLUMN, RE: PLAN I" EXP. JOINT 0 GONGRETE TO BE GONTINUOU5 POUR AWAY FROM GOLUMN RE: PLAN I �a Id OUT5IDE FAGS �I ° d. EMBED R 3/4 x 18 x I'-10" Lu W/ (q) #1 A706 YV/ 5TO HOOKS a u- w Q I SEGTION A -A 3/4" = 1'-O" OUT5IDE FAGE OF TILT -UP PANEL5 1/4 V5 R 1/2 1/4 EMBED IE 3/4 x Ib x I'-10" YV/ (a) #7 AlOb W/ 5TD HOOKS ❑A COLUMN, RE: PLAN ANGHOR ROD RE: PLAN BA5E PLATE RE: PLAN RE: PLAN 1/2" 150LATION JOINT z °x x �. d ° d T.O. FT6. <GLR. RE: PLAN -� d a • RE: 5GHEDULE FOR 00, 51ZE 4 REINF. SECTION 3/4" = 1'-0" RE: #4 x 4'-0" @ 12" O.G. ELEY5 DRILL 4 EPDXY EMBED 6" EXTERIOR GONGRETE d x 'O x zi° a ° a d d° ° T.O. FT6. RE: PLAN 8 d � a a d a - d ° —III I" lY m v RE. 5GHEDULE FOR 51ZE 4 REINF. SECT ION 3/4" = 1'-0" SLAB, RE: PLAN TILT -UP PANEL GONTRAGTOR5 OPTION TO OMIT 4 REPLAGE PORTION YV/ GA5T IN PLACE GONGRETE R I/2 x 5 x 0'-6" PANEL EMBED ANGLE OUT5IDE FAGE d d I � i I I 11 EMBED IE 1/2 x 14 x 1'-2" Lu W/ (4) 1/2"(P x I'-6" D.A.5. 11, Q A d. I 1/4 V 5 fE1/2x5x0'-6 1/4 � O T.O. FT6i RE: PLAN -- • sEcnar a -n IN51DE FADE OF TILT -UP PALS EMBED A q F- L b x b x 1/2 x 0'-9" � RE: I/53.1 a a a. ° d d a a a ° d.. II , ° I C(7 � ISE: 5GHEDULE FOR 51ZE 4 REINF. SECTION 3/4" = 1'-O" EMBED IE IE1/2x5x0'-6" EA. 510E OF JOINT IN51DE FAGS EMBED L 6 x 6 x 1/2 x O' -a" 51TEGA5T GONG.I� TILT -UP PANEL EMBED R 1/2 x 14 x 1'-2" YV/ (4) 1/2" 4b x I'-6" D.A.5. 5" 2" OUT5IDE FAGE 1/4 5EGTION B -B 1'-2" D.A.5. F— EMBED L b x b x 1/2 x O-qlI A A 1 RE: 1/53.1 � Co u]�O T.O. FTG. cz RE: PLAN = „& d ° ° 4 d 4 ° a ° d ° B B ° d d i v RE: 5GHEDULE FOR N 51ZE 4 REINF. a SECTION 3/4" = 1'-O" OUT5IDE FAGE OF TILT -UP PANEL5 1/4 V5 R 1/2 1/4 EMBED IE 3/4 x Ib x I'-10" YV/ (a) #7 AlOb W/ 5TD HOOKS ❑A COLUMN, RE: PLAN ANGHOR ROD RE: PLAN BA5E PLATE RE: PLAN RE: PLAN 1/2" 150LATION JOINT z °x x �. d ° d T.O. FT6. <GLR. RE: PLAN -� d a • RE: 5GHEDULE FOR 00, 51ZE 4 REINF. SECTION 3/4" = 1'-0" RE: #4 x 4'-0" @ 12" O.G. ELEY5 DRILL 4 EPDXY EMBED 6" EXTERIOR GONGRETE d x 'O x zi° a ° a d d° ° T.O. FT6. RE: PLAN 8 d � a a d a - d ° —III I" lY m v RE. 5GHEDULE FOR 51ZE 4 REINF. SECT ION 3/4" = 1'-0" SLAB, RE: PLAN TILT -UP PANEL GONTRAGTOR5 OPTION TO OMIT 4 REPLAGE PORTION YV/ GA5T IN PLACE GONGRETE R I/2 x 5 x 0'-6" PANEL EMBED ANGLE OUT5IDE FAGE d d I � i I I 11 EMBED IE 1/2 x 14 x 1'-2" Lu W/ (4) 1/2"(P x I'-6" D.A.5. 11, Q A d. I 1/4 V 5 fE1/2x5x0'-6 1/4 � O T.O. FT6i RE: PLAN -- • sEcnar a -n IN51DE FADE OF TILT -UP PALS EMBED A q F- L b x b x 1/2 x 0'-9" � RE: I/53.1 a a a. ° d d a a a ° d.. II , ° I C(7 � ISE: 5GHEDULE FOR 51ZE 4 REINF. SECTION 3/4" = 1'-O" EMBED IE IE1/2x5x0'-6" EA. 510E OF JOINT IN51DE FAGS EMBED L 6 x 6 x 1/2 x O' -a" 51TEGA5T GONG.I� TILT -UP PANEL EMBED R 1/2 x 14 x 1'-2" YV/ (4) 1/2" 4b x I'-6" D.A.5. 5" 2" OUT5IDE FAGE 1/4 5EGTION B -B 1'-2" D.A.5. 3/4" = 1'-O" Ln ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 Lnx (303) 274-0808 PEAK PROJECT No. 20-185.00 elf, Pbbolt Assoc' Id, f 0 i; c ��O,/ng I-' 5EGTION A -A H m 0 RE: � Co u]�O ELEY5. a 3�w B B 51TEGA5T GONGRETE o TILT -UP PANEL5 0 N O a 1" 150. JT. O� Q RE: ARGH. FOR I145ULATION REQMT'5 Lu A FIN. FLR (2) IE 1/2 x 5 x O'-6" I RE: PLAN (1) EA. 51DE OF JOINT I d a - ° x 0 x J 4 T.O. FT6 = a a d RE: PLAN — - a ° I a° = EMBED L 6 x 6 x I/2 x 0'-a" ° d ° EMBED R 1/2 x 14 x I'-2" W/ (4) 1/2" � x I'-6" D.A.5. II .Q4 d 11_211 = IIII III- c" A m N RE: 5GHEDULE FOR 0 0 51ZE 4 REINF. OPTION -A - SF-GTION 3/4" = 1'-O" Ln ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 Lnx (303) 274-0808 PEAK PROJECT No. 20-185.00 elf, Pbbolt Assoc' Id, f 0 i; c ��O,/ng 10%, 0 L Vo°°000000/°A°Cy°0�Oo � �0�� 00 0 49563 0 0 00'- ��'000 - 00 000 _ �sO� 00000000,(`_�� �7s ONAI.G4�v ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS 002.16.21 PERMIT RESUB FOUNDATION DETAILS S3.1 I-' M H m 0 N � Co u]�O 3�w po o N O O� Q Lu �Qd�"'3 10%, 0 L Vo°°000000/°A°Cy°0�Oo � �0�� 00 0 49563 0 0 00'- ��'000 - 00 000 _ �sO� 00000000,(`_�� �7s ONAI.G4�v ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS 002.16.21 PERMIT RESUB FOUNDATION DETAILS S3.1 tn o� s U H O O 16 m X O O N 0 106 o� o� m U O } c3 } N E U O Cf L o� N LL 0 0 V O } s a N C6 m N O N 00 m } O N A V) LO 00 o � N Q / t 1-1 m o� O � N 0 toN x L ¢ o LO ::E co co O O N 0`L_ N -a O o N U C3 N J O L d VERIFY 5LOPE T.O. GONG. SLAB I/2" FROM EXTERIOR FACE OF O.H. DOOR TO FAGS OF BUILDING 1/2" 150. JOINT #4 ® 12" O.G. EAGH WAY #4 x GONT. TIE TO D.A.5. ° d d d ° I - 2._6.. #4 x® 12" O.G. NF TILT—UP GONG. WALL PANEL L4x4x I/4 YV/ 1/2" � x I'-6" D.A.5. RE: 1/5E3�110FOR ® 6" O.G. FOUNDN 4" 4" 2" L 3 x 3 x 1/4GONT. 11 YV/ 1/2"0 x 6" H.A.5. ® 12" O.G., (3) 51DE5 1r d ° d #4 x ® I6" O.G. 2'-6" CANTRAGTOR TO VERIFY ALL DIhEN510N5 TO FIT DOGK LEVELER SUPPLIED 1 SECTION 3/4" = 1'-0" 3" PANS. EMBED ANGLE OUTSIDE FADE OF 51TE- GA5T LANG. TILT -IP PANELS I I � EMBED L 8 x 6 x I/2 x I'-0" I I I I I I I I R 1/2x6x0'-8" RE: PLAN FOR SLAB REINF. • ,• x x x 4 d ° L7;4�#4 CONT. d ° (2) #5 T 4 B Z11 d -III III #4 x 4'-0" ® 24" O.G. POUR BAGK GON5TRUGTION JOINT DOWELS RE: PLAN RE: 1/51.3 IL — — — — — — — — — — — — — — — IN51DE FAGS EMBED L S x 6 x 1/2 x 1'-0" (L.L.V) TYP /I6 TYPr 3 51DE5 TYP. 5/16 R 1/2 x 6 x 0'-8" EA. END OF PANEL 10" 10" GONN. GONN. OUT5IDE FACE SECTION B -B q OF FT6 EMBED R 1/2x6x0'-8" EMBED R 3/4 x 14 x 1'-2" 5EE BELOW FOR ANGHORIN6 DETAIL5 51TEGA5T GONGRETE TILT -UP PANEL5 RE: ELEV5 FOR REINF. FIN. FLR I" 150 JOINT RE: PLAN 4 (6) #6 A106 VERT. 1/2" 150 JOINT T.O. EXT. GONG. RE: CIVIL 1/4 V L 3 x 2 x 1/4 x 0'-10" L.L.V. (1) EAGH 51DE EMBED R 1/2 x 15 x I'-6" W/ (6) 5/8%t, x 10" H.A.5. AT 2-0" O.G. MAX. 2" 4" 4" " Ill .0, 1111 PANEL EMBED CHANNEL 2'_4" 4" #6 x 4" CHANNEL GSxI I S x 1'-0" #4 ® I&" O.G. E.F. RE: ELEV. FOR REINF. 1/2" 150 JOINT GHANNEL EMBED GSxII.5 x 1'-0" ® 2'-0" O.G. MAX. INSTALL ADJAGENT TO EAGH END OF OPENINGS T.O. EXT. GONG. RE: CIVIL a a RE: PLAN <a ° d Q d ° — •Cl d d • i • d n= G/IJi=t'1 r—/"%n 5EGTION 3/4" = 1'-O" 5GREEN WALL � EMBEDS CHANNEL EhBED RE: I/532 EMBED R RE: 1/53.2 5GREEN WALL FT6. T 7, 5EGTION 3/4" = 1'-O" 51ZE 4 REINF. ° d a ° d . d ° d °d III III ° M i 5/16 4 n 4 5/16 m 0 d - a 0c) u]�O = cL d �I °. T.O. FT6 ° d RE: PLAN ` i = 00 T.O. FT6 ^ o ° ° a.,.;,;..:.: :... N a RE PLA _ = o ° d EMBED L8x6x1/2x ° Q d d ° d a. �4 EMBED R3/4 x 14 x l �_ d ° Q TYP. �1/I6 -� 1 ° ° A d ° c EMBED R 3/4 x 14 x 1'-2" 5EE BELOW FOR---------------------- I- q FOOTING ANGHORIN6 DETAIL5 — _--dj m • A EMBED RE: 5GHED. FOR m d 5ECTION A -A V 51ZE 4 REINF. 5E:GTION 3. 3/411 = II -011 (6) #6 A106 VERT. 1/2" 150 JOINT T.O. EXT. GONG. RE: CIVIL 1/4 V L 3 x 2 x 1/4 x 0'-10" L.L.V. (1) EAGH 51DE EMBED R 1/2 x 15 x I'-6" W/ (6) 5/8%t, x 10" H.A.5. AT 2-0" O.G. MAX. 2" 4" 4" " Ill .0, 1111 PANEL EMBED CHANNEL 2'_4" 4" #6 x 4" CHANNEL GSxI I S x 1'-0" #4 ® I&" O.G. E.F. RE: ELEV. FOR REINF. 1/2" 150 JOINT GHANNEL EMBED GSxII.5 x 1'-0" ® 2'-0" O.G. MAX. INSTALL ADJAGENT TO EAGH END OF OPENINGS T.O. EXT. GONG. RE: CIVIL a a RE: PLAN <a ° d Q d ° — •Cl d d • i • d n= G/IJi=t'1 r—/"%n 5EGTION 3/4" = 1'-O" 5GREEN WALL � EMBEDS CHANNEL EhBED RE: I/532 EMBED R RE: 1/53.2 5GREEN WALL FT6. T 7, 5EGTION 3/4" = 1'-O" 51ZE 4 REINF. ° d a ° d . d ° d °d III III 3/I6 BLDG PANEL DO NOT GONNEGT 5GREEN WALL PANEL TO BLDG PANEL BLDG. FT6. z 0 m 150LATE 5GREEN WALL FT6. FROM BLDG. FT6. W/ MIN. 1/2" R161D INSULATION. DO NOT RUN FT6. REINF. THROUGH JOINT U W I� u h-�-I i L0 J ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 ra�e5 pbbott,gss o�. Q CAA 100 eijQ,/ng D\ J�S� ° M i H m 0 N a 0c) u]�O °. d opo ° N O a. O� Q ° a. d I- ° I- ° 3/I6 BLDG PANEL DO NOT GONNEGT 5GREEN WALL PANEL TO BLDG PANEL BLDG. FT6. z 0 m 150LATE 5GREEN WALL FT6. FROM BLDG. FT6. W/ MIN. 1/2" R161D INSULATION. DO NOT RUN FT6. REINF. THROUGH JOINT U W I� u h-�-I i L0 J ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 ra�e5 pbbott,gss o�. Q CAA 100 eijQ,/ng D\ J�S� gv-�D0 u °000000c°°A 0�0 o°A, F0 411 O ° �- 0V.I 0 0 0 49563 0 0 0 11O o°° °°o "I �_A0; °0000°°O,(`��� �7 ONAI-iide ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS FOUNDATION DETAILS S3.2 I-' M H m 0 N � 0c) u]�O 3�w opo N O O� Q Lu gv-�D0 u °000000c°°A 0�0 o°A, F0 411 O ° �- 0V.I 0 0 0 49563 0 0 0 11O o°° °°o "I �_A0; °0000°°O,(`��� �7 ONAI-iide ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS FOUNDATION DETAILS S3.2 tn o� s U H O O 16 m X O O N 0 o� o� m U O } c� } o� U O 0 L N ILL a 0 v O } s r\ N m 1-1 N O N co \ m } O c3 LO 00 1-1 o E N 0- 1--- / t m o� O 1-1 N O toN X L Q0 L0 0000 1-1 O O N / - O �+_- N -a O o N U C3 N J O L d BR6. PAD TO J015T 61RDER 5TL. J015T 611 PROVIDE 6" HOLE FOR BG GAP fE 4 E301 BEARIN6 PAL q.. 3.. SLIDE BEARIN6 NOTE: NON -SLIDE BEARIN6 CONDITION NOT 5HOWN FOR GLARITY SECTION 3/4" = 1'-O" STEL BEAM �I RE: PLAN 4 I/4 R 1/4x4x0' GHANNEL TYP. GHANNEL 5PLIGE IR6. PAD 0 GAP fE 12 x 12 x 1'-0" BR6. PAD V/ TEFLON GOATIN6 OR iTAINLE55 5TEEL V/ MIRROR FIN15H 12 x 12 x 1'-2 1/2" BR6. PAD V/ TEFLON GOATIN6 x 14 GAP R $/4" STIFFENER R TYP JOIST RE: PLAN _ 'fl'P. DECK ANGLE RE: 1/54.1 4 I/4 � GHANNEL, RE: PLAN I II II I D D o 5PLIGE fE I/2 x I I/2 x 0'-10" D L b x 4 BEAM GONN. IN RE: 11/54.3 - TILT -UP PANEL `V (4) #7 A706 x 4'-6" ® b" EAGH LE6 (8 TOTAL) SECTION 3/4" = 1'-O" 2 ]4 2 COPE FLANGE OF / UAKIKI:=1 ca i=d InIr-T WELD DEGK TO GHANNEL AT b" O.G., TVP. RE: ELEVS RE: A ELEVS. TILT -UP PANEL RE: ELEVS. ''I'l""I'll""I'llIll'"'I'll'',,,������������� I: FOR REINF. 8" x 5" x I' -q" 1/2' J015T POGKET J015T BR6. RE: PLAN R 3/8 x 5 x I'-6" W/ (2) LONG 5LOTTED HOLES 4" A 3" 1'-0" 11 #4 GONT NOTE: WHERE J015T BEAR5 NEAR PANEL JOINT, PROVIDE 1'-0" LONG POCKET IN BOTH PANEL5 W/ L 5 x 5 x 3/8 x 1'-0" BEARIN6 ANGLE W/ (2) 1/2" x 1'-0" D.A.5. 4 (2) 3/4"(P STUD BOLT5 WELD EA. 51DE SECTION 3/4" = 1'-0" ❑A 5TEEL DEG EXPAN5101S J015T5 RE: PLAN 8 SECT ION 54.1 3/4" = I' -O" L 3 x 3 x 1/4 x CONT. 3" 3" 6" L311,311 RE: 1/54.1 00 00 00 NOTE: 10. ® K-5ERIE5 5=1/811; L=1" I III IF 11 5 L ® LH-5ERIE5 5=1/4"; L=2" LII I I I IJ II II II II II II 3/16 2 5TEEL DEGK u u u RE: PLAN SECTION A -A L 5 x 5 x 3/8 x I' -q" W/ (3) 1/2"0 x 1'-0" D.A.5. J015T GIRDER 4 (2) 3/4"0 STUD BOLTS RE: PLAN WELD EA. 51DE 11/2" q.. q., 11/2" 0 0 0 TEFLON SLIDE BEARING SYSTEM b"SLOilED HOLE- 5TEEL ROOF DECK Ix14xGAP R W/ (2) 3/4"0 BOLTS TO EAGH J015T GIRDER J015T SUPPLIER: MAINTAIN 5UFFIGIENT GLEARANGE TO ALLOW EXPAN51ON JOINT TO GL05E WITHOUT HAVIN6 THE WEB MEMBER HIT THE GAP IE. 5TABILIZER R 3/4 x b WELD TO GOLUMN DO NOT WELD J015T 61RDER TO fE q SECTION 3/4" = 1'-O" 3" EXP. JOINT 3" _ 1/2" Gid RE: ARGH FOR JOINT GLO5URE5 FA5TEN TO 5TEEL DEGK ON ONE 51DE ONLY SHIM A5 REQ'D 11 I 3/4" 5TIFFENER PLATE J015T GIRDER RE: PLAN GOLUMN RE: PLAN BOLT J015T TO J015T 61RDER5 AT GOL. ONLY PER 5TD. PRAGTIGE 3/4" GAP R W/ (2) 3/4"(P BOLT5 TO EA. J015T 61RDER 5TABILIZER R R "T"x6x0'-6" ("T" = 3/4 FOR "LH" J015T5 AND 1/2 FOR "K" J015T5) W/ 13/16"0 HOLE - WELD TO GOL. DO NOT WELD J015T TO PLATE J015T GIRDER RE: PLAN RE: PLAN SECTION 3/4" = 1'-0" NOTE: ® K-5ERIE5 5=1/8"; L=2" ® LH-5ERIE5 5=1/411; L=2" J015T 61RDER RE: PLAN SECTION 3/4" = 1'-O" TIE AN6LE5 J015T SECTION A -A NOTE: ® K-5ERIE5 5=1/8"; L=2" ® LH-5ERIE5 5=1/4"; L=2" 3/16 J015T 61RDER RE: PLAN SECTION 3/4" = 1'-O" 1 1/2" TVP. STEL DECK RE: PLAN RE: PLAN JOIST RE: PLAN H55 GOLUMN RE: PLAN 5TABILIZER R R3/4xbxO'-6" WELD TO H55 GOL. DO NOT WELD J015T GIRDER TO R HOLD END OF J015T 1/4" BACK FROM q OF 61RDER 5TEEL DEGK RE: PLAN BOTTOM GHORD BRAGE BY J015T 5UPPLIER TIE AN6LE5 J015T SECTION A -A (ALT) HOLD END OF J015T 1/4" BAGK FROM q OF GIRDER 3/16 4 -jIL2x2x3/16x0'-10"TIE EAGH 511 11 RE: PLAN FOR LOGATION5 �I5TEEL DEGK RE: PLAN BOTTOM GHORD BRAGE BY J015T SUPPLIER EA. END I/4 0 RE: ELEVS RE: ELEVS. TILT -UP PAIL RE: ELEVS. FOR REINF. 5" D x I'-0' W 1/2' JOIST POCKET J015T BR6 = RE: PLAN EA. SIDE I/4 4 101` `LIGE NOTE: AT LOGATION5 WHERE (1) LE6 OF EDGE ANGLE HA5 BEEN GUT FOR 5LOPIN6 DECK, U5E (1) PLATE AGR055 GUT. 5EE BELOW FOR PLATE 51ZE AND WELDIN6 REGUIREMENT5. R 3/8 x 13/4 x 0'-10" L3x3x1/4 5PLIGE A5 5HOWN ABOVE NOTE: ® K-5ERIE5 5 L 5=1/8" " ; L=2 ® LH-5ERIE5 5=1/411; L=2" 3/162 11 STEEL DEGK: PLAN IRE: PLAN ° 5TEEL FABRIGATOR: PROVIDE 5HEET METAL POCKET FORM TACK WELDED TO EMBED ° d AN6LE a #4 GONT NOTE: ( L 5 x 5 x 3/8 x 1'-0" WHERE J015T BEARS NEAR PANEL JOINT, W/ (2) 1/2"(P x 1'-0" D.A.5. PROVIDE b" LON6 POCKET IN BOTH PANEL5 W/ L 5 x 5 x 3/8 x O'-6" BEARIN6 AN6LE 1 1/2" 1 1/2" W/ (2) 1/2" x 1'-0" D.A.5. 0 0 5E:GTION �41 3/4" = 1'-0" 3 RE: 54.1 ELEV5 STEEL FABRIGATOR: PROVIDE 5HEET METAL 4.. POCKET FORM TACK WELDED TO EMBED ANGLE / I" O PLATE TO EMBED 1/4 L 5 x 5 x 1/2 x I'-3" W/ (3) 1/2"0 x I' -b" D.A.5. AND (4) 3/4"o x O'-6" HA.5. 0 1 0 0 0 31/2 -4" 4" 1,_ ri- 3 1/211 R3/bx8x0'-8" W/ (4) 1/2"0 x 5 H.A.5. �r EMBED R. 3/8 x 10 x 0'-10" W/ (4) 1/2"(P x 5" HA.5. EMBED5 ® 4'-0" O.G. 11/2" 7" 11/2" SECTION 3/4" = 1'-O" 1� a SECTION 3/4" = 1'-0" 1/4 TILT -UP PANEL RE: ELEV5 FOR REINF. 5TEEL DEGK RE: PLAN J015T RE: PLAN 3/4"(P WELDED STUD BOLTS EA. 510E. DO NOT WELD JOIST 61ROM TO PLATE STEEL DEGK, RE: PLAN R 1/2 x I x 1'-1" W/ (2) 1/2" STIFF. IE'S (3" EAGH) WELD TO ANGLE AND 5TIFFENER PLATE RE: PLAN J015T GIRDER RE: PLAN 5TABILIZER R. 3/4" x 6 x O'-6" WELD TO EMBED PLATE DO NOT WELD J015T GIRDER TO PLATE TILT -UP PANEL RE: ELEVS. FOR REINF. 3116 4 TYPIGAL AWL.E 5PLIGE L 5 x 5 x 1/4 GONT. HORIZ. BRIDGING - ANGHOR TO WALL W/ MANUFAGTURER'5 5TANDARD AN6LE ORL2x2x3/16x0'-6" W/ (2) 1/2"0 HILTI KWIK BOLT TZ x 3" EMBED W I� u P4 i u ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 e5 pbbott Ass Ural oc'��'r CAA o /ng gv-�D0 L °°0000° °00!m6N° A ° 00 00 0 49563 0 °0 On�O o000)000000000 000A&A ONAI. ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION =AGH AN6LE 5PLIGE5 ISSUE / REVISIONS 002.16.21 PERMIT RESUB FRAMING DETAILS S4.1 I—' co H m 0 N � 00 u]�O 3�w opo N O O� Q W gv-�D0 L °°0000° °00!m6N° A ° 00 00 0 49563 0 °0 On�O o000)000000000 000A&A ONAI. ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION =AGH AN6LE 5PLIGE5 ISSUE / REVISIONS 002.16.21 PERMIT RESUB FRAMING DETAILS S4.1 TILT -UP WALL PANEL H55, RE: PLAN PROVIDE 1/411GAP R AT END OF H55 L4x4x5/16x1'-&" YV/ (3) 3/4%bi THREADf DRILL AND EPDXY 4 YV/ HILTI HY 200 EPO 5AFE 5ET 5Y5TEM tn o� s U H O O 16 m X O O N 0 o� o� v m U O } c� } o� U O L N LL 0 O } s a m C6 m N O N 00 m } O N i LO co O E N 0 tn o� O rZ' N O .LnN X ¢ N Lid LL 00\0 1-1O N O�L_ N -0 O o N U C3 N J O L d SECTION 3/4" = I' -O" m� I/4 � STEEL DEGK RE: PLAN DEGK BR6 RE: PLAN L 3 x 3 x 5/16 x GONT. H55, RE: PLAN 5EGTION A -A 'R PLAN 601 AT H5� TYf H5� SECTION 3/4" = 1'-0" RE: ELEVS. SECTION 3/4" = 1'-O" 41/2, f 1/4" GAP R H%, RE: PLAN i 5EGTION A -A 'yA #5 BENT BAR o m 'o ,yA (2) #5 x m 'o 11 BEND ONLY 100 MAX TO MAINTAIN GONG. COVER NOTE: BOTH TUBES SHALL BE GUT TO MATGH SLOPE OF PANEL n 4 1/2" 3 3/4" 4 1/4" 3/16 211 EMBED LSx4x5/16x2'-4" (LSx4x5/Ibx I' -S"® 51M) .. RE: PLAN H55 COLUMN, RE: PLAN - ' A A I ��j 117-74-1 - BENT R5/16x4x4x0'-5" ORL4x4x5/16 TOPS I/4 2 BOTT. I/2" BENT R 5/16 x 4 x 4 x O'-7 5" I I/2° " , L= ORL4x4x5/I6 _ ° ° 3/ 3/16 DR3/Sxbx2'-0" ° ° (6) 5/8"0 x 5" H.A.5. 5 5F-GTION L 3 x 3 x 1/4x0'-5" L 4 x 4 x 5/16 x 0'-1" TILT -UP PANEL b" - 16 6A. TRAGK FASTEN TO GONG. W/ (2) P.A.F. ® 12" O.G. FASTEN TO HEADER W/ (2) #10 TEK 5GREW5 AT 12" O.G. RE: ARCH WELD H55 GIRT BEYOND TO 5PANDREL PANEL EMBED (RE: x/54.2) SECTION 3/4" = 1'-O" I� '-4", TYP. L2x2x1/4 DEGK E06E ANGLE RE: PLAN FOR SLOPE RE: PLAN SECTION 3/4" = 1'-0" TILT -UP WALL PANEL RE' PLAN ° H55, RE: PLAN PROVIDE 1/411GAP R AT END OF H55 0 L4x4x5/16x I'-8" W/ (3) 3/4"0 THREADED R005 ° DRILL AND EPDXY 41/2" MIN INTO GONG. IN/ HILTI HY 200 EPDXY 0) 3/4" HILTI KWIK TZ ANGHOR5 ® GONTRAGTOR5 OPTION) :yI 1 3/16 v 2-12 5TEEL DEGK, RE: PLAN H55 BEAM, RE: PLAN SGTION 3/4" = 1'-O" x 2'-0" SECTION 3/4" = 1'-0" STOREFRONT, RE: ARCH TYP 3/16 3/16 2-12 RE: PLAN L 3 x 3 x I/4 f 5TEEL DEGK, ;"PL�,_, RE: PLAN I J "" EREGTION GLIP5 A5 REQ'D oH55, RE: PLAN RE: 1/54.2 FOR 5TU05/GONNEGTION b 1/4" SECTION 3/4" = 1'-0" 5/16 SECTION 3/4" = 1'-O" Hss coumm RE: PLAN TYP. H55 TO H55 > I/4 H55 BEAM, RE: PLAN SECTION 3/4" = 1'-O" STOREFRONT, RE: ARGH DEGK PER PLAN TYP H55 TO H55 >I/8 _<H55 BEAM TOGOLUMN HSS, RE: PLAN H55 BEAM, RE: 4/542 FOR GONNEGTION RE: 1/542 FOR 5TUD5/CANNEGTION RE: PLAN RE: PLAN GRIND YIELD SMOOTH 6RIND WELD SMOOTH RE: PLAN RE: 3/54.2 FOR BEAM TO GOLUMN GONNEGTION H55, RE: PLAN SHOP FABRIGATE AND FIELD INSTALL TUBE GRIND WELD SMOOTH LIJ ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 e5 pbbott Assoc' \ d6iP f C44A 9v I—' M STOREFRONT, RE: ARCH H m 0 N H55, RE: PLAN 00 RE: PLAN TYP H55 TO H55 I/8 X x po P%4" J EREGTION GLIP5 A5 REQ'D 21 N O xx H55, RE: PLAN Q CL Q 0 6005162-54 5TUD5 ® 12" O.G. �Qd�"'3 YV/ 5TIFFGLIP GL600-68 ATTAGH TO BEAM WITH (2) 0.151"41) HILTI X -U FA5TENER5, TYP. SECTION 3/4" = 1'-0" STOREFRONT, RE: ARCH TYP 3/16 3/16 2-12 RE: PLAN L 3 x 3 x I/4 f 5TEEL DEGK, ;"PL�,_, RE: PLAN I J "" EREGTION GLIP5 A5 REQ'D oH55, RE: PLAN RE: 1/54.2 FOR 5TU05/GONNEGTION b 1/4" SECTION 3/4" = 1'-0" 5/16 SECTION 3/4" = 1'-O" Hss coumm RE: PLAN TYP. H55 TO H55 > I/4 H55 BEAM, RE: PLAN SECTION 3/4" = 1'-O" STOREFRONT, RE: ARGH DEGK PER PLAN TYP H55 TO H55 >I/8 _<H55 BEAM TOGOLUMN HSS, RE: PLAN H55 BEAM, RE: 4/542 FOR GONNEGTION RE: 1/542 FOR 5TUD5/CANNEGTION RE: PLAN RE: PLAN GRIND YIELD SMOOTH 6RIND WELD SMOOTH RE: PLAN RE: 3/54.2 FOR BEAM TO GOLUMN GONNEGTION H55, RE: PLAN SHOP FABRIGATE AND FIELD INSTALL TUBE GRIND WELD SMOOTH LIJ ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 e5 pbbott Assoc' \ d6iP f C44A 9v pp0 L 0�°°°0000°I°�00 0° A F0�o�ryy�0 °0/ �- 00 0°0 0 49563 0 0 0 ,0�X00 0°P °°`(`V ONAI. iideV ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS FRAMING DETAILS S4.2 I—' M H m 0 N � 00 u]�O 3�w po P%4" N O O� Q >< Lu �Qd�"'3 pp0 L 0�°°°0000°I°�00 0° A F0�o�ryy�0 °0/ �- 00 0°0 0 49563 0 0 0 ,0�X00 0°P °°`(`V ONAI. iideV ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS FRAMING DETAILS S4.2 to N s U H O O 16 m X O O 4 N 0 106 o� o� ¢ m U O } } M U O 0 L o� N LL a V O } i Z s LO m C6 m N O N co m } O c3 m LO 00 1-1O N Q t m o� O � N 0 toN X L ¢ o Lid co o O N O N 'a O o N U C3 N J O L d A❑ R 5/8 x 6 x I'-10" 3/4" GAP R RE: PLAN STEEL DEGK RE: PLAN RE: PLAN BEAM, RE: PLAN TYP. SHEAR CONN. BY FABRIGATOR SECTION 3/4" = 1'-0" SECTION 3/4" = I' -O" 5 ]6 5A6 g BEAM, RE: PLAN TYP. SHEAR CONN. BY FABRIGATOR COLUMN, RE: PLAN TILT -UP PANEL, RETURN LE6 STEEL DECK, RE: PLAN BEAM, RE: PLAN B.O. DEGK m RE: PLAN BY SECTION 3/4" = 1'-0" BE RE J01 (NC SECTION 3/4" = 1'-0" 13.8 b 1/4" BEAM, RE: PLAN H55 5 x5 61RT COLUMN, RE: PLAN 543 51M. GONT. UP TO PARAPET AT STOREFRONT It RE: 5/54.3 GAULT JOINT '�'u ce- O.H. (RE: 5/54.2 51M < FOR GONN. @ LOWER 61RT5) } sk p 4 a. I SECTION 3/4" = 1'-O" 2 5 2 5/16 2" GAP PLATE .AM, RE: PLAN 5/16 rP. 5HEAR CONN. t' FABRIGATOR 3 x 3 x 1/4 x 0-10" EDGE ANGLE 1DED TO GOLUMN SECTION 3/4" = 1'-0" #5 ® b" O.G. VERTIGAL ANGLE, RE: PLAN �.3 N :APET )NT OGGUR5) TILT -UP PANEL RE: ELEV5 FOR REINF. R 1/2 x 5 x 1'-6" L 5 x 5 x 3/8 x I'-0" W/ (2) 1/2" STIFF. f'_'5 5TEEL DEGK, RE: PLAN 5/Ib JO15T, RE: PLAN RE: 1/54.1 H55 GOLUMN, RE: PLAN GAP R 3/S x 1'-0" H55 61RT, RE: ELEV L 4 x 4 x 1/4x0'-6"---\ 16 6A. GONT. FLAT R BELOW TRAGK (BY DEGK MFR) OVERLAP 1^I/ ROOF DEGK E06E AND FASTEN W/ (2) #12 TEK 5GREW5 ® 12" STOREFRONT, RE: ARGH NOTE: ® K-5ERIE5 5= ; L=2" ..5.. ..L.. ® LH-5ERIE5 5=1/4"; L=2" 3/16 v 2- H55 GIRT, RE: ELEV L 4 x 4 x 1/4x0'-6" L 6 x 4 x 5/16 x 0'-4 K'4� SECTION TRAGK TO H55 GOL. I/8 8 1/411 600T 125 -bb CONT. TOP TRAGK RE: ELEV. RE: 3/54.1 STEEL DEGK RE: PLAN RE; PLAN 3/4" = 1'-0" GAP R 3/8 x I'-0" H55 GIRT, RE: ELEV L 4 x 4 x 1/4x0'-6"� NOTE: K-5ERIE5 5=1/811; L=2" ..5.. ..L.. ® LH-5ERIE5 5=1/411; L=2" STOREFRONT, RE: ARGH H55 GIRT, R RE: 4/54.3 — J015T, RE: PLAN — Gbxb.2 BETWEEN J015T5 — BEAM, RE: PLAN H55 COLUMN, RE: PLAN (GONT. UP TO PARAPET WHERE STOREFRONT OGGUR5) ANGLE TO H55 GOL., TYP. H55 GOL. TO TRAGK I/8 8 I/4" 14 6A. CONT. TOP TRACK RE: ELEV. 6005200-68 5TUD5 ® I6" O.G. STEEL DEGK RE: PLAN e6 RE: PLAN SECTION 3/4" = 1'-O" Ib 6A. GONT. FLAT R BELOW TRAGK (BY DEGK MFR) OVERLAP W/ ROOF DEGK AND FASTEN W/ (2) #12 TEK 5GREW5 ® 12" BEAM, RE: PLAN H55 COLUMN, RE: PLAN (CONT. UP TO PARAPET WHERE STOREFRONT OGGUR5) ANGLE TO H55 A❑ SECTION 3/4" = 1'-0" RE: ELEV5 RE: ELEVS. TILT -UP PANEL RE: ELEVS. FOR REINF. J015T BR6. RE: PLAN CV R 3/8 x 16 x 1'-4" EDGE OF W/ (Q) 1/2"(P x 5" H.A.5. PANEL 2" MIN. CV 71 2" 6" 6" 2" K7 "�*N SECTION 4.3 3/4" = I' -O" NOTE: DEGK AND J015T NOT 5HOWN FOR CLARITY, RE: 3/54.1 ° a BEAM, RE: PLAN SHEAR GONNEGTION a BY FABRIGATOR A 0 - •8.2 BETWEEN J015T5 1/54.1 BEARING :KET DETAIL 5 tNNEL, RE: PLAN R 1/4" 510E OF BEAM 5/8" 3/4110 BOLT5 n RE: 1/54.1 FOR BEARING POCKET DETAIL5 TILT -UP PANEL SECTION 3/4" = 1'-O" SECTION X. AN TILT -UP PANEL ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champa st. #200 ■ denver'co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 pbott qss 0 vra� cdf°s CAA �4�1 �iflg©i W010000000 VOo�o°°° A °�°°o° �� o , O -f 0 0 0 0 49563 0 0 0 0 0 'O�O o°°°O 00000000000 ON , 00000°_�t� �7 ONAI.� ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD- NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX QISSUE 12.11.20 PROGRESS NOTE: 01.06.21 PERMIT Gbx8.2 BETWEEN JOISTS ® LH-5ERIE5 03.09.21 FOR CONSTRUCTION ..5.. ..L.. 5=1/411; L=2" ® LH-5ERIE5 5=1/4"; L=2" 3/16 2-12 r1 r1 r1 r1 r1 r1 r1 r1 ISSUE / REVISIONS 3/4" = 1'-0" CHANNEL, RE: PLAN BEAM, RE: PLAN J015T, RE: PLAN — 002.16.21 PERMIT RESUB FRAMING DETAILS S4.3 I-' M H m 0 N � 00 u]�O 3�w opo N O O� Q Lu W010000000 VOo�o°°° A °�°°o° �� o , O -f 0 0 0 0 49563 0 0 0 0 0 'O�O o°°°O 00000000000 ON , 00000°_�t� �7 ONAI.� ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD- NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX QISSUE 12.11.20 PROGRESS NOTE: 01.06.21 PERMIT Gbx8.2 BETWEEN JOISTS ® LH-5ERIE5 03.09.21 FOR CONSTRUCTION ..5.. ..L.. 5=1/411; L=2" ® LH-5ERIE5 5=1/4"; L=2" 3/16 2-12 r1 r1 r1 r1 r1 r1 r1 r1 ISSUE / REVISIONS 3/4" = 1'-0" CHANNEL, RE: PLAN BEAM, RE: PLAN J015T, RE: PLAN — 002.16.21 PERMIT RESUB FRAMING DETAILS S4.3 / ILbx4 EA. 51DE OF JOINT 2" RETURN T 4 B 1/4 IS GONTRAGTOR NOTE: REGE55 EMBED ANGLE INTO THIGKER PANEL WHERE ADJAGENT PANELS ARE OF UNEQUAL THIGKNE55. R1/2 GONGRETE PANEL JOINT 1/41\-3 GAULK VERTIGAL PANEL JOINTS SECTION N.T.5. 1-1 tn o� s U H O O 16 m X O O N o� o� v m U O } Cf } U O 0 L o� o� a V O } s m Iri m 1-4 N O N 00 m 3 16 V) L s } LO 00 o � N N } m tn o� O � N 0 to N X L co o I N O`}- N -a O o N U C3 N J O L d r 3" TYP. I . R 1/2 x 6 x I'-8" IMCdnl- 1=a/'-1= 1 L6x4x3/8x2'-0" W/ (6) #'1 HORIZONTAL 4" TYP. 0 TIES 5EGTION A -A #3 TIE5 ® 8" O.G. FOR 2'-0" DEPTH BELOW BR6 OUT5IDE FACE INSIDE FAGS PANEL )M OF PANEL LEY. EMBED L 6 x 6 x 1/2 RE: 1/53.1 RE: PANEL REINF. FOR JAMB REINF. SPANDREL BEARING DETAIL AT CORNER N.T.5. L5x3x5/16x0'-8" L3x3x3/16x0'-8" #4 A106 BENT BAR #4 A106 BENT BAR ED6E OF 51TE EDGE OF 51TE GA5T PANEL I GA5T PANEL AT TALLER PANEL AT 5HORTER PANEL OR SAME HE16HT PANELS TILT -UP PANEL 3/16 3 R 3/16 x 4 x O'-6" SUPPLY GONN. 1'-0" BELOW IN51DE FAGS ROOF $ MID HEIGHT BETYEEN FLOOR 4 ROOF a a Lu Lu z IN51DE CORNER TYP I GAL CORNER CONNECTION L3x3x3/16x0'-8" SEE ABOVE N.T.S. L4x4x5/16x0'-S" #4 A106 BENT BAR sg EDGE OF 51TE GA5T PANEL AT TALLER PANEL L4x4x5/16X0'-8 5EE ABOVE IPAIL TO PANEL GONNEGTION: ONLY @ LOCATIONS NOTED ON PAIL ELEVATIONS. L4x4x5/16x0'-8" I #4 A106 BENT BAR EDGE OF 51TE GA5T PANEL AT 5HORTER PANEL OR SAME HE16K PANELS CAULK VERTICAL II PANEL JOINTS I L4x4x5/16x0'-8" EA. 51DE OF JOINT TILT -UP PANEL GONTRAGTOR NOTE: CREGE55 EMBED ANGLE INTO 3/16 3 THICKER PANEL WHERE ADJAGENT PANELS ARE OF UNEQUAL THIGKNE55. R5/16x4xO'-6" ; �4 GONGRETE PANEL TYPIGAL GOMEGTION JOINT TYP I GAL PANEL TO PANEL CONNECT I ON N.T.5. RE: ELEV5 RE: ELEV5. t_1 OF THIS DETAIL APPLIES WHEN THIS DISTANCE 15 I I/2' OR MORE 2 LAYERS VERT. d HORIZ. REAR RE: ELEV5. FOR 0 T.O. THICKENED JAMB SIZE d SPACING RE' ELEV5 RE: wsxx FOR REINFORGEMENT LAYOUT'I OUT5IDE FAGS OF PANEL IN51DE FAGS OF PANEL RE: ELEV5. TYP I GAL RE I NFORC I NG K4 ® TH I r KENED JAMB TRAN51 TI ON N.T.5. L3x3x3/16x0'-8" L3x3x3/16x0'-8" #4 A106 BENT BAR #4 A106 BENT BAR 01.1 EDGE OF 51TE EDGE OF 51TE GA5T PANEL I GA5T PANEL AT TALLER PANEL AT 5HORTER PANEL OR SANE HE16HT PANELS GAULK VERT. JOINTI L 3 x 3 x 3/16 x 0'-8" SEE ABOVE TILT -UP PANEL L 2 I/2 x 2 I/2 x 3/16 x 0'-6" OUT5IDE FAGS a a R 3/8 x 8 x 0'-8" W/ (4) 1/2"(P x 5" H.A.5. Lu v a 0 O v Lu uQ ) a 3/16 3 0 0 - o ° 11/2" 5" 11/2" SUPPLY GONN. 1'-O" BELOW ROOF 4 MID HE16HT BETWEEN FLOOR ROOF OUTSIDE CORNER TYP I GAL OUT51 DE CORNER N.T.S. TIE5 TIE5 REQ'D #3 TIE5 @ W O.G. FOR 2'-0" DEPTH CBELOW BR6 1. OUT51DEFAGE IN51DE FAGE EMBED L6x6x 1/2 RE: 1/53.1 aLe16 SEGTION A -A BOTTOM OF PANEL RE: ELEV. EMBED L6x6x 1/2 RE: 1/53.1 RE: PANEL REINF. FOR JAMB REINF. SPANDREL BEARING DETAIL AT PANEL END N.T.5. TYPICAL PANEL ELEVATION LEGEND (INTERIOR) NnMINAI PANFI WIT)TN PANEL MARK ROOF LINE VERTIGAL REINF. PANEL BEYOND - FUTURE OPENING FOUNDATION HORZ. REINF. TYP. REVEAL RE: ARGH (E OF RE13AR ADD (2) #5 JAhffi REBARI SINGLE LAYER .IAhffi REAR INTERIOR FAGS PANEL IN FRONT EXTERIOR REGE55 OPENING TOP OF SLAB THICKENED PAPAL ON INTERIOR SIDE NOTE: PANELS ARE SHOWN FROM THE INTERIOR PANEL OPN6 2"I it • -� -� �: � :: . TYP. REVEAL RE: ARCH. VERT. REINF. 2 LAYERS VERT INTERIOR $ HORIZ REBAR FAGS RE: ELEV5 FOR SIZE 4 5PAGIN6 1" GLR. a - 1 1/2" GLR. HORIZ. REINF. 51N6LE LAYER DOUBLE LAYER VERTICAL REBAR VERTICAL REBAR W/ DOUBLE LAYER HORIZONTAL REBAR TYP. PANEL REINFORCEMENT LOCATION N.T.5. 2'-0" MIN. #5 x 4'-0" -� p EA. GORNER I� EA. FAGS 2" GLR. TYP. WHERE 2'-0" EMBEDMENT CANNOT BE ATTAINED EXTEND BARS A5 FAR A5 P0551BLE PROVIDE W/ q00 HOOK #5 EA. FACE ADDITIONAL VERTICAL BARS NOT REQUIRED WHERE PANELS HAVE TYP. FULL HE16HT DOUBLE LAYER OF VERTIGAL REINF. z I / I RE: 1/55.1 4 : o f'CL-� I I CV TYP I GAL TILT—UP PANEL OPEN I NG REINF. N.T.5. (2) #5 x 4'-0" E.F. 2'-0" 7r 7r TYP I GAL NOTCH RE I NFORG I NG N.T.5. I LIJ ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 5 Pbbott,4�_ Grade CAA .0 I-' Lu H m 0 J Q 00 u]�O 3�w opo N O THIGKENED JAMB O� Q RE: ELEV5. FOR Lu 51ZE 4 REINF. OUT5IDE FAGS OF PANEL IN51DE FAGS OF PANEL RE: ELEV5. TYP I GAL RE I NFORC I NG K4 ® TH I r KENED JAMB TRAN51 TI ON N.T.5. L3x3x3/16x0'-8" L3x3x3/16x0'-8" #4 A106 BENT BAR #4 A106 BENT BAR 01.1 EDGE OF 51TE EDGE OF 51TE GA5T PANEL I GA5T PANEL AT TALLER PANEL AT 5HORTER PANEL OR SANE HE16HT PANELS GAULK VERT. JOINTI L 3 x 3 x 3/16 x 0'-8" SEE ABOVE TILT -UP PANEL L 2 I/2 x 2 I/2 x 3/16 x 0'-6" OUT5IDE FAGS a a R 3/8 x 8 x 0'-8" W/ (4) 1/2"(P x 5" H.A.5. Lu v a 0 O v Lu uQ ) a 3/16 3 0 0 - o ° 11/2" 5" 11/2" SUPPLY GONN. 1'-O" BELOW ROOF 4 MID HE16HT BETWEEN FLOOR ROOF OUTSIDE CORNER TYP I GAL OUT51 DE CORNER N.T.S. TIE5 TIE5 REQ'D #3 TIE5 @ W O.G. FOR 2'-0" DEPTH CBELOW BR6 1. OUT51DEFAGE IN51DE FAGE EMBED L6x6x 1/2 RE: 1/53.1 aLe16 SEGTION A -A BOTTOM OF PANEL RE: ELEV. EMBED L6x6x 1/2 RE: 1/53.1 RE: PANEL REINF. FOR JAMB REINF. SPANDREL BEARING DETAIL AT PANEL END N.T.5. TYPICAL PANEL ELEVATION LEGEND (INTERIOR) NnMINAI PANFI WIT)TN PANEL MARK ROOF LINE VERTIGAL REINF. PANEL BEYOND - FUTURE OPENING FOUNDATION HORZ. REINF. TYP. REVEAL RE: ARGH (E OF RE13AR ADD (2) #5 JAhffi REBARI SINGLE LAYER .IAhffi REAR INTERIOR FAGS PANEL IN FRONT EXTERIOR REGE55 OPENING TOP OF SLAB THICKENED PAPAL ON INTERIOR SIDE NOTE: PANELS ARE SHOWN FROM THE INTERIOR PANEL OPN6 2"I it • -� -� �: � :: . TYP. REVEAL RE: ARCH. VERT. REINF. 2 LAYERS VERT INTERIOR $ HORIZ REBAR FAGS RE: ELEV5 FOR SIZE 4 5PAGIN6 1" GLR. a - 1 1/2" GLR. HORIZ. REINF. 51N6LE LAYER DOUBLE LAYER VERTICAL REBAR VERTICAL REBAR W/ DOUBLE LAYER HORIZONTAL REBAR TYP. PANEL REINFORCEMENT LOCATION N.T.5. 2'-0" MIN. #5 x 4'-0" -� p EA. GORNER I� EA. FAGS 2" GLR. TYP. WHERE 2'-0" EMBEDMENT CANNOT BE ATTAINED EXTEND BARS A5 FAR A5 P0551BLE PROVIDE W/ q00 HOOK #5 EA. FACE ADDITIONAL VERTICAL BARS NOT REQUIRED WHERE PANELS HAVE TYP. FULL HE16HT DOUBLE LAYER OF VERTIGAL REINF. z I / I RE: 1/55.1 4 : o f'CL-� I I CV TYP I GAL TILT—UP PANEL OPEN I NG REINF. N.T.5. (2) #5 x 4'-0" E.F. 2'-0" 7r 7r TYP I GAL NOTCH RE I NFORG I NG N.T.5. I LIJ ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 5 Pbbott,4�_ Grade CAA .0 rcjso o uc!m6N 0000000 A o �� O¢ 0 00 0 49563 0 0 0 ,1O 000 000 �� � 000000°O, `,��� L�77 ONAI.G4� ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD- NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS PANEL DETAILS S5.1 I-' M H m 0 N � 00 u]�O 3�w opo N O O� Q Lu rcjso o uc!m6N 0000000 A o �� O¢ 0 00 0 49563 0 0 0 ,1O 000 000 �� � 000000°O, `,��� L�77 ONAI.G4� ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD- NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS PANEL DETAILS S5.1 tn o� s U H O O 16 m X O O 4 N 0 106 o� o� v m U O } } U O 0 ILL L o Cl - 0 O } cl s L6 m N O N 00 m N L6 16 L s } LO 00 0 N 0- N } m to o� O � N 0 to N X L LO °O o O N O N -a O O N to +- to U 0 N _1 O L d as T.O. PANEL 137'-6" FINISH FLOOR NORTH PANEL RE I NFORG I NG (INSIDE V I EW) �. 1/a" = I' -o" A B C Q ) E 240'-0" 60'-0" 60'-0" 60'-0" 60'-0" 28'-0" 28'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 34'-411 IQ' -8" 501 502 503 504 505 506 501 508 5000 P51 5000 P51 5000 P51 5000 P51 5000 P51 iil ri0oa TD.PANEL 1301-011 132'-0' 13'i.q• Lu Lu — �� °���1 — J — oL�WE E - -��- LLt —LLQ — — _�L- LL� LL�� �—r�:�o5s,�( w'I �I �I�� m� Lu I I �I�I I al -, ml �I �I �� � � mI al � � I zjat reg: ww.i mi w RE: q/55.1 I�t—�I �t—� � � � II I 1//I1 r �� I I 1 I ��li� I S I �i I I �� I� I ILl Ll -- - � THICKEN TO a• SOUTH PANEL RE I NFORG I NG (INSIDE V I EW) 1/8" = I' -o" RE: PLAN #4 ®12" E.F. HOP TH15 PANEL I v I o - o K4, RE: PLAN (5LOPED) I �I I o � �I0 � 6 .I 1L, - 01 Lu Em RE: PLAN RE: PLAN T.O. PANEL 140'-6" H555x5 ti --- It Wl' RE: PLS — — LOPED) bxb I IH55 8x6 RE: 5 2 51M I" P LE6 RE: b/54.3 �L — RE: PLAN TYPICAL PANEL REINFORCEMENT NOTES I. PANEL THIGKNE55 15 b" UNLE55 NOTED OTHERWI5E. 5. ALL REINFORGEMENT 5HOWN 15 FOR FINAL, IN-PLACE GONDITION5 2. PROVIDE #4 ® I8" O.G. HORIZ. REINFORGIN6 IN ALL PANELS U.N.O. EREGTION AND LIFTING LOADS SHALL BE GON51DERED BY THE WITHIN EA. PANEL, NUMBER OF LAYERS OF HORIZ. 5AR5 TO GONTRAGTOR FOR LIFTING INSERT QUANTITIES AND LOGATION5. MATGH NUMBER OF LAYERS OF VERT. BAR5. 6. RE: ARGH DRAWINGS FOR EXACT PANEL DIMEN51ON5 AND RE: 1/55.1 FOR PLACEMENT. LOGATION5 OF OPENIN65. 3. UNLE55 NOTED OTHERWI5E, REINFORGEMENT SHALL BE EQUALLY 1. PROVIDE (2) #5 HORIZONTAL AT BOTTOM OF EACH PANEL UNLE55 5PAGED AGRO55 AREA NOTED. NOTED OTHERWI5E. 4. RE: 55.1 FOR TYPIGAL DETAIL5. b. ELEVATION VIEW 15 FROM THE IN51DE FAGE OF PANELS. IN �n ARCHITECTURE PLANNING 0 INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 s Pbbott Asso �e c, Uri df�� CAA �`kc0N n g D _,,/ I-' M H T.O. PANEL N � Lc u]�O Lc 134'-2" W W po T.O. PANEL`; ,� oo LL: u- o f Lc ryO ---- -- = 1 ®t LU 'L' I `s� ®I --- ------L' Lu Lu I I ^I 11110- -0 T �Fz T I I iil ri0oa TD.PANEL 1301-011 132'-0' 13'i.q• Lu Lu — �� °���1 — J — oL�WE E - -��- LLt —LLQ — — _�L- LL� LL�� �—r�:�o5s,�( w'I �I �I�� m� Lu I I �I�I I al -, ml �I �I �� � � mI al � � I zjat reg: ww.i mi w RE: q/55.1 I�t—�I �t—� � � � II I 1//I1 r �� I I 1 I ��li� I S I �i I I �� I� I ILl Ll -- - � THICKEN TO a• SOUTH PANEL RE I NFORG I NG (INSIDE V I EW) 1/8" = I' -o" RE: PLAN #4 ®12" E.F. HOP TH15 PANEL I v I o - o K4, RE: PLAN (5LOPED) I �I I o � �I0 � 6 .I 1L, - 01 Lu Em RE: PLAN RE: PLAN T.O. PANEL 140'-6" H555x5 ti --- It Wl' RE: PLS — — LOPED) bxb I IH55 8x6 RE: 5 2 51M I" P LE6 RE: b/54.3 �L — RE: PLAN TYPICAL PANEL REINFORCEMENT NOTES I. PANEL THIGKNE55 15 b" UNLE55 NOTED OTHERWI5E. 5. ALL REINFORGEMENT 5HOWN 15 FOR FINAL, IN-PLACE GONDITION5 2. PROVIDE #4 ® I8" O.G. HORIZ. REINFORGIN6 IN ALL PANELS U.N.O. EREGTION AND LIFTING LOADS SHALL BE GON51DERED BY THE WITHIN EA. PANEL, NUMBER OF LAYERS OF HORIZ. 5AR5 TO GONTRAGTOR FOR LIFTING INSERT QUANTITIES AND LOGATION5. MATGH NUMBER OF LAYERS OF VERT. BAR5. 6. RE: ARGH DRAWINGS FOR EXACT PANEL DIMEN51ON5 AND RE: 1/55.1 FOR PLACEMENT. LOGATION5 OF OPENIN65. 3. UNLE55 NOTED OTHERWI5E, REINFORGEMENT SHALL BE EQUALLY 1. PROVIDE (2) #5 HORIZONTAL AT BOTTOM OF EACH PANEL UNLE55 5PAGED AGRO55 AREA NOTED. NOTED OTHERWI5E. 4. RE: 55.1 FOR TYPIGAL DETAIL5. b. ELEVATION VIEW 15 FROM THE IN51DE FAGE OF PANELS. IN �n ARCHITECTURE PLANNING 0 INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 s Pbbott Asso �e c, Uri df�� CAA �`kc0N n g D _,,/ LI��C Q`pp0 �°0000°° y� °o0 0 °° O7 "0°0 49563 0 0 0 A42 .4 '0000000 OO,�`� (QVC' ONAI. c``q_ ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD. NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS 002.16.21 PERMIT RESUB PANEL REINFORCING S5.2 I-' M H m 0 N � 00 u]�O 3�w po o N ryO C)s Q Lu LI��C Q`pp0 �°0000°° y� °o0 0 °° O7 "0°0 49563 0 0 0 A42 .4 '0000000 OO,�`� (QVC' ONAI. c``q_ ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD. NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS 002.16.21 PERMIT RESUB PANEL REINFORCING S5.2 r� tn o� s U H O O 16 m X O O 4 N o� 106 o� v m U O Cf U O L ILL o Cl - 0 O } s Cl - .10 .1O L6 m N 0 N 00 m m L6 3 16 L s } LO 00 0 N tn o� O tn X LO O N O N O N I--- tn U N O L d ■- la - N m N O N L v co O N O tn Cf J L T.O. PANEL 133'-6" W FIN15H FLOOR 100'-0" I I I I I PARTIAL EA5T PANEL RE I NFORG I NG 1 (IN51DE VIEYV) /S" = I' -o" 5 6 7 8 9 612'-0" PARTIAL EAST PANEL REINFORCING (INSIDE VIEI^) I/5" = I' -o" TYPICAL PANEL REINFORCEMENT NOTES ARCHITECTURE PLANNING ■ INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 [� phone: 303.292.9107 U ■ fax: 303.292.4297 W PEAK ENGINEERING, INC. 1u� CONSULTING STRUCTURAL ENGINEERING Imp 390 UNION BOULEVARD 1�1 1 SUITE 500 uLAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 I� O �0a Pbbott gssoc . Grp s Ong ok-4 • O� (y) O O 00 t1-1�0 W P%4" CIO O v Q 0 gra C)s Q W ■ OL 00000000y� VO�o°oA A°o�o oo°°�`` O7 "0°0 o ! o 0 49563 0 0 0 'O�� 0°o oC� �`V s)0 00000°°O,(`��� L�77 ONAI.G4�v ALL DRAWN AND WRITTEN INFORMATION � APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS 002.16.21 PERMIT RESUB I. PANEL THIGKNE55 15 8" UNLE55 NOTED OTHE"15E. 5. ALL REINFORGEMENT 5HOWN 15 FOR FINAL, IN-PLACE GONDITION5 2. PROVIDE #4 ®18" O.G. HORIZ. REINFORGIN6 IN ALL PANELS U.N.O. EREGTION AND LIFTING LOADS SHALL BE GON5IDERED BY THE WITHIN EA. PANEL, NUMBER OF LAYERS OF HORIZ. 5AR5 TO GONTRAGTOR FOR LIFTING INSERT QUANTITIES AND LOGATION5. MATGH NUMBER OF LAYERS OF VERT. BAR5. 6. RE: ARGH DRAWINGS FOR EXACT PANEL DIMEN51ON5 AND RE: 1/55.1 FOR PLAGEMENT. LOGATION5 OF OPENIN65. 3. UNLE55 NOTED OTHERWI5E, REINFORGEMENT SHALL BE EQUALLY 1. PROVIDE (2) #5 HORIZONTAL AT BOTTOM OF EACH PANEL UNLE55 5PAGED AGRO55 AREA NOTED. NOTED OTHERWI5E. 4. RE: 55.1 FOR TYPIGAL DETAIL5. 8. ELEVATION VIEW 15 FROM THE IN51DE FAGS OF PANEL5. PANEL REINFORCING S5.3 52'-0" 52'-0" 52'-0" 52'-0" 26'-0' 26'-0' 26'-0' 26'-0' 26'-0' 26'-0' 26'-0' 26'-0" EIO -EI -EI -EI EI4 E15 EIb RE: EIS RE: EIS RE: E12 O.H. RE: El O.H. RE: EIS FOR REINF. FOR REINF. FOR REINF. FOR REINF. FOR REINF. F � T.O. PANEL T.O. PAIL T.O. PANEL 4� iya 133'-b" LC LL 1321-10 � 133'-6' LC:5;rya ui ui ui ui lu Lu Lu Lu Lu LU Lu Lu Lu Lu Ld \\/:21 -y E:2 o � I=2EZ y o o o o I J/v ------------------- --------------------- ------------------- -------------------- ----------------- --------------- PARTIAL EAST PANEL REINFORCING (INSIDE VIEI^) I/5" = I' -o" TYPICAL PANEL REINFORCEMENT NOTES ARCHITECTURE PLANNING ■ INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 [� phone: 303.292.9107 U ■ fax: 303.292.4297 W PEAK ENGINEERING, INC. 1u� CONSULTING STRUCTURAL ENGINEERING Imp 390 UNION BOULEVARD 1�1 1 SUITE 500 uLAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 I� O �0a Pbbott gssoc . Grp s Ong ok-4 • O� (y) O O 00 t1-1�0 W P%4" CIO O v Q 0 gra C)s Q W ■ OL 00000000y� VO�o°oA A°o�o oo°°�`` O7 "0°0 o ! o 0 49563 0 0 0 'O�� 0°o oC� �`V s)0 00000°°O,(`��� L�77 ONAI.G4�v ALL DRAWN AND WRITTEN INFORMATION � APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS 002.16.21 PERMIT RESUB I. PANEL THIGKNE55 15 8" UNLE55 NOTED OTHE"15E. 5. ALL REINFORGEMENT 5HOWN 15 FOR FINAL, IN-PLACE GONDITION5 2. PROVIDE #4 ®18" O.G. HORIZ. REINFORGIN6 IN ALL PANELS U.N.O. EREGTION AND LIFTING LOADS SHALL BE GON5IDERED BY THE WITHIN EA. PANEL, NUMBER OF LAYERS OF HORIZ. 5AR5 TO GONTRAGTOR FOR LIFTING INSERT QUANTITIES AND LOGATION5. MATGH NUMBER OF LAYERS OF VERT. BAR5. 6. RE: ARGH DRAWINGS FOR EXACT PANEL DIMEN51ON5 AND RE: 1/55.1 FOR PLAGEMENT. LOGATION5 OF OPENIN65. 3. UNLE55 NOTED OTHERWI5E, REINFORGEMENT SHALL BE EQUALLY 1. PROVIDE (2) #5 HORIZONTAL AT BOTTOM OF EACH PANEL UNLE55 5PAGED AGRO55 AREA NOTED. NOTED OTHERWI5E. 4. RE: 55.1 FOR TYPIGAL DETAIL5. 8. ELEVATION VIEW 15 FROM THE IN51DE FAGS OF PANEL5. PANEL REINFORCING S5.3 tn s U H O O 16 m X O O 4 N N N 7 �1— 106 V m U O Cf U O L ILL o Cl - 0 O } Q s a L6 m N O N 00 m L6 3 16 L s } LO 00 0 N tn o� O tn X LO O N O N O N I--- tn U N O L d as N m N O N L v co O N O tn Cf J T.O. STORE FRONT 137'-6" #4 ® 12" E.F. HORIZ. TH15 PANEL I PARTIAL EA5T PANEL RE I NFORG I NG (INSIDE VIEW) 1/8" = I' -o" PARTIAL WEST PANEL RE I NFORO I NG (INSIDE VIEW) I/8" = I' -o" T.O. PANEL 133'-0" FINISH FLOOR 100'-0" TYPICAL PANEL REINFORCEMENT NOTES I. PANEL THIGKNE55 15 8" UNLE55 NOTED OTHE"15E. 5. ALL REINFORGEMENT 5HOWN 15 FOR FINAL, IN-PLACE GONDITION5 2. PROVIDE #4 ® I8" O.G. HORIZ. REINFORGIN6 IN ALL PANELS U.N.O. EREGTION AND LIFTING LOADS SHALL BE GON5IDERED BY THE WITHIN EA. PANEL, NUMBER OF LAYERS OF HORIZ. 5AR5 TO GONTRAGTOR FOR LIFTING INSERT QUANTITIES AND LOGATION5. MATGH NUMBER OF LAYERS OF VERT. BAR5. 6. RE: ARGH DRAWIN65 FOR EXACT PANEL DIMEN51ON5 AND RE: 1/55.1 FOR PLAGEMENT. LOGATION5 OF OPENIN65. 3. UNLE55 NOTED OTHERV4I5E, REINFORGEMENT SHALL BE EQUALLY 1. PROVIDE (2) #5 HORIZONTAL AT BOTTOM OF EACH PANEL UNLE55 5PAGED AGRO55 AREA NOTED. NOTED OTHERWI5E. 4. RE: 55.1 FOR TYPIGAL DETAIL5. 8. ELEVATION VIEW 15 FROM THE IN51DE FAGS OF PANELS. ARCHITECTURE PLANNING 0 INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 [� phone: 303.292.9107 U ■ fax: 303.292.4297 W PEAK ENGINEERING, INC. 1u� CONSULTING STRUCTURAL ENGINEERING Imp 390 UNION BOULEVARD 1—I-1 SUITE 500 uLAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 I� O r ssOc'df A .. an�0 (y) O O 00 t1-1�0 Lu CIO O v Q ry 0 F_ gra C)s Q W r o 10,°000000 y� A oO°o0 411e6N o° �` ICO�oo 0 0 0 49563 0 0 0 ' 10 0°o o°0 �`V 00000000000 , `,��� L`77 ONAI.G4� ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS PANEL REINFORCING S5.4 tn s U H O O 16 m X O O 4 N N N 7 �1— 106 V Q M U O Cf U O L ILL 0 Cl - 0 O } Q s a 00 L6 m N 0 N 00 m L6 3 16 L s } LO 00 0 N } tn O X LO 0 N O N O N I--- tn U N O L d as 554'-4" 26'-0" v 26'-0" 31'-0" v 42', 0" v 31'-0" 26'-0" v 26'-0" W08 5000 P51 8 1/4" THIGK WO— RE: WI3 FOR REINF. 5000 P51 8 1/4" THIGK WIO RE: WI2 O.H. FOR REINF. 5000 P51 8 1/4" THIGK 5009 P51 8 1/4" THIGK ')n'-4 1/4" q ')n'-4114" q WI2 5000 P51 8 1/4" THIGK WI3 5000 P51 8 1/4" THIGK WI4 5000 P51 8 1/4" THIGK PARTIAL WEST PANEL RE I NFORG I NG (IN51DE VIEW) 1/8" = I' -o" PARTIAL WEST PANEL RE I NFORG I NG (IN51DE VIEW) 1/8" = I' -o" TYPICAL PANEL REINFORCEMENT NOTES I. PANEL THIGKNE55 15 8" UNLE55 NOTED OTHERWISE. 5. ALL REINFORGEMENT SHOWN 15 FOR FINAL, IN-PLACE GONDITIONS 2. PROVIDE #4 ® I8" O.G. HORIZ. REINFORGIN6 IN ALL PANELS U.N.O. EREGTION AND LIFTING LOADS SHALL BE GON5IDERED BY THE WITHIN EA. PANEL, NUMBER OF LAYERS OF HORIZ. 5AR5 TO GONTRAGTOR FOR LIFTING INSERT QUANTITIES AND LOGATIONS. MATGH NUMBER OF LAYERS OF VERT. BAR5. 6. RE: ARGH DRAWIN65 FOR EXACT PANEL DIMEN510N5 AND RE: 1/55.1 FOR PLACEMENT. LOGATIONS OF OPENIN65. 3. UNLE55 NOTED OTHERWISE, REINFORGEMENT SHALL BE EQUALLY 1. PROVIDE (2) #5 HORIZONTAL AT BOTTOM OF EACH PANEL UNLE55 SPAGED AGR055 AREA NOTED. NOTED OTHERWISE. 4. RE: 55.1 FOR TYPIGAL DETAILS. 8. ELEVATION VIEW 15 FROM THE IN51DE FAGE OF PANELS. m �n ARCHITECTURE PLANNING 0 INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERINC 390 ANION BOULEVARD SUITE 500 LAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 400 Pbbott Asso 01 Uri df�� CAA �/din �`y\�� g D _,,/ r 0 LI0,p000000 y� A oO°o0 40e6N o° �` ICO�oo 0 0 0 49563 0 0 0 ' 10 0°o o°0 �`V 00000000000 , `,��� L`77 ONAI.G4� ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS PANEL REINFORCING S5.5 I-' M H m 0 N � 00 u]�O 3�w opo N ryO C)s Q Lu r 0 LI0,p000000 y� A oO°o0 40e6N o° �` ICO�oo 0 0 0 49563 0 0 0 ' 10 0°o o°0 �`V 00000000000 , `,��� L`77 ONAI.G4� ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS PANEL REINFORCING S5.5 tn s U H O O 16 m X O O 4 N N N 7 �1- 106 V ¢ M U O Cf U O L ILL o Cl - 0 O } ¢ s a O LO Lid m N O N co m L6 3 16 I L s } LO co o E N l- N } m to o� I O � N 0 to N X L LO °O o I O N O N -a O O N to +- to U 0 N _1 O L d as 121-Q" T04 RE: T02 FOR REINF. FANEL RE I NFORG I N6 1/8 11 = I I -oil If,I_p,II PANEL RE I NFORG I N6 1/811 = 11-oII TO6 RE: T02 FOR REINF. PANEL RE I NFORG I NG 1/8 11 /811 = I I -oil a1-oII T01 RE: T02 FOR REINF. PANEL RE I NFORG I NG 1/811 = II-oII IAI-All PANEL RE I NFORG I NG 1/811 = 11-oII 171_nn PANEL RE I NFORG I NG 1/811 = II-oII FANEL RE I NFORG I NG 1/811 = I I -oil PANEL RE I NFORG I NG 1/811 = 11-oII PANEL RE I NFORG I NG 1/811 = I I -oil 9. PANEL ,I-oII TYPICAL PANEL REINFORCEMENT NOTES I. PANEL THIGKNE55 15 811 UNLE55 NOTED OTHERWI5E. 5. ALL REINFORGEMENT 5HOWN 15 FOR FINAL, IN-PLACE GONDITION5 2. PROVIDE #4 ® I8" O.G. HORIZ. REINFORGIN6 IN ALL PANELS U.N.O. EREGTION AND LIFTING LOADS SHALL BE GON51DERED BY THE WITHIN EA. PANEL, NUMBER OF LAYERS OF HORIZ. 5AR5 TO GONTRAGTOR FOR LIFTING INSERT QUANTITIES AND LOGATION5. MATGH NUMBER OF LAYERS OF VERT. BAR5. 6. RE: ARGH DRAWINGS FOR EXACT PANEL DIMEN51ON5 AND RE: 1/55.1 FOR PLACEMENT. LOGATION5 OF OPENIN65. 3. UNLE55 NOTED OTHERWI5E, REINFORGEMENT SHALL BE EQUALLY 1. PROVIDE (2) #5 HORIZONTAL AT BOTTOM OF EACH PANEL UNLE55 5PAGED AGRO55 AREA NOTED. NOTED OTHERWI5E. 4. RE: 55.1 FOR TYPIGAL DETAIL5. 8. ELEVATION VIEW 15 FROM THE IN51DE FAGE OF PANELS. ARCHITECTURE PLANNING INTERIOR DESIGN 1543 champa st. #200 ■ denver, co 80202 [� phone: 303.292.9107 ■ fax: 303.292.4297 W PEAK ENGINEERING, INC. 1u� CONSULTING STRUCTURAL ENGINEERING Imp 390 UNION BOULEVARD 1—I-1 SUITE 500 uLAKEWOOD, CO 80228 PHONE (303) 274-0707 FAX (303) 274-0808 PEAK PROJECT No. 20-185.00 I� Nell Abbott Ass, c'd. f� 0 CAAAA �o (y) 0 00 0 t1-1�0 Lu CIO O v Q ry 0 F— C)s Q W r 0 LI0,p000000 y� A oO°o0e6N o° �` ICO�oo 0 0 0 49563 0 0 0 ' 1100 0 0°o o°0 �`V s� 000000°O, `,��� L�77 ONAI.G4� ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYWRITED INFORMATION AND SHAD_ NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN JMH CHECKED MFOX ISSUE 12.11.20 PROGRESS 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION ISSUE / REVISIONS PANEL REINFORCING S5.6 PLUMBING SPECIFICATIONS: PART 1 - GENERAL 1.1 SUMMARY: PROVIDE PLUMBING WHERE SHOWN ON THE DRAWINGS, AS SPECIFIED HEREIN, AND AS NEEDED FOR A COMPLETE AND PROPER INSTALLATION INCLUDING, BUT NOT NECESSARILY LIMITED TO: DOMESTIC HOT AND COLD WATER PIPING SYSTEMS DRAIN, WASTE, AND VENT SYSTEMS PLUMBING FIXTURES AND TRIM AS SHOWN ON THE DRAWINGS STORM DRAINAGE SYSTEMS DOCUMENTS AFFECTING WORK OF THIS SECTION INCLUDE, BUT ARE NOT NECESSARILY LIMITED TO GENERAL CONDITIONS, SUPPLEMENTARY CONDITIONS, AND SECTIONS IN DIVISION 1 OF THE ARCHITECTURAL SPECIFICATIONS. 1.2 SUBMITTALS: COMPLY WITH PERTINENT PROVISIONS OF DIVISION 1 AND THE ARCHITECTURAL SCOPE. PRODUCT DATA: WITHIN 30 CALENDAR DAYS AFTER THE CONTRACTOR HAS RECEIVED THE OWNER'S NOTICE TO PROCEED, SUBMIT: MATERIALS LIST OF ITEMS PROPOSED TO BE PROVIDED UNDER THIS SECTION: MANUFACTURER'S SPECIFICATIONS, CATALOG CUTS, AND OTHER DATA NEEDED TO PROVE COMPLIANCE WITH THE SPECIFIED REQUIREMENTS. SHOP DRAWINGS AND OTHER DATA AS REQUIRED TO INDICATE METHOD OF INSTALLING AND ATTACHING EQUIPMENT, EXCEPT WHERE SUCH DETAILS ARE FULLY SHOWN ON THE DRAWINGS. STERILIZATION CERTIFICATE: UPON COMPLETION OF DOMESTIC WATER PIPING SYSTEM, THE ADDED PORTION OF THE SYSTEM SHALL BE STERILIZED. UPON COMPLETION THE CONTRACTOR SHALL DELIVER TO THE ARCHITECT TWO (2) COPIES OF AN ACCEPTABLE "CERTIFICATE OF PERFORMANCE" FOR THIS ACTIVITY. UPON COMPLETION OF THE WORK OF THIS SECTION, DELIVER TO THE ARCHITECT FIVE (5) COPIES OF ALL SHOP DRAWINGS (EQUIPMENT AND FIXTURE SUBMITTALS), OPERATION AND MAINTENANCE MANUALS AND AS -BUILT (RECORD) DRAWINGS. ALL MANUALS SHALL INCLUDE A MAINTENANCE SCHEDULE FOR ALL REQUIRED EQUIPMENT (I.E. PUMPS, WATER FILTERS). ALL MANUALS SHALL BE COMPILED IN ACCORDANCE WITH THE PROVISIONS OF DIVISION 1 OF THESE SPECIFICATIONS. 1.3 QUALITY ASSURANCE: USE ADEQUATE NUMBERS OF SKILLED WORKERS WHO ARE THOROUGHLY TRAINED AND EXPERIENCED IN THE NECESSARY CRAFTS AND WHO ARE COMPLETELY FAMILIAR WITH THE SPECIFIED REQUIREMENTS AND THE METHODS NEEDED FOR PROPER PERFORMANCE OF THE WORK OF THIS SECTION. CODES AND REGULATIONS: IN ADDITION TO COMPLYING WITH THE SPECIFIED REQUIREMENTS, COMPLY WITH THE PERTINENT REGULATIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION; INCLUDING THE 2018 INTERNATIONAL BUILDING, PLUMBING, AND ENERGY CONSERVATION CODES; AND WHEAT RIDGE, COLORADO AMENDMENTS. IN THE EVENT OF CONFLICT BETWEEN OR AMONG SPECIFIED REQUIREMENTS AND PERTINENT REGULATIONS, THE MORE STRINGENT REQUIREMENT WILL GOVERN. 1.4 DELIVERY. STORAGE. AND HANDLING: COMPLY WITH THE PERTINENT PROVISIONS OF DIVISION 1. 1.5 GENERAL REQUIREMENTS: WHERE REQUIRED BY CODE, ALL WORK MUST BE INSPECTED AND APPROVED BY LOCAL AUTHORITIES. PRIOR TO FINAL ACCEPTANCE, FURNISH THE ARCHITECT/OWNER WITH CERTIFICATES OF INSPECTION AND APPROVALS BY LOCAL AUTHORITIES. BEFORE ACCEPTANCE AND FINAL PAYMENT, DEMONSTRATE THAT ALL APPERATI ARE FUNCTIONING PROPERLY AND EFFICIENTLY. SYSTEM, MATERIAL, AND WORKMANSHIP SHALL BE GUARANTEED FOR A PERIOD OF ONE YEAR AFTER THE COMPLETION AND ACCEPTANCE. REPLACE ALL DEFECTIVE WORKMANSHIP, EQUIPMENT AND MATERIALS WITHOUT ADDITIONAL CHARGES, INCLUDING REFRIGERANT THAT IS LOST DURING RELATED REPAIRS. 0:4lw��:%7111144k 2.1 PIPE SCHEDULE: DRAIN, WASTE, AND VENT SYSTEM: SCHEDULE 40 PVC PIPE, ASTM D 2665, SOLID -WALL DRAIN, WASTE AND VENT PIPING WITH PVC SOCKET FITTINGS COMPLYING WITH ASTM D 2665, SOCKET TYPE, MADE TO ASTM D 3311, DRAIN, WASTE, AND VENT PATTERNS. -OR- SCHEDULE 40 ABS PIPE, ASTM D 2661, SOLID -WALL DRAIN, WASTE AND VENT PIPING WITH ABS SOCKET FIRINGS COMPLYING WITH ASTM D 2661, SOCKET TYPE, MADE TO ASTM D 3311, DRAIN, WASTE, AND VENT PATTERNS. STORM DRAINAGE (ROOF LEADER) PIPING: ABOVE GROUND: STANDARD DUTY HUBLESS CAST-IRON PIPE AND FITTINGS, ASTM A 888, WITH SHIELDED STAINLESS-STEEL COUPLINGS AND HUBLESS-COUPLING JOINTS. BELOW GROUND: SCHEDULE 40 PVC PIPE, ASTM D 2665, SOLID -WALL DRAIN, WASTE AND VENT PIPING WITH PVC SOCKET FITTINGS COMPLYING WITH ASTM D 2665, SOCKET TYPE, MADE TO ASTM D 3311, DRAIN, WASTE, AND VENT PATTERNS. -OR- BELOW GROUND: SCHEDULE 40 ABS PIPE, ASTM D 2661, SOLID -WALL DRAIN, WASTE AND VENT PIPING WITH ABS SOCKET FIRINGS COMPLYING WITH ASTM D 2661, SOCKET TYPE, MADE TO ASTM D 3311, DRAIN, WASTE, AND VENT PATTERNS. WATER SYSTEMS (DOMESTIC PIPING): ABOVE GROUND: PROVIDE TYPE "L" HARD DRAWN COPPER WITH WROUGHT COPPER FITTINGS JOINED WITH LEAD FREE SOLDER. BELOW GROUND: PROVIDE TYPE "K" SOFT ANNEALED COPPER WITH NO SOLDERED JOINTS. INDIRECT DRAINS: PROVIDE TYPE "L" COPPER WITH WROUGHT COPPER FITTINGS JOINED WITH 95/5 TIN -ANTIMONY OR LEAD FREE SOLDER. WHEN SIZE ALLOWS PROVIDE DWV TYPE FITTINGS. PROVIDE LINES FULL SIZE OF ANY EQUIPMENT CONNECTIONS. 2.2 VALVES: GATE VALVES: EQUAL TO WATTS GV SERIES, BRONZE, 200 -PSI WOG. GLOBE VALVES: EQUAL TO WATTS GLV SERIES, BRONZE, 200 -PSI WOG. BALL VALVES: EQUAL TO WATTS B-600 SERIES, STANDARD PORT, BRONZE. 1/4" - 2" VALVES SHALL BE 600 PSI WOG. 2-1/2" - 4" SHALL BE 400 PSI WOG. 2.3 FLASHING: WHERE PIPES OF THIS SECTION PASS THROUGH THE ROOF, FLASH WITH SEMCO #1100-4 SEAMLESS 4 LB. FLASHING, WITH STEEL REINFORCED "mi -PITCH" BOOT AND CAST IRON COUNTER FLASHING SLEEVE. 2.4 PIPE HANGERS: WATER PIPING: PROVIDE FEE AND MASON #212 (OR EQUAL) SPLIT RING HANGERS WITH SUPPORTING RODS. PROVIDE SEMCO "TRISOLATORS". SOIL AND WASTE PIPING: PROVIDE FEE AND MASON #212 (OR EQUAL) ADJUSTABLE RING HANGERS WITH SUPPORTING RODS. USE FEE AND MASON #212 RISER CLAMPS AS REQUIRED. 2.5 CLEANOUTS: ZURN Z-1400 "LEVEL-TROL" ADJUSTABLE FLOOR CLEANOUT, DURA -COATED CAST IRON BODY, WITH GAS AND WATERTIGHT ABS TAPERED THREAD PLUG, AND ROUND SCORIATED SECURED TOP ADJUSTABLE TO THE FINISHED FLOOR. FINISHED FLOORS: PROVIDE ZURN ZN-1400 WITH APPROPRIATE SUFFIX FOR FLOOR FINISH. FLOORS WITH WATERPROOFING MEMBRANE: PROVIDE "FLUSH -WITH -FLOOR" TYPE CLEANOUTS, WITH ADJUSTABLE WATERTIGHT COVERS AND INTEGRAL ANCHORING FLANGE WITH CLAMPING COLLAR. FINISHED WALLS: PROVIDE ZURN ZS -1469 WITH STAINLESS STEEL ACCESS PLATE AND SCREW. 2.6 TRAPS: FOR LAVATORIES AND SINKS, EXCEPT SERVICE SINKS, PROVIDE CAST BRASS TRAPS WITH BRASS NUTS EQUAL TO DEARBORN BRASS. 2.8 FIXTURES AND EQUIPMENT: PROVIDE PLUMBING FIXTURES, TRIM, AND EQUIPMENT AS INDICATED ON THE PLUMBING PLANS. 2.9 INSULATION: INSULATE HOT, COLD AND RECIRCULATED HOT WATER PIPING WITH 1 -IN. THICK FIBERGLASS INSULATION WITH PLENUM RATED JACKET. RUNOUTS UP TO 12 FEET SHALL HAVE 1/2 -IN. THICK INSULATION. INSULATION SHALL BE EQUAL TO JOHNS MANVILLE MICRO-LOK, WITH A MAXIMUM CONDUCTIVITY OF 0.27 BTU PER IN/HR * SF * def. COLD WATER PIPING INSULATION SHALL HAVE VAPOR BARRIER. AT ALL HANGER AND SUPPORT LOCATIONS, PROVIDE 8 -IN. LONG, 20 GAUGE GALVANIZED IRON INSULATION GUARDS. INSULATION AT THESE LOCATIONS SHALL BE RIGID. STORM DRAINAGE PIPING SHALL BE INSULATED WITH 1-1/2" THICK FIBERGLASS INSULATION WITH VAPOR BARRIER AND PLENUM RATED PVC JACKET. INSULATION SYSTEM SHALL BE EQUAL TO JOHNS MANVILLE MICRO-LOK, WITH ZESTON PVC JACKETING, 30 MIL THICKNESS. VAPOR BARRIER SHALL BE PROVIDED WITH A MASTIC COMPATIBLE WITH PVC, AND TWO LAYERS OF HI -LO TEMP INSULATION INSERTS SHALL BE UTILIZED TO MAINTAIN THE INTEGRITY OF THE VAPOR BARRIER. INSERTS AND JACKET SHALL MEET ASTM E84 FOR MAXIMUM FLAME SPREAD AND SMOKE DEVELOPED RATING OF 25/50. EXPOSED VERTICAL STORM DRAINAGE PIPING SHALL NOT BE INSULATED. 2.10 SLEEVES: WHERE PIPES PASS THROUGH CONCRETE, MASONRY, OR STUD WALLS, OR PASS THROUGH CEILINGS, PROVIDE "SPERZEL" RUSTPROOF "CRETE -SLEEVE" OF THE SIZE REQUIRED. WHERE PIPES PASS THROUGH FIRE RATED PARTITIONS AS DESIGNATED ON THE ARCHITECTURAL PLANS, PROVIDE FIRE SEALS AROUND PIPES, WHICH ARE EITHER UL LISTED OR FM APPROVED. 2.11 OTHER MATERIALS: PROVIDE OTHER MATERIALS NOT SPECIFICALLY DESCRIBED BUT REQUIRED FOR A COMPLETE AND PROPER INSTALLATION, AS SELECTED BY THE CONTRACTOR SUBJECT TO THE APPROVAL OF THE ARCHITECT. PLUMBING SPECIFICATIONS - CONTINUED: PART 3 - EXECUTION 3.1 SURFACE CONDITIONS: EXAMINE THE AREAS AND CONDITIONS UNDER WHICH WORK OF THIS SECTION WILL BE PERFORMED. CORRECT CONDITIONS DETRIMENTAL TO TIMELY AND PROPER COMPLETION OF THE WORK. DO NOT PROCEED UNTIL UNSATISFACTORY CONDITIONS ARE CORRECTED. K�■1►6��:1��:�I[�P.[*7��I�I►t;�1:1►1�1Z�1�11�!1�►1� PROCEED AS RAPIDLY AS THE BUILDING CONSTRUCTION WILL PERMIT. THOROUGHLY CLEAN ITEMS BEFORE INSTALLATION. CAP PIPE OPENINGS TO EXCLUDE DIRT UNTIL FIXTURES ARE INSTALLED AND FINAL CONNECTIONS HAVE BEEN MADE. CUT PIPE ACCURATELY, AND WORK INTO PLACE WITHOUT SPRINGING OR FORCING, PROPERLY CLEARING WINDOWS, DOORS, AND OTHER OPENINGS. EXCESSIVE CUTTING OR OTHER WEAKENING OF THE BUILDING WILL NOT BE PERMITTED. SHOW NO TOOL MARKS OR THREADS ON EXPOSED PLATED, POLISHED, OR ENAMELED CONNECTIONS FROM FIXTURES. TAPE ALL FINISHED SURFACES TO PREVENT DAMAGE DURING CONSTRUCTION. MAKE CHANGES IN DIRECTION WITH FITTINGS; MAKE CHANGES IN MAIN SIZES WITH ECCENTRIC REDUCING FITTINGS. UNLESS OTHERWISE NOTED, INSTALL WATER SUPPLY AND RETURN PIPING WITH FLAT SIDE OF ECCENTRIC FITTINGS FACING UP. RUN HORIZONTAL SANITARY PIPING AT A UNIFORM GRADE OF 1/4" PER FOOT, UNLESS OTHERWISE NOTED. RUN HORIZONTAL WATER PIPING WITH AN ADEQUATE PITCH UPWARDS IN DIRECTION OF FLOW TO ALLOW COMPLETE DRAINAGE. PROVIDE SUFFICIENT SWING JOINTS, BALL JOINTS, EXPANSION LOOPS, AND DEVICES NECESSARY FOR A FLEXIBLE PIPING SYSTEM, EVEN IF NOT SPECIFICALLY SHOWN ON THE DRAWINGS. SECURELY BOLT ALL EQUIPMENT, ISOLATORS, HANGERS, AND SIMILAR ITEMS IN PLACE. SUPPORT EACH ITEM INDEPENDENTLY FROM THE STRUCTURE. DO NOT USE WIRE FOR HANGING OR STRAPPING PIPES. PROVIDE COMPLETE DIELECTRIC ISOLATION BETWEEN FERROUS AND NONFERROUS METALS. FOR INSULATED PIPE, PROVIDE SLEEVES OF ADEQUATE SIZE TO ACCOMMODATE THE FULL THICKNESS OF PIPE COVERING, WITH CLEARANCE FOR PACKING AND CAULKING. CAULK THE SPACE BETWEEN SLEEVE AND PIPE OR PIPE COVERING, USING A NON-COMBUSTIBLE, PERMANENTLY PLASTIC, WATERPROOF, NON -STAINING COMPOUND WHICH LEAVES A SMOOTH FINISHED APPEARANCE, OR PACK WITH NON-COMBUSTIBLE, NON -ASBESTOS COTTON, ROPE, OR FIBERGLASS TO WITHIN 1/2" OF BOTH WALL FACES, AND PROVIDE THE WATERPROOF COMPOUND DESCRIBED ABOVE. 3.2.1 PIPE SUPPORT: PIPING SHALL BE SUPPORTED WITH HANGERS, ANCHORS AND SUPPORTS DESIGNED TO CARRY THE LOAD OF THE PIPE FULL OF INTENDED FLUID, AND SHALL RESIST GALVANIC ACTION. SECURE UPPER ATTACHMENTS TO STRUCTURE. DO NOT SUPPORT FROM THE ROOF DECK. SUPPORT INTERVALS SHALL BE AS FOLLOWS: DOMESTIC WATER PIPING (TYPE L COPPER, HORIZONTAL PIPING): 1/2 -IN. THRU 1 -1/2 -IN. MAX. 6 FT. 2 -IN. OR LARGER MAX. 10 FT. VERTICAL TYPE L COPPER PIPING SUPPORT SPACING IS MAX. 10 FT. 3.3 FINISH AND ESCUTCHEONS: SMOOTH UP ROUGH EDGES AROUND SLEEVES WITH PLASTER OR SPACKLING COMPOUND. PROVIDE 1" WIDE CHROME OR NICKEL PLATED ESCUTCHEONS ON ALL PIPES EXPOSED TO VIEW WHERE PASSING THROUGH WALLS, FLOORS, PARTITIONS, CEILINGS, OR SIMILAR LOCATIONS. SIZE THE ESCUTCHEONS TO FIT PIPE AND COVERING. HOLD ESCUTCHEONS IN PLACE WITH SET SCREW. 3.4 CLEANOUTS: SECURE THE ARCHITECT'S APPROVAL OF LOCATIONS FOR CLEANOUTS IN FINISHED AREAS PRIOR TO INSTALLATION. PROVIDE CLEANOUTS OF SAME NOMINAL SIZE AS THE PIPES THEY SERVE; EXCEPT WHERE CLEANOUTS ARE REQUIRED IN PIPES LARGER THAN 40, PROVIDE 4" CLEANOUTS. MAKE CLEANOUTS ACCESSIBLE. AFTER PRESSURE TESTS ARE MADE AND APPROVED, THOROUGHLY GRAPHITE THE CLEANOUT THREADS. 3.5 VALVES: PROVIDE VALVES IN DOMESTIC WATER SUPPLY SYSTEMS. LOCATE AND ARRANGE SO AS TO GIVE COMPLETE REGULATION OF FIXTURES. PROVIDE VALVES IN AT LEAST THE FOLLOWING LOCATIONS: IN BRANCHES AND/OR HEADERS OF WATER PIPING SERVING A GROUP OF FIXTURES; FOR SHUTOFF OF BRANCH MAINS; FOR FLUSHING AND STERILIZING THE SYSTEM; WHERE SHOWN ON THE DRAWINGS. LOCATE VALVES FOR EASY ACCESSIBILITY AND MAINTENANCE 3.6 WATER HAMMER ARRESTORS: PROVIDE WATER HAMMER ARRESTORS ON HOT WATER LINES AND COLD WATER LINES. INSTALL IN UPRIGHT POSITION AT ALL QUICK CLOSING VALVES, SOLENOIDS, ISOLATED PLUMBING FIXTURES, AND SUPPLY HEADERS AT PLUMBING FIXTURE GROUPS. LOCATE AND SIZE IN ACCORDANCE WITH THE PLUMBING AND DRAINAGE INSTITUTE STANDARD WH -201. INSTALL WATER HAMMER ARRESTORS BEHIND ACCESS PANELS. 3.7 BACKFLOW PREVENTION: PROTECT PLUMBING FIXTURES AND FAUCETS AGAINST POSSIBLE BACK -SIPHONAGE. ARRANGE FOR TESTING OF BACKFLOW DEVICES AS REQUIRED BY THE GOVERNMENTAL AGENCY HAVING JURISDICTION. 3.8 PLUMBING FIXTURE INSTALLATION: SET FIXTURES LEVEL AND IN PROPER ALIGNMENT WITH RESPECT TO WALLS AND FLOORS AND WITH FIXTURES EQUALLY SPACED. PROVIDE SUPPLIES IN PROPER ALIGNMENT WITH FIXTURES AND WITH EACH OTHER. PROVIDE FLUSH VALVES IN ALIGNMENT WITH THE FIXTURE, WITHOUT VERTICAL OR HORIZONTAL OFFSETS. GROUT WALL AND FLOOR MOUNTED FIXTURES WATERTIGHT WHERE THE FIXTURES ARE IN CONTACT WITH WALLS AND FLOORS. 3.9 DISINFECTION OF POTABLE WATER SYSTEMS: FILL SYSTEM WITH WATER -CHLORINE SOLUTION CONTAINING AT LEAST 50 PARTS PER MILLION OF CHLORINE. THE SYSTEM OR PART THEREOF SHALL BE VALVED OFF AND ALLOWED TO STAND FOR 24 HOURS (3 HOURS IF A SOLUTION CONTAINING 200 PARTS PER MILLION OF CHLORINE IS USED). FLUSH SYSTEM WITH CLEAN, POTABLE WATER UNTIL THE CHLORINE RESIDUAL IN THE WATER DOES NOT EXCEED THE CHLORINE RESIDUAL IN THE FLUSHING WATER. THE PROCEDURE SHALL BE REPEATED IF IT IS SHOWN BY BACTERIOLOGICAL EXAMINATION MADE BY AN APPROVED AGENCY THAT CONTAMINATION PERSISTS IN THE SYSTEM. 3.10 OTHER TESTING AND ADJUSTING: PROVIDE PERSONNEL AND EQUIPMENT, AND ARRANGE FOR AND PAY THE COSTS OF ALL REQUIRED TESTS AND INSPECTIONS REQUIRED BY GOVERNMENTAL AGENCIES HAVING JURISDICTION. WHERE TESTS SHOW MATERIALS OR WORKMANSHIP TO BE DEFICIENT, REPLACE OR REPAIR AS NECESSARY, AND REPEAT THE TESTS UNTIL THE SPECIFIED STANDARDS ARE ACHIEVED. ADJUST THE SYSTEM TO OPTIMUM STANDARDS OF OPERATION. 3.11 FIRE PENETRATIONS: WHERE PIPING PASSES THROUGH FIRE RATED FLOORS, WALLS, OR PARTITIONS, TI SHALL BE COMPLETELY SEALED WITH A FIRE STOP MATERIAL THAT IS U.L. LISTED (EQUAL TO DOW CORNINC ACCEPTED BY THE BUILDING DEPARTMENT AND FIRE DEPARTMENT AS BEING SUITABLE FOR THE SERVICE. R SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTRUCTIONS IN ORDER TO FIRE RATING OF THE PENETRATED WALL, FLOOR, OR PARTITION. INSTALLATION SHALL BE A THROUGH-PENET SYSTEM INSTALLED AS TESTED IN ACCORDANCE WITH ASTM E 814 AND UL 1479. THE FIRE RATING SHALL RATING OF THE BARRIER BEING PENETRATED. PLUMBING FIXTURE SCHEDULE: BFP-1 - BACKFLOW PREVENTER - EQUAL TO WILKINS MODEL # 975XL 1 -1/2 -IN. REDUCED PRESSURE PRINCIPAL BACKFLOW PREVENTER, WITH FULL PORT BALL VALVES. INSTALL MIN. 12 IN. AND MAX. 30 IN. ABOVE FLOOR. FCO - FLOOR CLEANOUT - EQUAL TO ZURN MODEL # Z1400 "LEVEL-TROL" ADJUSTABLE FLOOR CLEANOUT WITH POLISHED NICKEL -BRONZE TOP. OUTLET SIZE AND TYPE SHALL MATCH PLANS AND PIPING SYSTEM. ED - FLOOR DRAIN - EQUAL TO ZURN MODEL # Z -415-N, 4 -IN. NO -HUB OUTLET, 7 -IN. NICKEL -BRONZE STRAINER, AND ASSE 1072 INLINE TRAP SEALER EQUAL TO RECTORSEAL SURESEAL. COORDINATE EXACT LOCATION WITH THE ACTUAL LOW POINT OF THE FLOOR. HB - HOSE BIBB (EXTERIOR) - EQUAL TO ZURN MODEL # Z -1320-C, ENCASED, NON -FREEZE, ANTI -SIPHON, AUTOMATIC DRAINING. PROVIDE WITH 3/4 -IN. HOSE CONNECTION. RD -1 - ROOF DRAIN - EQUAL TO ZURN MODEL # Z-100, 15 -IN. DIAMETER, DURA -COATED CAST IRON BODY WITH COMBINATION MEMBRANE FLASHING CLAM/GRAVEL GUARD, UNDERDECK CLAMP, AND LOW SILHOUETTE POLY -DOME. PIPE OUTLET SIZES ARE SHOWN ON THE DRAWINGS. RD -2 - ROOF DRAIN (OVERFLOW) - SAME AS 'RD' EXCEPT WITH 2 -IN. HIGH EXTERNAL WATER DAM. WQ - WALL CLEANOUT - EQUAL TO ZURN MODEL # Z1440 WALL CLEANOUT WITH DURA -COATED CAST IRON BODY, GAS AND WATERTIGHT ABS TAPERED THREAD PLUG, AND MODEL # Z1469 ROUND SMOOTH TYPE 304 STAINLESS STEEL ACCESS COVER (4 -INCH DIAMETER) WITH SECURING SCREW. OUTLET SIZE AND TYPE SHALL MATCH PLANS AND PIPING SYSTEM. GRADE GATE VALVE WITH VALVE BOX BY SITE CONTRACTOR A� I r S}J 15" _ 1.50 _ FROM 1-1/2" METER OUTSIDE NOTE: REFER TO CIVIL DRAWINGS FOR CONTINUATION OF DOMESTIC WATER SERVICE. PRESSURE t GAUGE W/ I 2" CW SUPPLY COCK , LINE TO BLDG. DISTRIBUTION CV t 1.5" FULL - PORT BALL PRESSURE REDUCING VALVE, TYP. VALVE - 80 PSIG - WATER - BACKFLOW PREVENTER TIGHT BFP-1 SLEEVE 2" INDIRECT DRAIN W/ AIR GAP FITTING STRAINER SECURE PIPING TO BUILDING WITH UNISTRUT, PAINTED. WATER SERVICE ENTRANCE NTS E D.W.V. ISOMETRIC DIAGRAM NTS PLUMBING PIPING LEGEND REDUCING FITTING - PIPE REDUCES IN SIZE DOMESTIC WATER SERVICE SIZING FIXTURE SFU QTY SFU EACH TOTAL BAR SINK IN DIRECTION OF ARROW 4 BALL VALVE WITH MANUAL LEVER ACTUATOR - - dr-.-- - - STOP VALVE - - - 4 WHA - - - WATER HAMMER ARRESTOR HOSE BIBB SANITARY DRAIN PIPING S -------- V -------- SANITARY VENT PIPING -- -- C -- -- DOMESTIC COLD WATER PIPING ------- H ------- DOMESTIC HOT WATER PIPING - - -RC- - - RECIRCULATED HOT WATER PIPING 4 NATURAL GAS PIPING G - - - - S - - - - EXISTING SANITARY DRAIN PIPING - - - - - - - - V - - - - - - - - EXISTING SANITARY VENT PIPING - - - - - - - - C - - - - - - - - EXISTING DOMESTIC COLD WATER PIPING -------- H -------- EXISTING DOMESTIC HOT WATER PIPING ------ -•-•-RC------ - - - EXISTING RECIRCULATED HOT WATER PIPING -------- G -------- EXISTING NATURAL GAS PIPING --------CD-------- CONDENSATE PIPING ------ PIPE TURNING DOWN -------0 PIPE TURNING UP -----� FIXTURE CONNECTION POINT OF CONNECTION TO EXISTING (D) DEMOLISH (E) EXISTING TO REMAIN (R) RELOCATE (N) NEW DOMESTIC WATER SERVICE SIZING FIXTURE SFU QTY SFU EACH TOTAL BAR SINK 2 4 8 DISHWASHING MACHINE 1.4 4 5.6 HOSE BIBB 2.5+ 1 2.5 DRINKING FOUNTAIN (HI -LO) 0.5 4 2 KITCHEN SINK (PRIVATE) 2 4 8 LAVATORY (PUBLIC) 2 26 52 SERVICE SINK 3 4 12 SHOWER HEAD (PRIVATE) 1.4 2 2.8 WATER CLOSET (PRESSURE TANK) 2 26 52 TOTAL PEAK FLOW RATE (GPM) MINIMUM DISTRIBUTION PIPE SIZE MINIMUM TAP AND METER SIZE 144.9 53.6 2" 1-1/2" ARCHITECTURE PLANNING ■ INTERIOR DESIGN 1 543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 CHRISTOPHER MENGES +ENGINEERING, INC.];A0,.,, ■ Mechanical Consulting Engineers 6147 s. Windermere Way Littleton, Colorado 80120 720.333.6851 - www.mengeseng.com ppbottAa. \ CAA 0 1 c \in9 p'`v�yi� z 0 F- u z 0 V O RS, eR.A 36005, co X20 . ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYRIGHTED INFORMATION AND SHALL NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN CM CHECKED O O �1 00 ts.1�0 �-�- U O rrWnn V 1=0 Q O Q X LLJ _ RS, eR.A 36005, co X20 . ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYRIGHTED INFORMATION AND SHALL NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN CM CHECKED cm ISSUE 12.11.20 50% CD 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION REVISIONS m 02.1 5.21 PERMIT RESUB PLUMBING SPECIFICATIONS P1.1 PLUMBING KEYED NOTES (1) 6" SANITARY SEWER SERVICE. PROVIDE TWO-WAY CLEANOUT TO GRADE. SEE CML PLANS FOR CONTINUATION. 2) COORDINATE LOCATION OF FLOOR DRAIN WITH DOMESTIC WATER BACKFLOW PREVENTION ASSEMBLY. © 1-1/2" DOMESTIC WATER SERVICE TO 1-1/2" METER AND 1-1/2" TAP. SEE CML PLANS FOR CONTINUATION. ® PROVIDE 1-1/2" COLD WATER PIPING STUB WITH ISOLATION VALVE AND CAP FOR FUTURE CONNECTION. GENERAL NOTES 1. ALL WASTE PIPING TO BE SLOPED AT A MINIMUM OF 1/8" PER FOOT. 2. SHEET NOTES ARE TYPICAL AND MAY NOT BE USED ON ALL SHEETS. 3. INSTALL WATER PIPING ABOVE BOTTOM CHORD OF JOISTS. (:A:) - - - — - — - — - — - — - (�) -------------- C.s------------- *� -------------- D.8 L PLUMBING PLAN - NORTH P2.1 1 1 /16"=1'-0" ARCHITECTURE PLANNING ■ INTERIOR DESIGN II—N`�I 1 543 champa st. #200 ■ denver, co 80202 CHECKED [� U phone: 303.292.9107 ■ fax: 303.292.4297 12.11.20 50% CD 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION �I--{ CHRISTOPHER MENGES +ENGINEERING, INC. +� UMechanical Consulting Engineers 6147 S. Windermere Way Littleton, Colorado 110120 720.333.6851 - www.mengesengeseng.com w O f �ra�eSPbbottqUoc'd�w O U Cie z O U CieO �- �o ��-00 uv LU O " U Ci 0 -< w r*""CIO Q ry0 �--� Qs Q X C)s LLJ_ Q � � ■ vo REG, .QHER'p•. 36005 3,6_2p21 ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYRIGHTED INFORMATION AND SHALL NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN CM CHECKED CM ISSUE 12.11.20 50% CD 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION REVISIONS m 02.1 5.21 PERMIT RESUB PLUMBING PLAN - NORTH P2.1 PLUMBING KEYED NOTES (1) 6" SANITARY SEWER SERVICE. PROVIDE TWO—WAY CLEANOUT TO GRADE. SEE CML PLANS FOR CONTINUATION. 2) COORDINATE LOCATION OF FLOOR DRAIN WITH DOMESTIC WATER BACKFLOW PREVENTION ASSEMBLY. © 1-1/2" DOMESTIC WATER SERVICE TO 1-1/2" METER AND 1-1/2" TAP. SEE CML PLANS FOR CONTINUATION. ® PROVIDE 1-1/2" COLD WATER PIPING STUB WITH ISOLATION VALVE AND CAP FOR FUTURE CONNECTION. GENERAL NOTES 1. ALL WASTE PIPING TO BE SLOPED AT A MINIMUM OF 1/8" PER FOOT. 2. SHEET NOTES ARE TYPICAL AND MAY NOT BE USED ON ALL SHEETS. 3. INSTALL WATER PIPING ABOVE BOTTOM CHORD OF JOISTS. VA CL WIC z J 2 I = H NS ON O 0 I o FIRE DEPTr"jRD CONNECTI 8" 0 1 % SLOP 4" ® 1% SLOPE 4"RD 1 - — 7__I �— ----------------------------- ----- --- -- ----.1"C—_,—_— PROVIDE 4" I o WALL CLEANOUT AND 3" VTR ------------------- ----- 9 o o 8" 0 1% SLOPE 6"RD-11 1A 10 8" 0 1% SLOPE 6"RD-11 OVERR SCUPF __ _ _ _ _1"C_T_ _TYPII — I I I I I I I I I I ' ROOF AREA: 15,163 SF ROOF AREA: 12,406 SF ROOF AREA: 12,406 SF I3"/HR = 473 GPM 3"/HR = 387 GPM 3"/HR = 387 GPM I MIN. R.D. SIZE: 6"0 MIN. R.D. SIZE: 6"0 MIN. R.D. SIZE: 6"0 I I I I N � I I II I I I I K I I X I II I I I I I I I I I I I I I I I f I I II I I li I I I I I I I I I I I I II I I I I � I Y I I I I I I I I I _ _ _ _ _ — __1N�"C_�_ _ _ _ — —_ _ _ _ _ — I I ® II I I.E. = 8 FT BFF 10' I I I I I I I 6"S CO I I I I I I I I I I I I I I I I I I I I I I I I I I I D.g I I I I I I I I I I I I I I I I I I I I I ----(:C) PLUMBING PLAN - SOUTH P2.2 1 1/16''=F-0'' D.4 - — - — - — - — - - D.6 D.9 ARCHITECTURE PLANNING II—N`�I ■ INTERIOR DESIGN 1 543 champa st. #200 ■ denver, co 80202 [� phone: 303.292.9107 U ■ fax: 303.292.4297 �I--{ CHRISTOPHER MENGES +ENGINEERING, INC. +� UMechanical Consulting Engineers 6147 S. Windermere Way Littleton, Colorado 80120 720.333.6851 - www.mengesengeseng.com w O Pbbott es X43 CAA o Cie 0 U z 0 U Cie0 O MO W ts.1LU0 " U Ci w 0 -< r*""CIO Q 0 V1 Q` Q X C)s LLJ_ ■ QHER'p•. C 36005 �1�2021 t ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYRIGHTED INFORMATION AND SHALL NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN CM CHECKED C M ISSUE 12.11.20 50% CD 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION REVISIONS ® 03.19.21 ASI 1 PLUMBING PLAN -SOUTH P2.2 30F3 MECHANICAL SPECIFICATIONS: THE DRAWINGS INDICATE DIAGRAMMATICALLY THE EXTENT, GENERAL CHARACTER, AND LOCATION OF THE WORK INCLUDED. OFFSETS AND/OR CHANGES IN ELEVATION OF PIPING AND DUCTWORK DUE TO STRUCTURAL OR OTHER INTERFERENCES SHALL BE PROVIDED WITHOUT EXTRA COST. PROVIDE ALL LABOR, MATERIALS AND EQUIPMENT NECESSARY FOR THE INSTALLATION OF A COMPLETE AND OPERATING SYSTEM. PROVIDE CONTROL WIRING NECESSARY FOR THE OPERATION OF THE MECHANICAL SYSTEMS INDICATED ON THE MECHANICAL DRAWINGS. THIS SHALL INCLUDE, BUT NOT BE LIMITED TO, THERMOSTATS. ENTIRE NEW WORK INSTALLATION SHALL CONFORM WITH ALL APPLICABLE LAWS, CODES AND REGULATIONS OF MUNICIPAL, STATE AND FEDERAL AUTHORITIES INCLUDING: THE 2018 INTERNATIONAL BUILDING, MECHANICAL, ENERGY CONSERVATION, AND FUEL GAS CODES; ANY AND ALL LOCAL AMENDMENTS ADOPTED AND ENFORCED BY WHEAT RIDGE, COLORADO; ASME; ASTM; ASHRAE; SMACNA; AND NFPA. WHERE REQUIRED BY CODE, ALL WORK MUST BE INSPECTED AND APPROVED BY LOCAL AUTHORITIES. PRIOR TO FINAL ACCEPTANCE, FURNISH THE ARCHITECT/OWNER WITH CERTIFICATES OF INSPECTION AND APPROVALS BY LOCAL AUTHORITIES. THIS WORK SHALL BE PERFORMED IN A CLEAN AND PROFESSIONAL MANNER. CARE SHALL BE EXERCISED TO MINIMIZE INCONVENIENCE OR DISTURBANCE TO OTHER TRADES DURING CONSTRUCTION. ISOLATE WORK AREAS BY MEANS OF TEMPORARY PARTITIONS AND/OR TARPS TO KEEP DUST AND DEBRIS WITHIN THE CONSTRUCTION AREA. CLEAN THE JOB SITE DAILY AND REMOVE FROM THE PREMISES ANY DIRT AND DEBRIS CAUSED BY THE PERFORMANCE OF THE WORK INCLUDED IN THIS CONTRACT. VERIFY ALL DIMENSIONS, BUILDING CONDITIONS, AND BUILDING POWER, VOLTAGE, AND PHASE PRIOR TO ORDERING EQUIPMENT AND PROCEEDING WITH ANY WORK. THIS CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFEKEEPING OF HIS/HER OWN PROPERTY ON THE JOB SITE. THE OWNER OR TENANT ASSUMES NO RESPONSIBILITY FOR PROTECTION OF THIS CONTRACTOR'S PROPERTY AGAINST FIRE, THEFT, OR ENVIRONMENTAL CONDITIONS. THIS CONTRACTOR SHALL SECURE AND PAY ALL FEES AND PERMITS PERTAINING TO THIS CONTRACT, SHALL BE RESPONSIBLE FOR WORKER'S IDENTIFICATION AND BADGING, SAFETY, AND LIABILITY INSURANCE. PROVIDE BARRICADES, WARNING SIGNS, AND TRASH REMOVAL FOR THE SAFETY OF THE WORKERS UNDER THIS CONTRACTOR'S EMPLOY. SYSTEM, MATERIAL, AND WORKMANSHIP SHALL BE GUARANTEED FOR A PERIOD OF ONE YEAR AFTER THE COMPLETION AND ACCEPTANCE. REPLACE ALL DEFECTIVE WORKMANSHIP, EQUIPMENT AND MATERIALS WITHOUT ADDITIONAL CHARGES, INCLUDING REFRIGERANT THAT IS LOST DURING RELATED REPAIRS. EQUIPMENT MAY BE SUBSTITUTED BY PRODUCTS AVAILABLE FROM ALTERNATE MANUFACTURERS, IF ADEQUATE MANUFACTURER'S CATALOG DATA IS SUPPLIED TO THE ENGINEER AND IS DEEMED BY THE ENGINEER AS AN ACCEPTABLE "EQUAL" TO THE PRODUCT OR EQUIPMENT AS SPECIFIED ON THE DRAWINGS. DO NOT ORDER ANY SUBSTITUTED EQUIPMENT WITHOUT APPROVAL FROM THE ENGINEER. SUBMITTALS: SUBMIT ELECTRONIC COPY IN ADOBE PDF FORMAT OF SHOP DRAWINGS, CONTROL DIAGRAMS, AND EQUIPMENT CUTS TO THE MECHANICAL ENGINEER FOR APPROVAL PRIOR TO STARTING RELATED WORK. UPON COMPLETION OF CONSTRUCTION, SUPPLY THE MECHANICAL ENGINEER WITH ONE COMPLETE SET OF FULL SIZE AS -BUILT DRAWINGS. PROVIDE THE OWNER WITH ELECTRONIC COPY AND ONE (1) HARD BOUND COPY OF OPERATION AND MAINTENANCE MANUALS FOR EACH TYPE OF EQUIPMENT INSTALLED. THIS CONTRACTOR SHALL ASSUME ALL ADDED EXPENSES TO ALL TRADES ASSOCIATED WITH THE INSTALLATION OF SUBMITTED AND APPROVED ALTERNATE EQUIPMENT. SUBMIT THE TESTING, ADJUSTING, AND BALANCING REPORT TO THE MECHANICAL ENGINEER AND BUILDING OFFICIAL AS PART OF THE PROJECT CLOSEOUT. MATERIALS AND METHODS: PROVIDE ALL DAMPER CONTROL HANDLES, ELECTRIC CONTROLS, AIR CONTROLS, MECHANICAL EQUIPMENT, AND OTHER APPARATUS THAT MUST BE PROVIDED IN AN INACCESSIBLE LOCATION WITH SUITABLE ACCESS DOORS OR COVERS IN A FRAMED OPENING, WHICH WILL PERMIT PROPER OPERATION AND SERVICING. PROVIDE AND INSTALL APPROVED FIRE AND/OR SMOKE DAMPERS AND ACCESS PANELS IN ANY AND ALL DUCTWORK THAT PENETRATES A HORIZONTAL OR VERTICAL FIRE AND/OR SMOKE RATED PARTITION, OR AS OTHERWISE INDICATED ON THE DRAWINGS. ACCESS DOORS SHALL BE GASKETED AND SHALL BE LARGE ENOUGH TO RESET THE FIRE DAMPER AND REPLACE THE LINK. WHERE CONDUIT, CABLES, DUCTWORK OR PIPING PASSES THROUGH FIRE RATED FLOORS, WALLS, OR PARTITIONS, THE SLEEVES SHALL BE COMPLETELY SEALED WITH A FIRE STOP MATERIAL THAT IS U.L. LISTED (EQUAL TO DOW CORNING) AND ACCEPTED BY THE BUILDING DEPARTMENT AND FIRE DEPARTMENT AS BEING SUITABLE FOR THE SERVICE. THIS MATERIAL SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTRUCTIONS IN ORDER TO MAINTAIN THE FIRE RATING OF THE PENETRATED WALL, FLOOR, OR PARTITION. INSTALLATION SHALL BE A THROUGH -PENETRATION FIRESTOP SYSTEM INSTALLED AS TESTED IN ACCORDANCE WITH ASTM E 814 AND UL 1479. THE FIRE RATING SHALL MATCH THE RATING OF THE BARRIER BEING PENETRATED. ALL EQUIPMENT AND DEVICES SHALL BE INSTALLED IN STRICT COMPLIANCE WITH THE MANUFACTURER'S PUBLISHED INSTRUCTIONS AND SHALL PROVIDE EXTRA MATERIALS REQUIRED FOR A PROPER INSTALLATION. MECHANICAL DUCTWORK AND VENTING: METAL B -VENT SHALL BE EQUAL TO SELKIRK METALBESTOS MODEL J DF TYPE B GAS VENT. PROVIDE 1 INCH CLEARANCE TO COMBUSTIBLE MATERIALS. FIRE STOP PENETRATIONS IN FLOORS, WALLS, AND CEILINGS. SUPPORT LATERAL RUNS EVERY 5 FT. PROVIDE CONE, FLASHING, AND STORM COLLAR AT ROOF PENETRATION. TERMINATE WITH LISTED VENT CAP, MINIMUM 3 FT. ABOVE ROOF AND 2 FT. ABOVE ANY PORTION OF ROOF WITHIN 10 FT. AND MINIMUM 3 FT. ABOVE ANY AIR INTAKES WITHIN 10 FT. NATURAL GAS PIPING: PROVIDE SHUT-OFF VALVE DOWNSTREAM OF AND AS CLOSE AS PRACTICAL TO EACH GAS METER. PROVIDE SCHEDULE 40 BLACK IRON PIPE WITH MALLEABLE IRON FITTINGS. PIPING 2" AND UNDER SHALL HAVE SCREWED FITTINGS, 2 1/2- AND LARGER. AND ALL CONCEALED GAS PIPING SHALL BE WELDED. VALVES UP TO 2" SHALL BE BRASS. PROVIDE DIRT LEG, SHUT-OFF VALVE, PRESSURE REDUCING VALVE, AND UNION AT EACH APPLIANCE CONNECTION. UNDERGROUND PIPING SHALL BE PROTECTED AGAINST CORROSION. PIPING OUTDOORS SHALL BE PAINTED WITH TWO COATS OF EXTERIOR ENAMEL. COLOR TO MATCH BUILDING, OR AS DIRECTED BY ARCHITECT. PIPING LOCATED INDOORS SHALL BE SUPPORTED WITH HANGERS, ANCHORS AND SUPPORTS DESIGNED TO CARRY THE LOAD OF THE PIPE FULL OF INTENDED FLUID, AND SHALL RESIST GALVANIC ACTION. SECURE UPPER ATTACHMENTS TO STRUCTURE. DO NOT SUPPORT FROM THE ROOF DECK. PIPING LOCATED OUTDOORS ABOVE THE ROOF SHALL BE SUPPORTED RE: DETAILS ON THE DRAWINGS. SUPPORT INTERVALS SHALL BE AS FOLLOWS: NATURAL GAS PIPING (SCH. 40 STEEL, HORIZONTAL PIPING): 1/2 -IN. MAX. 6 FT. 3/4 -IN. OR 1 -IN. MAX. 8 FT. 1 -1/4 -IN. OR LARGER MAX. 10 FT. GAS FIRED UNIT HEATER SCHEDULE SYMBOL MANUFACTURER AND FAN TYPE VENT TYPE VENT SIZE HEATING HEATING AIRFLOW CFM MOTOR DATA NOTES AMPS MODEL NO. NOTES (720) 333-6851 (IN.) INPUT OUTPUT POWER VOLTS PHASE MOTOR TYPE UH -1 - 12 REZNOR UDAP-400 PROP. B -VENT 1 6 400 275 1 5,123 1/2 HP 115 1 ENCLOSED 1-6 1. DISCONNECT SWITCH 2. CEILING MOUNTED 3. HIGH LIMIT SWITCH 4. AUTO FAN RELAY 5. INSTALL PER MANUFACTURER'S RECOMMENDATIONS 6. VERIFY VOLTAGE, PHASE, AND HP PRIOR TO ORDERING ELECTRIC HEATER SCHEDULE (EWH) SYMBOL MFG MODEL NO TYPE HEAT BTU HEAT WATTS AIRFLOW CFM VOLTAGE PHASE AMPS DIM (IN) NOTES (720) 333-6851 EWH-1, 2 BERKO I FRC4024 WALL HTR 10,239 3000 - 208 1 14.4 15-25/32 W x 19-3/16 H x 3-13/16 D 1-4 lighting allowance calculations. 1. INTEGRAL HEATING ONLY THERMOSTAT 2. VERIFY VOLTAGE AND PHASE 3. THERMAL CUTOUT, FAN DELAY, AND DISCONNECT SWITCH 4. MOUNT ON WALL, DO NOT RECESS IN FIRE RATED WALL U COMcheck Software Version 4.1.1.0 Mechanical Compliance Certificate Project Information Energy Code: Project Title: Location: Climate Zone: Project Type: 2018 IECC AXIS 70 WEST Wheat Ridge, Colorado 5b New Construction Construction Site: Owner/Agent: Designer/Contractor: 4990 PARFET ST CHRISTOPHER MENGES PE WHEAT RIDGE, CO 80033 CHRISTOPHER MENGES ENGINEERING INC Additional Efficiency Package(s) 6147 S WINDERMERE WAY LITTLETON, CO 80120 (720) 333-6851 Reduced interior lighting power. Requirements are implicitly enforced within interior lighting allowance calculations. Mechanical Systems List Quantity System Type & Description 12 Gas Unit Heaters UH -1 - 12 (Single Zone): Heating: 1 each - Unit Heater, Gas, Capacity = 400 kBtu/h Proposed Efficiency = 83.00% Ec, Required Efficiency: 80.00 % Ec Fan System: None 2 Electric Heaters EWH-1 & 2 (Single Zone): Heating: 1 each - Unit Heater, Electric, Capacity = 10 kBtu/h No minimum efficiency requirement applies Fan System: None Mechanical Compliance Statement Compliance Statement: The proposed mechanical design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed mechanical systems have been designed to meet the 2018 IECC requirements in COMcheck Version 4.1.1.0 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. CHRISTOPHER MENGES, P.E. - PRESIDENT 1-5-2021 Name - Title Signature Date Project Title: AXIS 70 WEST Data filename: G:\CME\Projects\2020\201015 - Grey Wolf - Axis 70 W\Axis70.cck Report date: 01/05/21 Page 1 of 9 NOTE: MP REGULATOR INSTALLATION SHALL COMPLY WITH THE 2018 IFGC, CHAPTER 4. GAS PRESSURE REGULATOR 2 PSIG - 7" W.G. TEE W/ PLUG FOR TAKING PRESSURE MEASUREMENTS, GAS MAIN TYP. OF (2) F I GAS-FIRED I MIN. 10 UNIT HEATER yGAS PIPE DIAMETERS L_____MANUAL COCK, TYP. 6" DEEP DIELECTRIC DIRT LEG UNION GAS CONNECTION DETAIL MI.] NTS W l� U w h+i U i4 O I ARCHITECTURE PLANNING ■ INTERIOR DESIGN 1 543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 CHRISTOPHER MENGES ENGINEERING, INC.+ Mechanical Consulting Engineers 6147 S. Windermere Way Littleton, Colorado 80120 720.333.6851 - www.mengeseng.com UrarOb ppbott A% %_ f CAA .o � W 3 C'7 C'7 O Co z 0 04 O 0 REI :R p ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYRIGHTED INFORMATION AND SHALL NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN CM CHECKED CM ISSUE 12.11.20 50% CD 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION REVISIONS MECHANICAL SPECIFICATIONS M1.1 MECHANICAL KEYED NOTES 01 PROVIDE 6"0 TYPE "B" VENT THROUGH ROOF, SEE SPECIFICATIONS ON SHEET M1.1. PROVIDE GAS PRESSURE REGULATOR (2 PSIG TO 7VC) AND GAS SHUT-OFF VALVE. SEE GAS CONNECTION DETAIL ON SHEET M1.1. © NEW GAS METER BY XCEL ENERGY. MAINTAIN MIN. 3 FEET TO ADJACENT DOORS. PROVIDE 2 PSIG METERING PRESSURE. TOTAL CONNECTED LOAD OF 4,800 MBH. TOTAL DEVELOPED LENGTH NOT TO EXCEED 450 LF. (:A:)-- - - - GENERAL NOTES 1. ALL GAS PIPING TO BE ROUTED ABOVE BOTTOM CHORD OF JOISTS. 2. SHEET NOTES ARE TYPICAL AND MAY NOT BE USED ON ALL SHEETS. 3. ALL EQUIPMENT TO BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. MAINTAIN ALL REQUIRED CLEARANCES. (�) -------------- C.s D.8 L-- - - - - - - - - - - - - - -- - - - - - - - - - - - - - - T - i I MECHANICAL PLAN - NORTH M2.1 1 1 /16"=1'-0" I N BE U U w O I �Ij ARCHITECTURE PLANNING ■ INTERIOR DESIGN 1 543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 CHRISTOPHER MENGES +ENGINEERING, INC.];44%, Mechanical Consulting Engineers 6147 S. Windermere Way Littleton, Colorado 80120 720.333.6851 - www.mengeseng.com SPyboM Grx CAA �O g aa. RE QHER p..� 36005 3'e -2p21 ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYRIGHTED INFORMATION AND SHALL NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 �- M M CHECKED �o ISSUE ��-00 12.11.20 50% CD uv LU O FOR CONSTRUCTION " Ci U 0 -< w r*"" CIO Q ry0 �--� Qs Q X _ Q � � ■ aa. RE QHER p..� 36005 3'e -2p21 ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYRIGHTED INFORMATION AND SHALL NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN M M CHECKED C M ISSUE 12.11.20 50% CD 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION REVISIONS MECHANICAL PLAN - NORTH M2.1 MECHANICAL KEYED NOTES 01 PROVIDE 6"0 TYPE "B" VENT THROUGH ROOF, SEE SPECIFICATIONS ON SHEET M1.1. PROVIDE GAS PRESSURE REGULATOR (2 PSIG TO 7VC) AND GAS SHUT—OFF VALVE. SEE GAS CONNECTION DETAIL ON SHEET M1.1. © NEW GAS METER BY XCEL ENERGY. MAINTAIN MIN. 3 FEET TO ADJACENT DOORS. PROVIDE 2 PSIG METERING PRESSURE. TOTAL CONNECTED LOAD OF 4,800 MBH. TOTAL DEVELOPED LENGTH NOT TO EXCEED 450 LF. GENERAL NOTES 1. ALL GAS PIPING TO BE ROUTED ABOVE BOTTOM CHORD OF JOISTS. 2. SHEET NOTES ARE TYPICAL AND MAY NOT BE USED ON ALL SHEETS. 3. ALL EQUIPMENT TO BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. MAINTAIN ALL REQUIRED CLEARANCES. i I MECHANICAL PLAN - SOUTH M2.2 1 1/16''=F-0'' I N ---------- (�) D.4 D.6 D.9 BE U U w i �Ij ARCHITECTURE PLANNING ■ INTERIOR DESIGN 1 543 champa st. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 CHRISTOPHER MENGES +ENGINEERING, INC.];44%, Mechanical Consulting Engineers 6147 S. Windermere Way Littleton, Colorado 80120 720.333.6851 - www.mengeseng.com ao RE .QHER'p•. 36005 3'e -2p21 ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYRIGHTED INFORMATION AND SHALL NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 �- M M CHECKED �o ISSUE ��-00 12.11.20 50% CD uv LU O FOR CONSTRUCTION " Ci U 0 -< w r*"" CIO Q ry0 �--� Qs Q X _ Q � ■ ao RE .QHER'p•. 36005 3'e -2p21 ALL DRAWN AND WRITTEN INFORMATION APPEARING HEREIN IS COPYRIGHTED INFORMATION AND SHALL NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE DUPLICATED WITHOUT THE WRITTEN CONSENT OF GREY WOLF ARCHITECTURE PROJECT NUMBER 19-509 DRAWN M M CHECKED C M ISSUE 12.11.20 50% CD 01.06.21 PERMIT 03.09.21 FOR CONSTRUCTION REVISIONS MECHANICAL PLAN -SOUTH M2.2 30F3 W -ON 015TRIBUTION AND RAGEWAY = MAIN DISTRIBUTION CENTER (MDG) a SURFAGE MTD PANELBOARD Irw REGE55ED PANELBOARD TRANSFORMER ------ "0 BRANCH CIRCUIT HOMERUN FIRE ALARM DMm FIRE ALARM CONTROL PANEL ® FIRE ALARM ANNUNGIATOR/&RAPHIG MAP ® FIRE ALARM REMOTE POWER SUPPLY CONTROL MODULE ® MONITOR MODULE MANUAL PULLDOWN STATION WALL MOUNTED ADA STROBE ❑m ADA HORN OR SPEAKER WITH STROBE ❑* MINI HORN / STROBE *44 ELEGTROMA6NETIG DOOR HOLD OPEN MM SPRINKLER FLOW SWITCH ® SPRINKLER TAMPER 5WITG4 •T THERMAL DETECTOR • s PHOTOELECTRIC SMOKE DETECTOR DUCT SMOKE DETECTOR, SUPPLY OR RETURN 0 REMOTE INDICATING, LIGHT (TEST SWITCH) i ♦T5 Q 120V. MOTORIZED SMOKE DAMPER VRA RESCUE ASSISTANCE PHONE VF FIRE FIGHTERS PHONE JACK 3w� •. .3T TO CENTER 8'-O" TO GEN T-4" 5'-4" I 5'-0" A J POWER PANEL, FIRE ALARM PANEL, OR MASTER CLOCK INS ao 100 W Vi s Ac k k AC 3'-e" (SEE NOTE 5) TO -- I. -ba `YY NOTES, I. WHERE MULTIPLE LINE VOLTAGE DEVICES ARE SHOWN ADJACENT TO EACH OTHER, THEY ARE ALL TO SHARE THE SAME JUNCTION BOX, UP TO FOUR GAN65. 2. WHERE MORE THAN FOUR DEVICES ARE SHOWN ADJACENT TO EACH OTHER, DEVICES ARE TO STACK VERTICALLY ABOVE ONE ANOTHER IN TWO ROWS IN AS SMALL OF &ANG, BOXES A5 POSSIBLE. I.E. SIX DEVICES WILL USE TWO THREE &AN& BOXES, FIVE DEVICES WILL USE ONE THREE GANG, AND ONE TWO 6AN6 BOX. 3. SEPARATELY &AN6ED DEVICES ARE NOT ALLOWED TO BE INSTALLED ADJACENT TO ONE ANOTHER HORIZONTALLY WITHIN THE SAME 5TUD BAY. 4. AUDIBLENISUAL FIRE ALARM DEVICES 5HIOWN ARE TO BE MOUNTED AT q0" OR 6" BELOW CEILING, WHICHEVER 15 LOWER. ADA 5TROBE5 TO BE MOUNTED AT 80" APF OR 6• BELOW GEILIN6, WHICHEVER 15 LOWER. 5. THE E.G. SHALL REFER TO INTERIOR DE516N ELEVATIONS TO COORDINATE ALL COUNTER HEIGHTS. ALL "AC" DEVICES SHALL HAVE BOTTOM OF BACK -BOX MOUNTED 4" ABOVE THE BACK/SIDE SPLASH. 1 I MOUNTING HEIGHTS DETAIL EO.0 SCALE[ N.T.S. A AG AFF AFS AHJ AIG ATS BFF G GAN GB GT DISC DW DWG(S) (FJ EG EF (IW EM EPO EWG F FLA 6 6G GO OR 6FP HP OF 16 15C KVA KW LTG MGA MGB MDP MDF MLO MT5 MW NG NL NO OAE OH P PART PH, m PNL RCPT REF (RU SPD UG UG, UON V W WG, WP XFMR ABBREVIATION5 AND 5YM13OL5 AMPERE(5) ABOVE COUNTER ABOVE FINISHED FLOOR ABOVE FINISHED GRADE AUTHORITY HAVING JURISDICTION AMPERES INTERRUPTING CAPACITY AUTOMATIC TRANSFER SWITCH BELOW FINISHED FLOOR CONDUIT GABLE TELEVISION CIRCUIT BREAKER CURRENT SER DISCONNECT DISHWASHER DRAWINGS) EXISTING TO REMAIN ELECTRICAL GONTRAGTOR EXHAUST FAN EXISTING TO BE RELOCATED EMERGENCY EMERSENGY POWER OFF ELECTRIC WATER COOLER FUSE FULL LOAD AMPS GROUND GENERAL CONTRACTOR GARBAGE DISPOSAL GROUND FAULT CIRCUIT INTERRUPTER 6ROUND FAULT PROTECTION HORSEPOWER INTERMEDIATE DISTRIBUTION FACILITY ISOLATED GROUND SHORT CIRCUIT CURRENT KILOVOLT AMPERE(5) KILOWATTS) LIGHTING MINIMUM CIRCUIT AMPERES) MAIN CIRCUIT BREAKER MAIN DISTRIBUTION CENTER MAIN DISTRIBUTION FACILITY MAIN LUGS ONLY MANUAL TRANSFER SWITCH MICROWAVE NORMALLY CLOSED NIGHT LIGHT - SEE GENERAL NOTES NORMALLY OPEN OR APPROVED EQUAL OVERHEAD POLE PARTIAL CIRCUIT PHASE PANEL REMOVED, EXISTING TO BE REMOVED RECEPTACLE REFRIGERATOR RELOCATED LOCATION SURGE PROTECTION DEVICE UNDER COUNTER/GABINET UNDERGROUND UNLESS OTHERWISE NOTED VOLT(S) WATTS) OR WIRE WIRE GUARD WEATHERPROOF TRANSFORMER POOL EQUIPMENT SCHEDULE NOTATION KITCHEN EQUIPMENT SCHEDULE NOTATION MECHANICAL EQUIPMENT SCHEDULE NOTATION DETAIL NOTE DELTA REVISION NOTE ELECTRICAL WIRE SIZE LIGHTING CONTROLS SEQUENCE OF OPERATION I L16HTIN6 FIXIURE5 I A CONDUIT CONGEALED IN FLOOR OR a UNDERGROUND ® CONDUIT EXPOSED OR CONGEALED IN WALL OR GEILIN& O RACEWAY UP • RACEWAY DOWN ® GAPPED CONDUIT 0 3 CURRENT TRANSFORMER DOWNLI6HT LUMINAIRE CIRCUIT BREAKER SWITCH \0 FUSED SWITCH I I I-- 6ROUNDIN6 ELECTRODE CONDUCTOR ❑M METER LUMINAIRE GROUND FAULT PROTECTION FIRE ALARM DMm FIRE ALARM CONTROL PANEL ® FIRE ALARM ANNUNGIATOR/&RAPHIG MAP ® FIRE ALARM REMOTE POWER SUPPLY CONTROL MODULE ® MONITOR MODULE MANUAL PULLDOWN STATION WALL MOUNTED ADA STROBE ❑m ADA HORN OR SPEAKER WITH STROBE ❑* MINI HORN / STROBE *44 ELEGTROMA6NETIG DOOR HOLD OPEN MM SPRINKLER FLOW SWITCH ® SPRINKLER TAMPER 5WITG4 •T THERMAL DETECTOR • s PHOTOELECTRIC SMOKE DETECTOR DUCT SMOKE DETECTOR, SUPPLY OR RETURN 0 REMOTE INDICATING, LIGHT (TEST SWITCH) i ♦T5 Q 120V. MOTORIZED SMOKE DAMPER VRA RESCUE ASSISTANCE PHONE VF FIRE FIGHTERS PHONE JACK 3w� •. .3T TO CENTER 8'-O" TO GEN T-4" 5'-4" I 5'-0" A J POWER PANEL, FIRE ALARM PANEL, OR MASTER CLOCK INS ao 100 W Vi s Ac k k AC 3'-e" (SEE NOTE 5) TO -- I. -ba `YY NOTES, I. WHERE MULTIPLE LINE VOLTAGE DEVICES ARE SHOWN ADJACENT TO EACH OTHER, THEY ARE ALL TO SHARE THE SAME JUNCTION BOX, UP TO FOUR GAN65. 2. WHERE MORE THAN FOUR DEVICES ARE SHOWN ADJACENT TO EACH OTHER, DEVICES ARE TO STACK VERTICALLY ABOVE ONE ANOTHER IN TWO ROWS IN AS SMALL OF &ANG, BOXES A5 POSSIBLE. I.E. SIX DEVICES WILL USE TWO THREE &AN& BOXES, FIVE DEVICES WILL USE ONE THREE GANG, AND ONE TWO 6AN6 BOX. 3. SEPARATELY &AN6ED DEVICES ARE NOT ALLOWED TO BE INSTALLED ADJACENT TO ONE ANOTHER HORIZONTALLY WITHIN THE SAME 5TUD BAY. 4. AUDIBLENISUAL FIRE ALARM DEVICES 5HIOWN ARE TO BE MOUNTED AT q0" OR 6" BELOW CEILING, WHICHEVER 15 LOWER. ADA 5TROBE5 TO BE MOUNTED AT 80" APF OR 6• BELOW GEILIN6, WHICHEVER 15 LOWER. 5. THE E.G. SHALL REFER TO INTERIOR DE516N ELEVATIONS TO COORDINATE ALL COUNTER HEIGHTS. ALL "AC" DEVICES SHALL HAVE BOTTOM OF BACK -BOX MOUNTED 4" ABOVE THE BACK/SIDE SPLASH. 1 I MOUNTING HEIGHTS DETAIL EO.0 SCALE[ N.T.S. A AG AFF AFS AHJ AIG ATS BFF G GAN GB GT DISC DW DWG(S) (FJ EG EF (IW EM EPO EWG F FLA 6 6G GO OR 6FP HP OF 16 15C KVA KW LTG MGA MGB MDP MDF MLO MT5 MW NG NL NO OAE OH P PART PH, m PNL RCPT REF (RU SPD UG UG, UON V W WG, WP XFMR ABBREVIATION5 AND 5YM13OL5 AMPERE(5) ABOVE COUNTER ABOVE FINISHED FLOOR ABOVE FINISHED GRADE AUTHORITY HAVING JURISDICTION AMPERES INTERRUPTING CAPACITY AUTOMATIC TRANSFER SWITCH BELOW FINISHED FLOOR CONDUIT GABLE TELEVISION CIRCUIT BREAKER CURRENT SER DISCONNECT DISHWASHER DRAWINGS) EXISTING TO REMAIN ELECTRICAL GONTRAGTOR EXHAUST FAN EXISTING TO BE RELOCATED EMERGENCY EMERSENGY POWER OFF ELECTRIC WATER COOLER FUSE FULL LOAD AMPS GROUND GENERAL CONTRACTOR GARBAGE DISPOSAL GROUND FAULT CIRCUIT INTERRUPTER 6ROUND FAULT PROTECTION HORSEPOWER INTERMEDIATE DISTRIBUTION FACILITY ISOLATED GROUND SHORT CIRCUIT CURRENT KILOVOLT AMPERE(5) KILOWATTS) LIGHTING MINIMUM CIRCUIT AMPERES) MAIN CIRCUIT BREAKER MAIN DISTRIBUTION CENTER MAIN DISTRIBUTION FACILITY MAIN LUGS ONLY MANUAL TRANSFER SWITCH MICROWAVE NORMALLY CLOSED NIGHT LIGHT - SEE GENERAL NOTES NORMALLY OPEN OR APPROVED EQUAL OVERHEAD POLE PARTIAL CIRCUIT PHASE PANEL REMOVED, EXISTING TO BE REMOVED RECEPTACLE REFRIGERATOR RELOCATED LOCATION SURGE PROTECTION DEVICE UNDER COUNTER/GABINET UNDERGROUND UNLESS OTHERWISE NOTED VOLT(S) WATTS) OR WIRE WIRE GUARD WEATHERPROOF TRANSFORMER POOL EQUIPMENT SCHEDULE NOTATION KITCHEN EQUIPMENT SCHEDULE NOTATION MECHANICAL EQUIPMENT SCHEDULE NOTATION DETAIL NOTE DELTA REVISION NOTE ELECTRICAL WIRE SIZE LIGHTING CONTROLS SEQUENCE OF OPERATION I L16HTIN6 FIXIURE5 I A LUMINAIRE TYPE, REFERENCING LUMINAIRE a SCHEDULE, TYPICAL ALL FIXTURES. ® SUBSCRIPT, IF SHOWN, REFERENCES WALL SWITCH OR RELAY/ZONE CONTROL. 4 WALL MOUNTED LUMINAIRE O 5URFAGE OR PENDANT MOUNTED ® LUMINAIRE 0 RECESSED LUMINAIRE 0 ❑ DOWNLI6HT LUMINAIRE ® SURFACE CEILING LUMINAIRE ID PENDANT LUMINAIRE Q ARROW INDICATES DIRECTIONAL 10 LUMINAIRE ■ MONOPOINT LUMINAIRE OQD SURFACE OR PENDANT TRACK LUMINAIRE • • REFER TO FIXTURE SCHEDULE FOR HEAD ❑-J QTY. OJ LED TAPE LUMINAIRE ® FESTOON LI6HTIN6 0 0 0 0 0 RECESSED MULTI -HEAD LUMINAIRE ® FLOOR OR TABLE LAMP T EXIT LUMINAIRE - 5HADED INDICATES Q FACE/ DIRECTIONAL ARROW5 AS SHOWN. p BATTERY PACK EMERGENCY LUMINAIRE 0 HATCH INDICATES EMERGENCY LUMINAIRE O PORCELAIN KEYLESS LAMP HOLDER 8 STEP LIGHT TYPE LUMINAIRE 1616 IN -GRADE UPLISHT ® BOLLARD OR P05T TOP LUMINAIRE %nr❑ EXTERIOR AREA LIGHT WIRIN6 DEVICES :0 DUPLEX RECEPTACLE 0 FOUR FLEX RECEPTACLE ® SINGLE REGEPTAGLE COMBO REGEPTAGLE/SWITGH SWITCHED DUPLEX RECEPTACLE ®x SPECIAL PURPOSE RECEPTACLE ® FLOOR MOUNTED SPECIAL PURPOSE 0 RECEPTACLE ® ® FLOOR MOUNTED RECEPTACLE DUPLEX/QUAD M-SR� SURFACE RACEWAY ID CLOCK RECEPTACLE 0 JUNCTION BOX 10 WALL MOUNTED J -BOX FLOOR MOUNTED JUNCTION BOX n MOLDED CASE CIRCUIT BREAKER IN • • ENCLOSURE ❑-J NON-FUSED DISCONNECT SWITCH OJ FUSED 015GONNEGT 5WITGH ® MA6NETIG CONTROLLER (5TARTER) COMBINATION STARTER/DISC.ONNEGT SWITCH MOTOR O RELAY Q TIME GLOGK ® PHOTOCELL $TO THERMAL OVERLOAD SWITCH I SINGLE POLE SWITCH 13 3 -WAY 5WITG4 14 4 -WAY SWITCH TK KEY OPERATED SWITCH to DIMMER 5WITG4 IDOOR RE-CE55ED DOOR SWITCH 0 LIiSHTIN6 CONTROL DEVICE. REFER TO DETAILS FOR CONTROL INTENT. 5Y5TEM5 ELEGTRIGAL GENERAL NOTES I. THE CONTRACTOR SHALL PROVIDE ALL LABOR AND MATERIAL NECESSARY FOR A COMPLETE AND FUNGTIONIN6 ELECTRICAL SYSTEM. 2. MATERIALS AND INSTALLATION SHALL COMPLY WITH CODES, LAW5 AND ORDINANCES OF FEDERAL, STATE AND LOCAL GOVERNING, BODIES HAVING, JURISDICTION. 3. MATERIALS AND EQUIPMENT SHALL BE LISTED AND/OR LABELED BY UL., ETL, 05A OR ANOTHER REC06NIZED TESTING LAB. ALL WORK REQUIRED FOR THE INSTALLATION AS SHOWN ON DRAWIN65 INGLUDIN6 LABOR, EQUIPMENT AND MATERIALS SHALL BE IN STRICT COMPLIANCE WITH THE BUILDING, STANDARDS, EXCEPT AS NOTED OTHERWISE. 5. THE CONTRAGTOR SHALL SECURE AND PAY FOR ALL PERMITS, 60VERNMENTAL FEES, TAXES AND LICENSES NEGE55ARY FOR THE PROPER EXECUTION AND COMPLETION OF THE ELECTRICAL WORK. b. THE CONTRACTOR SHALL PREPARE AND SUBMIT TO GOVERNMENTAL AGENCIES AND UTILITY COMPANIES SHOP DRAWINGS, WHICH ARE REQUIRED BY THESE AGENCIES, FOR THEIR APPROVAL. T THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER/OWNER OF ANY MATERIALS OR APPARATUS BELIEVED TO BE INADEQUATE, UNSUITABLE, IN VIOLATION OF LAWS, ORDINANCES, RULES OR REGULATIONS OF AUTHORITIES HAVING, JURISDICTION. 8. FOR ALL JOBS THAT INCLUDE DEMOLITION WORK BY THE F1 TRIGAL CONTRACTOR, DURING, AND AFTER DEMOLITION, EG SHALL MAINTAIN CIRCUIT CONTINUITY TO ALL EXISTING DEVICES THAT ARE TO REMAIN. EG SHALL REMOVE, RELOCATE, AND/OR REWORK ANY CONDUIT AND WIRING TO FACILITATE THE NEW CONSTRUCTION SCOPE OF WORK. FOR ALL LUMINAIRES THAT ARE EXISTING TO REMAIN OR EXI5TIN6 TO BE RELOCATED, EG SHALL GLEAN LENSES AND REPLACE ALL EXTIN6UISHED LAMPS, UON. q. THE CONTRACTOR SHALL CAREFULLY EXAMINE THE CONTRACT DOCUMENTS, VISIT THE SITE, AND THOROUGHLY BECOME FAMILIAR WITH THE BUILDING, 5TANDARD5 AND LOCAL CONDITIONS RELATING TO THE WORK. FAILURE TO DO 50 WILL NOT RELIEVE THE CONTRACTOR OF THE OBLIGATIONS OF THE CONTRACT. 10. ALL MATERIALS, AND EQUIPMENT SHALL BE ERECTED, INSTALLED, CONNECTED, GLEANED, ADJUSTED, TESTED, CONDITIONED, AND PLACED IN SERVICE IN ACCORDANCE WITH THE MANUFACTURERS DIRECTIONS AND RECOMMENDATIONS. II. ALL GUTTIN6, DRILLING, AND PATGHIN6 OF MASONRY, STEEL OR IRON WORK BELON61N6 TO THE BUILDING MUST BE DONE BY THIS CONTRACTOR IN ORDER THAT HIS WORK MAY BE PROPERLY INSTALLED, BUT UNDER NO GONDITION5 MAY STRUCTURAL WORK BE GUT, EXCEPT AT THE DIRECTION OF THE ARCHITECT-DE516NER OR THEIR REPRESENTATIVE. 12. E.G. 15 TO REFER TO ARCHITECTURAL PLANS AND 5PECIFIGATION5 FOR ALL FIRE RATED PENETRATION INSTALLATION REQUIREMENTS. E.G. 15 TO NOTIFY ENGINEER AND ARCHITECT PRIOR TO INSTALLING ANY FIXTURES WITHIN A FIRE RATED GEILIN6 OR WALL. FIRE RATIN& MUST BE MAINTAINED FOR TH15 TYPE OF INSTALLATION WITH DRYWALL TENTING. 13. SUBMIT (3) COPIES OF THE FOLLOWING SHOP DRAWIN65 FOR REVIEW. A. SWITCH BOARD, PANELSOARD5, AND METERIN6 EQUIPMENT B. DISCONNECTS G. FIRE ALARM 5Y5TEM D. LIGHT FIXTURES E. L16HTIN6 CONTROLS F. TRANSFORMERS S. PROVIDE "A5 -BUILT" DRAWIN65 AND SUBMIT TO ARGHITEGT/DE516NER. n. ALL MATERIAL, EQUIPMENT, WIRING DEVICES, ETC. SHALL BE NEW, UNLESS SPECIFICALLY INDICATED AS EXISTING TO BE REUSED. 18. ALL NEW CIRCUIT BREAKERS FOR NEW OR EXISTING, PANELBOARDS SHALL MATCH EXISTING, BUILDING, PANELBOARD MANUFACTURER AND BREAKER TYPE. THE CONTRACTOR SHALL PROVIDE NEW TYPE WRITTEN PANEL DIRECTORIES FOR ALL NEW PANELS AND EXISTING PANELS WHICH HAVE CHANGED. PANELBOARD SHALL BE MARKED WHERE THE SOURCE OF POWER SUPPLY ORIGINATES, AND IF SERIES COMBINATION 5Y5TEM5 ARE UTILIZED AND THEIR L15TED AMPERE RATIN6. Iq. DO NOT SHARE NEUTRAL CONDUCTORS FOR MULTIWIRE BRANCH CIRCUITS. WHERE SHARED NEUTRAL CONDUCTORS ARE REQUIRED (SUCH AS POWERED FURNITURE SYSTEMS), HANDLE TIES SHALL BE PROVIDED ON THE CIRCUIT BREAKERS, WITH SHARED NEUTRALS, SUCH THAT IT WILL SIMULTANEOL15LY DISCONNECT ALL UNGROUNDED CONDUCTORS. ALL HANDLE TIES ARE REQUIRED TO BE INDICATED ON THE PANELBOARD SHOP DRAWIN65. 20. SHOULD ACTUAL FIELD CONDITIONS REQUIRE INDICATED CIRCUIT DE516NATION5 TO VARY, INDICATE THE CIRCUIT NUMBER USED ON THE "A5 -BUILT" DRAWINGS. 21. ALL SERVICE EQUIPMENT (OTHER THAN IN DWELLING, UNITS) SHALL BE LEGIBLY MARKED IN THE FIELD BY THE ELECTRICAL CONTRACTOR WITH THE MAXIMUM AVAILABLE FAULT CURRENT AS INDICATED WITHIN THESE DOCUMENTS. THE FIELD MARKIN6(5) SHALL COMPLY WITH ELECTRICAL SPECIFICATIONS FOR READABILITY AND DURABILITY. 22. PROVIDE COMPLETE METAL RACEWAY SYSTEMS AND ENCLOSURES FOR ALL WIRIN6 THROUGHOUT THE EXTENT OF THE REQUIRED 015TRI131JTION SYSTEM. A. UTILIZE R1610 POLYVINYL CHLORIDE CONDUIT (PVC) IN THE FOLLOWING LOCATIONS: a. UNDER64RMW B. UTILIZE ELECTRICAL METALLIC TUBIN6 (EMT), MINIMUM 51ZE OF 3/4", IN THE FOLLOWING, LOGATIONS: a. SERVICE AND FEEDERS b. POWER CIRCUIT HOMERUN c. BRANCH CIRCUITS IN CONGEALED OR EXPOSED LOCATIONS d. TELEPHONE/DATA/GATV ROUGH -IN G. UTILIZE METAL -GLAD GABLE (MG) IN THE FOLLOWING LOCATIONS: a. BRANCH CIRCUIT IN CONGEALED LOGATION5 b. FINAL CONNECTION TO RECESSED LI&HTIN6 FIXTURES G. FINAL CONNECTION TO 5TEP-DOWN TRANSFORMERS 24. ALL NEW CIRCUITS SHALL HAVE A &ROUND WIRE INSTALLED. 25. ALL WIRING NOT INSTALLED IN CONDUIT AND INSTALLED IN THE GEILIN6 SPACE SHALL BE PLENUM RATED. 26. ELECTRICAL CONTRACTOR SHALL PROVIDE ALL SPECIAL OUTLET BOXES THAT MAY BE REQUIRED TO ENCLOSE RECEPTACLES. 27. EACH SWITCH, LIGHT, RECEPTACLE AND OTHER MISCELLANEOUS DEVICE SHALL BE PROVIDED WITH A GALVANIZED OR PRESSED STEEL OUTLET BOX OF THE KNOCKOUT TYPE, OF NOT LE55 THAN NO. 14 U.S. &AUSE STEEL. CONDUITS SHALL BE FASTENED WITH LOGKNUT5 AND 01,15HIN65 AND ALL UNUSED KNOCKOUTS MU5T BE LEFT SEALED. THERE MUST BE SUFFICIENT ROOM FOR WIRES AND BUSHINGS AND DEEP BOXES SHALL BE INSTALLED WHERE REQUIRED. BOXES SHALL BE SECURELY AND ADEQUATELY SUPPORTED. 28. IN EXPOSED AND SUSPENDED CEILING, APPLICATIONS, ROUTE CONDUIT AS CLOSE TO 5TRUGTURAL SLAB OR DECK AS POSSIBLE, AND SUPPORT CONDUIT AND JUNCTION BOXES DIRECTLY FROM THE 5TRUCTURAL SLAB, DECK, OR FRAMING PROVIDED FOR THAT PURPOSE. LI6HTIN6 BRANCH CIRCUIT CONDUITS SHALL NOT BE CLIPPED TO THE CEILING SYSTEM HAS BEEN SPEGIFIGALLY DESIGNED FOR THAT PURPOSE. 2q. ALL EXPOSED CONDUIT SHALL BE CONGEALED TO THE GREATEST EXTENT POSSIBLE, AND SHALL BE INSTALLED PARALLEL AND CLOSE TO STRUCTURAL MEMBERS. GENERAL CONTRACTOR SHALL PAINT CONDUIT TO MATCH ADJACENT FINISI . 30. ALL RECEPTACLES SHALL BE SPECIFICATION GRADE NEMA 5-20R UNLE55 OTHERWISE NOTED. 31. ALL LIGHT SWITCHES SHALL BE SPECIFICATION 6RADE, QUIET OPERATION RATED 120/2TT VOLT, 20 AMPS, UNLE55 OTHERWISE NOTED. 32. ALL FACE PLATE AND DEVICE COLORS SHALL BE APPROVED BY ARCHITECT OR OWNER. 33. ALL EXIT 516NA&E LUMINAIRES SHALL BE CONNECTED TO THE LISHTIN& CIRCUIT FEEDING THE ADJACENT AREA AND WIRED AHEAD OF ANY LOCAL 5WITCHIN&, UON. 34. ROUGH -IN FOR MECHANICAL EQUIPMENT SHALL ONLY OCCUR AFTER MEGHANIGAL EQUIPMENT SUBMITTALS ARE THOROUGHLY REVIEWED FOR CHANGES. NOTIFY ENGINEER OF ANY DISCREPANCIES. 35. FINAL LAYOUT AND QUANTITY OF ALL FIRE ALARM DEVICES SUBJECT TO APPROVAL OF LOCAL AUTHORITY HAVING JURISDICTION. 36. THE POWER AND CONTROL REQUIREMENTS FOR ALL EQUIPMENT CONNECTIONS SHALL BE CONFIRMED WITH APPROVED SHOP DRAWINC75 PRIOR TO ELECTRICAL ROUGH -IN. FINAL POWER REQUIREMENTS, DIMEN51ONED ROUGH -IN LOCATIONS, LOW VOLTAGE 5YSTEM CONNECTIONS, ETC. SHALL BE CONFIRMED AND MODIFIED AS REQUIRED. 3-1. ALL DEVICES IN OR ABOVE COUNTERS SHALL HAVE LOCATIONS AND MOUNTING HEI6HT5 CONFIRMED WITH ARCHITECTURAL ELEVATIONS 8 OWNER PRIOR TO ROUGH -IN. ANY ADJUSTMENTS TO MOUNTING HEIlSHT5 REQUIRED BY LACK OF COORDINATION WILL BE AT THE CONTRACTORS EXPENSE. 38. ALL EXISTING ELECTRICAL SERVICES NOT SPECIFICALLY INDICATED TO BE REMOVED OR ALTERED SHALL REMAIN AS THEY PRESENTLY EXIST. 3q. 6.G. SHALL INCLUDE IN HIS C05T THE REMOVAL OF ALL EXI5TIN& ELECTRICAL DEVICES, CONDUITS, FIXTURES AND EQUIPMENT. TURN EQUIPMENT OVER TO OWNER AS INDICATED OR REGYGLE/D151,ARD ALL EQUIPMENT AS REQUIRED. E.G. SHALL BE RESPON51BLE FOR 0I5GONNEGTIN& PRIMARY SERVICE AND TEMPORARY POWER. 4o. IDENTIFY EACH RECEPTACLE WITH PANELBOARD IDENTIFICATION AND CIRCUIT NUMBER. USE HOT, STAMPED, OR ENGRAVED MACHINE PRINTING, WITH BLACK -FILLED LETTERING, ON FACE OF PLATE, AND DURABLE WIRE MARKERS OR TA65 INSIDE OUTLET BOXES. 41. UNLE55 OTHERW15E NOTED, ALL 6FGI RECEPTACLES SHALL HAVE TE5T/RE5ET SWITCHES INTE6RAL TO RECEPTACLE DEVICE. ARCHITECTURE PLANNING ■ INTERIOR DESIGN 1543 champa St. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 AE DESIGN Integrated Lighting and Electrical Solutions 1900 Wazee Street 205 1 Denver, CO 80202 1303.296.3034 ae&sign-inc.com Project#'.4886.00 0 00 O 'WTI V 0 F- LU �i ALL DRANN AND NRITIEN INFORMATION APPEARING HUM IS COM GHTED INFORMATION AND SHALL NDT BE DUPLICATED, DISCLOSED, OR OTIFRNSE DUPLICATED YIIHWT THE 11I CONSENT OF GREY NOF ARONIECIURE PROJECT NUMBER TTB, MDF OR IPF SYSTEM BAGKBOARD 0 TELECOMMUNICATION OUTLET ® FLOOR MOUNTED TELECOMMUNICATION OUTLET TELEVISION OUTLET SPEAKER - PA61N6 AND OR SOUND SYSTEM ®x w - INDICATES SPEAKER ZONE ® MICROPHONE OUTLET 0 VOLUME CONTROL p PUSH BUTTON OG GL05ED CIRCUIT TELEV15ION CAMERA GABLE TRAY (LENGTH AS INDICATED ON DRAWIN65) ELEGTRIGAL GENERAL NOTES I. THE CONTRACTOR SHALL PROVIDE ALL LABOR AND MATERIAL NECESSARY FOR A COMPLETE AND FUNGTIONIN6 ELECTRICAL SYSTEM. 2. MATERIALS AND INSTALLATION SHALL COMPLY WITH CODES, LAW5 AND ORDINANCES OF FEDERAL, STATE AND LOCAL GOVERNING, BODIES HAVING, JURISDICTION. 3. MATERIALS AND EQUIPMENT SHALL BE LISTED AND/OR LABELED BY UL., ETL, 05A OR ANOTHER REC06NIZED TESTING LAB. ALL WORK REQUIRED FOR THE INSTALLATION AS SHOWN ON DRAWIN65 INGLUDIN6 LABOR, EQUIPMENT AND MATERIALS SHALL BE IN STRICT COMPLIANCE WITH THE BUILDING, STANDARDS, EXCEPT AS NOTED OTHERWISE. 5. THE CONTRAGTOR SHALL SECURE AND PAY FOR ALL PERMITS, 60VERNMENTAL FEES, TAXES AND LICENSES NEGE55ARY FOR THE PROPER EXECUTION AND COMPLETION OF THE ELECTRICAL WORK. b. THE CONTRACTOR SHALL PREPARE AND SUBMIT TO GOVERNMENTAL AGENCIES AND UTILITY COMPANIES SHOP DRAWINGS, WHICH ARE REQUIRED BY THESE AGENCIES, FOR THEIR APPROVAL. T THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER/OWNER OF ANY MATERIALS OR APPARATUS BELIEVED TO BE INADEQUATE, UNSUITABLE, IN VIOLATION OF LAWS, ORDINANCES, RULES OR REGULATIONS OF AUTHORITIES HAVING, JURISDICTION. 8. FOR ALL JOBS THAT INCLUDE DEMOLITION WORK BY THE F1 TRIGAL CONTRACTOR, DURING, AND AFTER DEMOLITION, EG SHALL MAINTAIN CIRCUIT CONTINUITY TO ALL EXISTING DEVICES THAT ARE TO REMAIN. EG SHALL REMOVE, RELOCATE, AND/OR REWORK ANY CONDUIT AND WIRING TO FACILITATE THE NEW CONSTRUCTION SCOPE OF WORK. FOR ALL LUMINAIRES THAT ARE EXISTING TO REMAIN OR EXI5TIN6 TO BE RELOCATED, EG SHALL GLEAN LENSES AND REPLACE ALL EXTIN6UISHED LAMPS, UON. q. THE CONTRACTOR SHALL CAREFULLY EXAMINE THE CONTRACT DOCUMENTS, VISIT THE SITE, AND THOROUGHLY BECOME FAMILIAR WITH THE BUILDING, 5TANDARD5 AND LOCAL CONDITIONS RELATING TO THE WORK. FAILURE TO DO 50 WILL NOT RELIEVE THE CONTRACTOR OF THE OBLIGATIONS OF THE CONTRACT. 10. ALL MATERIALS, AND EQUIPMENT SHALL BE ERECTED, INSTALLED, CONNECTED, GLEANED, ADJUSTED, TESTED, CONDITIONED, AND PLACED IN SERVICE IN ACCORDANCE WITH THE MANUFACTURERS DIRECTIONS AND RECOMMENDATIONS. II. ALL GUTTIN6, DRILLING, AND PATGHIN6 OF MASONRY, STEEL OR IRON WORK BELON61N6 TO THE BUILDING MUST BE DONE BY THIS CONTRACTOR IN ORDER THAT HIS WORK MAY BE PROPERLY INSTALLED, BUT UNDER NO GONDITION5 MAY STRUCTURAL WORK BE GUT, EXCEPT AT THE DIRECTION OF THE ARCHITECT-DE516NER OR THEIR REPRESENTATIVE. 12. E.G. 15 TO REFER TO ARCHITECTURAL PLANS AND 5PECIFIGATION5 FOR ALL FIRE RATED PENETRATION INSTALLATION REQUIREMENTS. E.G. 15 TO NOTIFY ENGINEER AND ARCHITECT PRIOR TO INSTALLING ANY FIXTURES WITHIN A FIRE RATED GEILIN6 OR WALL. FIRE RATIN& MUST BE MAINTAINED FOR TH15 TYPE OF INSTALLATION WITH DRYWALL TENTING. 13. SUBMIT (3) COPIES OF THE FOLLOWING SHOP DRAWIN65 FOR REVIEW. A. SWITCH BOARD, PANELSOARD5, AND METERIN6 EQUIPMENT B. DISCONNECTS G. FIRE ALARM 5Y5TEM D. LIGHT FIXTURES E. L16HTIN6 CONTROLS F. TRANSFORMERS S. PROVIDE "A5 -BUILT" DRAWIN65 AND SUBMIT TO ARGHITEGT/DE516NER. n. ALL MATERIAL, EQUIPMENT, WIRING DEVICES, ETC. SHALL BE NEW, UNLESS SPECIFICALLY INDICATED AS EXISTING TO BE REUSED. 18. ALL NEW CIRCUIT BREAKERS FOR NEW OR EXISTING, PANELBOARDS SHALL MATCH EXISTING, BUILDING, PANELBOARD MANUFACTURER AND BREAKER TYPE. THE CONTRACTOR SHALL PROVIDE NEW TYPE WRITTEN PANEL DIRECTORIES FOR ALL NEW PANELS AND EXISTING PANELS WHICH HAVE CHANGED. PANELBOARD SHALL BE MARKED WHERE THE SOURCE OF POWER SUPPLY ORIGINATES, AND IF SERIES COMBINATION 5Y5TEM5 ARE UTILIZED AND THEIR L15TED AMPERE RATIN6. Iq. DO NOT SHARE NEUTRAL CONDUCTORS FOR MULTIWIRE BRANCH CIRCUITS. WHERE SHARED NEUTRAL CONDUCTORS ARE REQUIRED (SUCH AS POWERED FURNITURE SYSTEMS), HANDLE TIES SHALL BE PROVIDED ON THE CIRCUIT BREAKERS, WITH SHARED NEUTRALS, SUCH THAT IT WILL SIMULTANEOL15LY DISCONNECT ALL UNGROUNDED CONDUCTORS. ALL HANDLE TIES ARE REQUIRED TO BE INDICATED ON THE PANELBOARD SHOP DRAWIN65. 20. SHOULD ACTUAL FIELD CONDITIONS REQUIRE INDICATED CIRCUIT DE516NATION5 TO VARY, INDICATE THE CIRCUIT NUMBER USED ON THE "A5 -BUILT" DRAWINGS. 21. ALL SERVICE EQUIPMENT (OTHER THAN IN DWELLING, UNITS) SHALL BE LEGIBLY MARKED IN THE FIELD BY THE ELECTRICAL CONTRACTOR WITH THE MAXIMUM AVAILABLE FAULT CURRENT AS INDICATED WITHIN THESE DOCUMENTS. THE FIELD MARKIN6(5) SHALL COMPLY WITH ELECTRICAL SPECIFICATIONS FOR READABILITY AND DURABILITY. 22. PROVIDE COMPLETE METAL RACEWAY SYSTEMS AND ENCLOSURES FOR ALL WIRIN6 THROUGHOUT THE EXTENT OF THE REQUIRED 015TRI131JTION SYSTEM. A. UTILIZE R1610 POLYVINYL CHLORIDE CONDUIT (PVC) IN THE FOLLOWING LOCATIONS: a. UNDER64RMW B. UTILIZE ELECTRICAL METALLIC TUBIN6 (EMT), MINIMUM 51ZE OF 3/4", IN THE FOLLOWING, LOGATIONS: a. SERVICE AND FEEDERS b. POWER CIRCUIT HOMERUN c. BRANCH CIRCUITS IN CONGEALED OR EXPOSED LOCATIONS d. TELEPHONE/DATA/GATV ROUGH -IN G. UTILIZE METAL -GLAD GABLE (MG) IN THE FOLLOWING LOCATIONS: a. BRANCH CIRCUIT IN CONGEALED LOGATION5 b. FINAL CONNECTION TO RECESSED LI&HTIN6 FIXTURES G. FINAL CONNECTION TO 5TEP-DOWN TRANSFORMERS 24. ALL NEW CIRCUITS SHALL HAVE A &ROUND WIRE INSTALLED. 25. ALL WIRING NOT INSTALLED IN CONDUIT AND INSTALLED IN THE GEILIN6 SPACE SHALL BE PLENUM RATED. 26. ELECTRICAL CONTRACTOR SHALL PROVIDE ALL SPECIAL OUTLET BOXES THAT MAY BE REQUIRED TO ENCLOSE RECEPTACLES. 27. EACH SWITCH, LIGHT, RECEPTACLE AND OTHER MISCELLANEOUS DEVICE SHALL BE PROVIDED WITH A GALVANIZED OR PRESSED STEEL OUTLET BOX OF THE KNOCKOUT TYPE, OF NOT LE55 THAN NO. 14 U.S. &AUSE STEEL. CONDUITS SHALL BE FASTENED WITH LOGKNUT5 AND 01,15HIN65 AND ALL UNUSED KNOCKOUTS MU5T BE LEFT SEALED. THERE MUST BE SUFFICIENT ROOM FOR WIRES AND BUSHINGS AND DEEP BOXES SHALL BE INSTALLED WHERE REQUIRED. BOXES SHALL BE SECURELY AND ADEQUATELY SUPPORTED. 28. IN EXPOSED AND SUSPENDED CEILING, APPLICATIONS, ROUTE CONDUIT AS CLOSE TO 5TRUGTURAL SLAB OR DECK AS POSSIBLE, AND SUPPORT CONDUIT AND JUNCTION BOXES DIRECTLY FROM THE 5TRUCTURAL SLAB, DECK, OR FRAMING PROVIDED FOR THAT PURPOSE. LI6HTIN6 BRANCH CIRCUIT CONDUITS SHALL NOT BE CLIPPED TO THE CEILING SYSTEM HAS BEEN SPEGIFIGALLY DESIGNED FOR THAT PURPOSE. 2q. ALL EXPOSED CONDUIT SHALL BE CONGEALED TO THE GREATEST EXTENT POSSIBLE, AND SHALL BE INSTALLED PARALLEL AND CLOSE TO STRUCTURAL MEMBERS. GENERAL CONTRACTOR SHALL PAINT CONDUIT TO MATCH ADJACENT FINISI . 30. ALL RECEPTACLES SHALL BE SPECIFICATION GRADE NEMA 5-20R UNLE55 OTHERWISE NOTED. 31. ALL LIGHT SWITCHES SHALL BE SPECIFICATION 6RADE, QUIET OPERATION RATED 120/2TT VOLT, 20 AMPS, UNLE55 OTHERWISE NOTED. 32. ALL FACE PLATE AND DEVICE COLORS SHALL BE APPROVED BY ARCHITECT OR OWNER. 33. ALL EXIT 516NA&E LUMINAIRES SHALL BE CONNECTED TO THE LISHTIN& CIRCUIT FEEDING THE ADJACENT AREA AND WIRED AHEAD OF ANY LOCAL 5WITCHIN&, UON. 34. ROUGH -IN FOR MECHANICAL EQUIPMENT SHALL ONLY OCCUR AFTER MEGHANIGAL EQUIPMENT SUBMITTALS ARE THOROUGHLY REVIEWED FOR CHANGES. NOTIFY ENGINEER OF ANY DISCREPANCIES. 35. FINAL LAYOUT AND QUANTITY OF ALL FIRE ALARM DEVICES SUBJECT TO APPROVAL OF LOCAL AUTHORITY HAVING JURISDICTION. 36. THE POWER AND CONTROL REQUIREMENTS FOR ALL EQUIPMENT CONNECTIONS SHALL BE CONFIRMED WITH APPROVED SHOP DRAWINC75 PRIOR TO ELECTRICAL ROUGH -IN. FINAL POWER REQUIREMENTS, DIMEN51ONED ROUGH -IN LOCATIONS, LOW VOLTAGE 5YSTEM CONNECTIONS, ETC. SHALL BE CONFIRMED AND MODIFIED AS REQUIRED. 3-1. ALL DEVICES IN OR ABOVE COUNTERS SHALL HAVE LOCATIONS AND MOUNTING HEI6HT5 CONFIRMED WITH ARCHITECTURAL ELEVATIONS 8 OWNER PRIOR TO ROUGH -IN. ANY ADJUSTMENTS TO MOUNTING HEIlSHT5 REQUIRED BY LACK OF COORDINATION WILL BE AT THE CONTRACTORS EXPENSE. 38. ALL EXISTING ELECTRICAL SERVICES NOT SPECIFICALLY INDICATED TO BE REMOVED OR ALTERED SHALL REMAIN AS THEY PRESENTLY EXIST. 3q. 6.G. SHALL INCLUDE IN HIS C05T THE REMOVAL OF ALL EXI5TIN& ELECTRICAL DEVICES, CONDUITS, FIXTURES AND EQUIPMENT. TURN EQUIPMENT OVER TO OWNER AS INDICATED OR REGYGLE/D151,ARD ALL EQUIPMENT AS REQUIRED. E.G. SHALL BE RESPON51BLE FOR 0I5GONNEGTIN& PRIMARY SERVICE AND TEMPORARY POWER. 4o. IDENTIFY EACH RECEPTACLE WITH PANELBOARD IDENTIFICATION AND CIRCUIT NUMBER. USE HOT, STAMPED, OR ENGRAVED MACHINE PRINTING, WITH BLACK -FILLED LETTERING, ON FACE OF PLATE, AND DURABLE WIRE MARKERS OR TA65 INSIDE OUTLET BOXES. 41. UNLE55 OTHERW15E NOTED, ALL 6FGI RECEPTACLES SHALL HAVE TE5T/RE5ET SWITCHES INTE6RAL TO RECEPTACLE DEVICE. ARCHITECTURE PLANNING ■ INTERIOR DESIGN 1543 champa St. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 AE DESIGN Integrated Lighting and Electrical Solutions 1900 Wazee Street 205 1 Denver, CO 80202 1303.296.3034 ae&sign-inc.com Project#'.4886.00 0 00 O 'WTI V 0 F- LU �i ALL DRANN AND NRITIEN INFORMATION APPEARING HUM IS COM GHTED INFORMATION AND SHALL NDT BE DUPLICATED, DISCLOSED, OR OTIFRNSE DUPLICATED YIIHWT THE 11I CONSENT OF GREY NOF ARONIECIURE PROJECT NUMBER 19-509 DRAWN MAE CHECKED EMIR ISSUE 12.11.20 50% CD 01.12.21 PERMIT 03.09.21 FOR CONSTRUCTION REVISIONS ELECTRICAL COVER SHEET E0.0 L I .0 I SCALL: I _ = 5U' -U- \11/ NORTH I" CHAMFER 5-#5 HORIZ. TIES— HITHIN TOP 5" OF FOUNDATION ti ANCHOR BOLT PVC RI61D CONDUIT TYP. 4-N4 BARS VERTICAL BELOW TOP 5" J OF FOUNDATION *5 HORIZ. TIES O 12" O.G. HAND HOLE ATTACH TO BONDING LU6 ON POLE -BASE COVER IG ELEVATION TOP VIEW POLE KEY OVERALLA HEIGHT FIXTURE POLE HEI6HT5 DO NOT EXCEED 20 FINISH GRADE E D E I F 6 VARIES I B SIZE G EAI 18'0" �. PER MANUFACTURER 2'6' 6'0' 8'6" r 36' EA2 18'0" 4' ATTACH TO 26" 6'(:" .'6 J& 24" REBAR WITH d BONDING I GLAMP� F ELEVATION TOP VIEW POLE KEY OVERALLA HEIGHT FIXTURE POLE HEI6HT5 DO NOT EXCEED 20 ANCHOR BOLT DATA D E I F 6 H I B SIZE G EAI 18'0" 4' PER MANUFACTURER 2'6' 6'0' 8'6" 24' 36' EA2 18'0" 4' PER MANUFACTURER 26" 6'(:" .'6 J& 24" 56" NOTE: PROVIDE #bW AWS FOR POLE BASE BONDING CONDUCTOR. 2 I POLE BASE DETAIL SCALE_ NTS 6ENERAL NOTE5 A. FIXTURE POLE HEI6HT5 DO NOT EXCEED 20 MAE FEET ON THE PROPERTY. B. ALL LIGHT FIXTURES TO BE CONTROLLED VIA ASTRONOMICAL TIMEGLOGK HITH PHOTOGELL TO ALLOW LI6HT5 TO BE TURNED "ON" ONLY DURING NON—DAYLI614T HOURS. G. ALL LIGHT FIXTURES THAT ARE V151ELE FROM ANY STREET RI6HT—OF—WAY OR ADJACENT PROPERTIES ARE FULL—CUTOFF AND SHIELDED TO REDUCE 6LARE BEYOND THE PROPERTY LINE. ALL LAMPS DO NOT EXTEND BELOW THE HOU51N6 OF THE FIXTURE. DETAIL NOTE5 I EG TO PROVIDE 12OV, 20—AMP .UNCTION BOX FOR MONUMENT 516N. STREET LIGHT POLE PART OF SEPARATE SCOPE OF HORK. SHOWN FOR REFERENGE ONLY. EG TO PROVIDE 24'X48' CONCRETE FULL BOX FOR GOMGA5T CONDUITS. PROVIDE 24" SEPARATION BETWEEN THE (2) 2" GONDUITS IN BOX. EG TO PROVIDE PROVIDE 24'X45' CONCRETE PULL BOX IN LANDSGAPIN6 FOR GTL FIBER SERVICE. W ARCHITECTURE PLANNING ■ INTERIOR DESIGN 1543 champa St. #200 ■ denver, co 80202 �— phone: 303.292.9107 ■ fax: 303.292.4297 W 0 ■ U AE DESIGN Integrated Lighting and Electrical Solutions 1900Wazee Street 205 Denver, CO 80202 1303.296.3034 ae&sign-inc.com Project#'.4886.00 I-� 0 PpDolt dao ILII U�9 cif"a V 0 Gya'n9 D�y`c ,\ w cy) V J CY) 0 V� o0 LU LU 0 O �< V C) cri O F_ LU X 04 _ ■ Q d- 3� ALL DRANN AND NRDIEN INFORMATION APPEARING HUM IS COM GHTED INFORMATION AND SHALL NOT BE DUPLICATED, DISOLOSED, OR OTHERWISE IMIPUCATED V11HWT THE NRITIEN CONSENT OF GREY NOF ARONIECIURE PROJECT NUMBER 19-509 DRAWN MAE CHECKED EDR ISSUE 12.11.20 50% CD 01.12.21 PERMIT 03.09.21 FOR CONSTRUCTION REVISIONS A02.12.21 PLAN REVIEW ELECTRICAL SITE PLAN E1.0 1 ELECTRICAL OVERALL PLAN E2.0 SCALE: 1/32" = 1'-0" KEYNOTE LEGEND KEY C7 VALU V1 0 I. EC TO PROVIDE 4'X&'X3/4" PAINTED 00 PLYWOOD FOR MTT3. COORDINATE EXACT � LOCATION WITH GABLE ENTRANCE CONDUITS. 2. EG TO PROVIDE (4) SEPARATE PAIRS OF (2) 0 4" CONDUITS FROM UNDER BU55M 6U1TER TO BACK HALL OF ELECTRICAL ROOM FOR Q FUTURE TENANT GEAR. 2 1 ELECTRICAL ENLARGED PLAN - ELECTRICAL ROOM E2.0 I SCALE: 1/8" = 1'-0" KEY PLAN NORTH E2.0 I SCALE: NTS NORTH ARCHITECTURE PLANNING ■ INTERIOR DESIGN 1543 champa St. #200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 AE DESIGN Integrated Lighting and Electrical Solutions 1900Wazee Street 205 1 Denver, CO 80202 1303.296.3034 ae&sign-inc.com Project#'.4886.00 V/a6 tbboltgss�\ i �4��anry n\J`�`oc ALL DRANK AND NPoTIEN INPOINIARON APPEARND HDE)I IS COPWNOHIED IIFOINIARON AND SHALL NDT BE DUPLICATED. 013MOSED, OR OTFERNISE DUPI"TE0 YIIHWT THE NRITIEN CONSENT OF OIEY III ARCHIECIURE PROJECT NUMBER 19-509 DRAWN MAE CHECKED EDR ISSUE 12.11.20 50% CD 01.12.21 PERMIT 03.09.21 FOR CONSTRUCTION REVISIONS ELECTRICAL OVERALL PLAN E2.0 C7 V1 CY) O 00 LU � 0 Q 0.0 C) c/1 O ry LU ALL DRANK AND NPoTIEN INPOINIARON APPEARND HDE)I IS COPWNOHIED IIFOINIARON AND SHALL NDT BE DUPLICATED. 013MOSED, OR OTFERNISE DUPI"TE0 YIIHWT THE NRITIEN CONSENT OF OIEY III ARCHIECIURE PROJECT NUMBER 19-509 DRAWN MAE CHECKED EDR ISSUE 12.11.20 50% CD 01.12.21 PERMIT 03.09.21 FOR CONSTRUCTION REVISIONS ELECTRICAL OVERALL PLAN E2.0 5 C a a n i� 11 ELECTRICAL ENLARGED PLAN - NORTH E2.1 I SCALE: 1/ 16" = 1'-0" KEYNOTE LEGEND KEY DRAWN VALU CHECKED 0 I. EG TO INSTALL RECEPTACLE WITHIN 25' OF UNIT HEATER PER NEC 210.63 CONNECT TO 120V CIRCUIT SERVING UNIT HEATER, ON THE LINE 51DE OF THE EQUIPMENT DISCONNECT. 2. EG TO PROVIDE 120V, 20A CONNECTION TO IRRIGATION CONTROLLER ON EXTERIOR OF BUILDING AT THIS LOCATION. RPI -I RPI -I RPI -I -I RPI -I 1-1 RPI -I EN3 EH3 EM Eka EH2EM EP EP g7T EP I g 3 0 g 3 XI El XI XI == XI 0 EWI El El I El RPI -I m m m EW2EM HIEM HIEM HIEM RPI -I A HV -2 HV -2 HV -2 z z J J LV -I TI 3 LV -I 5 LV -I 4 LV -I W-2 0 4 LV -I e W LV -I gp ro EW2EM XI RPI -I o m m HIEM HIEM HIEM EN2EM HV -2 HV -2 RPI -I A EWI 1 LJ El El El XI XI XI EDIEM EL EDIEM EDI RPI -I RPI -I EWI EW2EM ENI EWI RPI -I RPI - RPI -I RP _1 RPI -I RPI -I RPI -I 11 ELECTRICAL ENLARGED PLAN - NORTH E2.1 I SCALE: 1/ 16" = 1'-0" KEYNOTE LEGEND KEY DRAWN VALU CHECKED 0 I. EG TO INSTALL RECEPTACLE WITHIN 25' OF UNIT HEATER PER NEC 210.63 CONNECT TO 120V CIRCUIT SERVING UNIT HEATER, ON THE LINE 51DE OF THE EQUIPMENT DISCONNECT. 2. EG TO PROVIDE 120V, 20A CONNECTION TO IRRIGATION CONTROLLER ON EXTERIOR OF BUILDING AT THIS LOCATION. KEY PLAN NORTH E2.1 I SCALE: NTS NORTH W ARCHITECTURE PLANNING ■ INTERIOR DESIGN 1543 champa St. #200 ■ denver, co 80202 �- phone: 303.292.9107 (� ■ fax: 303.292.4297 W 0 ■ U AE DESIGN Integrated Lighting and Electrical Solutions 1900Wazee Street 205 1 Denver, CO 80202 1303.296.3034 ae&sign-inc.com Project#'.4886.00 0 V C" 0 19. ply. c Cy) V1 CY) 0 V� o0 LLA LU O f..Gn LU p Q c� C) Q F- LU ■ Q d- � ALL DRANN AND NRDIEN INFORMATION APPEARING HUM IS COM GHTED INFORMATION AND SHALL NDT BE DUPLICATED, DISO.OSED, OR OTIfRNSE DUPLICATED TIIHWT THE 11ITIEN CONSENT O OEM' NOF ARONIECIURE PROJECT NUMBER 19-509 DRAWN MAE CHECKED EDR ISSUE 12.11.20 50% CD 01.12.21 PERMIT 03.09.21 FOR CONSTRUCTION REVISIONS ELECTRICAL ENLARGED PLAN - NORTH E2.1 n W a 10 12 13 11 ELECTRICAL ENLARGED PLAN - SOUTH E2.2 I SCALE: 1/ 16" = 1'-0" N O KEYNOTE LEGEND KEY DRAWN VALU �- 0 I. EG TO INSTALL RECEPTACLE WITHIN 25' OF UNIT HEATER PER NEG 210.63 CONNECT TO 303.292.4297 120V CIRCUIT SERVING UNIT HEATER, ON THE W LINE SIDE OF THE EQUIPMENT DISGONNEGT. 2. EG TO PROVIDE 120V, 20A CONNECTION TO IRRIGATION CONTROLLER ON EXTERIOR OF HUILDIN6 AT THI5 LOGATION. TO 2/E2D U AE DESIGN ■ - Integrated Lighting and Electrical Solutions 1900Wazee Street 205 1 Denver, CO 80202 1303.296.3034 ae&sign-inc.com Project#'.4886.00 0 pp0ott des W�0 RPI -I 1-1 1 RPI -I Cy) RPIRPI-I L/) CY) F UI -I RPI -I 0 00 I V1 EW2EM EP EP EP EP EW3 EP Epr7l EP EP E EP O 0 EW3 0 EW2EM r7l 0 0.0 C) c/1 a g F- g g X 04 LU �< qqr _> i ■ XI all XI I T� XI EMEM XI RPI -I EW5 RPI -I 0 0 0 HIEM HIEM HIEM HV -2 HV -2 HV -2 z z J J 1 O LV -2 n LV -2 LV -2 TI El I LV -2 El OI LV -2 I2 OI - LV - El e Lo XI� EW2EM RPI -I o m o HIEM HIEM HIEM HV -2 HV -2 HV -2 El El El El El El EW3 RPI -I EDI RPI -I XI EDIEM RPI -I XI (811 XI D.g XI 7R4F771. XI � XI 2 :J7 EDIEM ED EDI EDIEM EW1❑ EWI ❑ EDI EDIEM RPI -I RPI -I RPI -I RPI -I RPI -I EWZEr1 EWI EW2EM LV -3 RPI -I RPI -I RPI -I RPI -I RPI -I RPI -I 11 ELECTRICAL ENLARGED PLAN - SOUTH E2.2 I SCALE: 1/ 16" = 1'-0" N O KEYNOTE LEGEND KEY DRAWN VALU �- 0 I. EG TO INSTALL RECEPTACLE WITHIN 25' OF UNIT HEATER PER NEG 210.63 CONNECT TO 303.292.4297 120V CIRCUIT SERVING UNIT HEATER, ON THE W LINE SIDE OF THE EQUIPMENT DISGONNEGT. 2. EG TO PROVIDE 120V, 20A CONNECTION TO IRRIGATION CONTROLLER ON EXTERIOR OF HUILDIN6 AT THI5 LOGATION. KEY PLAN NORTH E2.2 SCALE: NTS NORTH W ARCHITECTURE PLANNING ■ INTERIOR DESIGN DRAWN 1543 champa St. #200 ■ denver, co 80202 �- phone: 303.292.9107 ■ fax: 303.292.4297 W 0 U AE DESIGN ■ - Integrated Lighting and Electrical Solutions 1900Wazee Street 205 1 Denver, CO 80202 1303.296.3034 ae&sign-inc.com Project#'.4886.00 0 pp0ott des W�0 eG�20�n9 DN`y\oc Cy) L/) CY) �' 0 00 V1 LU 0 O V 0.0 C) c/1 O F- X 04 LU �< qqr _> i ■ ALL DRANN AND NRDIEN INFORMATION APPEARING HUM IS COM GHTED INFORMATION AND SHALL NDT BE DUPLICATED, DISO.OSED, OR OTIfRNSE DUPLICATED YIIHWT THE 11I CONSENT OF GREY NOF ARONIECIURE PROJECT NUMBER 19-509 DRAWN MAE CHECKED EDR ISSUE 12.11.20 50% CD 01.12.21 PERMIT 03.09.21 FOR CONSTRUCTION REVISIONS ELECTRICAL ENLARGED PLAN - SOUTH E2.2 FAULT GURRENT GALGULATION SGHEDULE KEY KVA PRIMARY 5ECONDARY PRIMARY PRIMARY 5ECONDARY SECONDARY 5ROUNDINO ELECTRODE TRANSFORMER APPROX. DI_ IONS APPROX. POINT LOCATION LENGTH (U VOLTAGE DESCRIPTION Ift) (EL --L) VOLTAGE (EL -N) PHASE WIRE SIZE CONDUCTOR MATERIAL CONDUCTOR TYPE CONDUIT MATERIAL VOLTAGE CLASS G # OF PARALLEL VALUE RUNS Iso AVAILABLE UPSTREAM f L -L M L -L- Isc AT 501P (13ph) OR (IL -L) POINT FO UTILITY XFMRf5GG -- 1 3#6, 1#106, 11C I IOOA/3P 1 4#1, 1#66, 1-1/2"G 1#6, 3/4"G 256916 1 36.88 - -- - -- -- 331900 FO FI MAIN DISCONNECT MDG' SO 450 277 3 500 COPPER THREE 51NOLE CONDUCTOR5 NONMAGNETC 600V 26706 H 33,900 0.03 OAT 32,951 FI F2 DISCONNECT (200A/3P) 10 460 271 3 350 COPPER THREE SINGLE CONDUCTORS STEEL 6OOV 19703 I 32,957 0.06 0.94 31,081 F2 F3 PANEL 'Ell 50 460 271 3 3X COPPER THREE SINGLE CONDUGTOR5 STEEL 600V 12843 1 31061 0.44 0.70 21035 F3 F4 PRIMARY XFMR TI' 10 480 271 3 6 COPPER THREE SINGLE CONDL'CTOR5 STEEL 6OOV 2425 1 21035 032 0.76 20,283 F4 F5 5CO4DARY XFMR TI' -- 1756 3#2/0, I%a7, 2"C 200NO 4#3/0, 14166, 2-1/2116 2006 3#3/0, 1#66, 2'G --- 4#4/0, 1#46, 2-1/211G ---- ---- 1,993 FS Fla PANEL 'LV' 10 208 120 3 1 COPPER THREE SINGLE CONDUCTORS STEEL 600V 7292 1 1,993 0.02 0.98 1,949 FG, FT FIRE PUMP 40 460 271 3 IX COPFER THREE SINGLE CONDUGTOR5 NONMA6NET0 600V 9317 I 33,900 053 Obb 22,227 FT NOTES, I. 2. ALL CALCULATIONS WERE DONE USING BUSSMAN "POINT-TO-POINT" METHOD. REFER TO PLANS FOR ASSUMED UTILITY TRANSFORMER SIZE UTILIZED FOR CALCULATIONS. 8006 2[341500, 1411106, 3"GI IOOON& 3[4#400, 1#2/06, 3-1/2"GI 10006 3[3#400, 1#2/06, 3"CI 1200NO 4[4#350, 1#3/06,3'01 12006 TRANSFORMER SCHEDULE - COPPER WINDINGS (2016 DOE EFFICIENCY STANDARDS) KEY KVA PRIMARY 5ECONDARY PRIMARY PRIMARY 5ECONDARY SECONDARY 5ROUNDINO ELECTRODE TRANSFORMER APPROX. DI_ IONS APPROX. 5PEGIFIC RATING FLA FLA PROTECTION I FEEDER PROTECTION FEEDER GONDUGTOR(6EG) IMPEDANCE WEIGHT NOTES HIGH WIDE DEEP 30 1 36.1 1 83.3 I 45A/3P 1 3#6, 1#106, 11C I IOOA/3P 1 4#1, 1#66, 1-1/2"G 1#6, 3/4"G 256916 1 36.88 1 24.88 21.13 415LB5 BOX WITH 1-6AN6 PLASTER RING, FOR 6A5 GENERAL NOTES: .soA YOGA A. ALL TRANSFORMERS ARE 480V, 3PHA5E, DELTA PRIMARY AND 208Y/120143PHASE SECONDARY. SYSTEM. PROVIDE I" CONDUIT TO B. ALL CONDUCTORS ARE THWN, COPPER, SEE PLANS FOR INCREASED CONDUCTOR SIZE DUE TO VOLTAGE DROP. Maw G. BONDING AND 6ROUNDIN6 CONDUCTORS ARE TO BE INSTALLED PER NEG 25030 - 6ROUNDIN6 5EPERATELY DERIVED ALTERNATING AND TERMINATIONS BY OTHERS. 4. GURRENT SYSTEMS. For additional Information on Class R fuse reducers, see data D. WEIGHT SHOWN FOR REFERENGE ONLY, AND MAY VARY BY MANUFACTURER FIRE -RETARDANT TREATED PLYWOOD SPECIFIC NOTES: 11,000 I. TRANSFORMER IMPEDANCE 15 THE ASSUMED VALUE AND 15 USED FOR FAULT-GURRENT CALCULATIONS. IF SUBMITTED TRANSFORMER 15 OF A DIFFERENT DRAWIN65. ALL RECEPTACLE DEVIGE5 7000 VALUE, REVISED CALCULATIONS MAY BE REQUIRED. N, I stag 2. EG TO FIELD VERIFY WEIGHTS OF NON DOE 2016 AS THEY MAY VARY BY MANUFACTURER. PRINGIPAL GROUND POINT NEAR ELECTRICAL LOW VOLTAGE RI5EP KEYNOTE LEGEND KEY VALUE E#edlee Mer 2m. z00a I. NEW (2) 4" PVG CONDUIT ROUTED 30" BELOW Mo. GRADE FOR CONNECTION TO 51TE TELEPHONE 4000 SERVICE POINT. ELECTRICAL CONTRACTOR Recommended fuse blocks SHALL VERIFY CONDUIT 51ZINO AND QUANTITY # WITH SERVICE PROVIDER PRIOR TO fuw.npr . INSTALLATION. 2. NEW (2) 2" PVC CONDUIT ROUTED 30" BELOW woo GRADE FOR CONNECTION TO SITE FIBER RMM106RW OPTIC SERVICE POINT. ELECTRICAL ,m CONTRACTOR SHALL VERIFY CONDUIT SIZING 110-200 9MM2001013 AND QUANTITY WITH SERVICE PROVIDER PMe01003CR PRIOR TO INSTALLATION. 3. PROVIDE (1) I" RAGEWAY WITH PULL 5TRIN6, o a. FROM UTILITY SAS METER GOMMUNIGATIONS N0.2641R OUTLET TO MTTB, FOR STRUCTURED GABLE AP A TERMINATION. PROVIDE 2 -INCH DEEP, 2 -GANG nolo BOX WITH 1-6AN6 PLASTER RING, FOR 6A5 NO:26m-R TRANSPORT SERVICE METERING CONNECTION .soA YOGA TO UTILITY PROVIDER'S TRANSLATION soon SYSTEM. PROVIDE I" CONDUIT TO NO.2firWRi ACCESSIBLE GEILIN6 AND BUSH END. Maw RECEPTACLE FACEPLATE, JACK, GABLIN6, WOO AND TERMINATIONS BY OTHERS. 4. MAIN TELEPHONE TERMINAL BOARD 'MT(B' For additional Information on Class R fuse reducers, see data SHALL GON515T OF 3/4 INCH, sheet N. 1118. FIRE -RETARDANT TREATED PLYWOOD 70,000 INSTALLED FLOOR TO GEILIN6 IN ROOM, FOR 11,000 LENGTH5 A5 INDICATED ON THE PLAN WRM DRAWIN65. ALL RECEPTACLE DEVIGE5 7000 SHOWN IN BACKBOARD ON PLANS SHALL BE N, I stag FLUSH MOUNT, UON. 5. PRINGIPAL GROUND POINT NEAR ELECTRICAL 12,000 SERVICE EQUIPMENT. 6. TELECOMMUNICATIONS MAIN 6ROUNDIN6 BAR 8000 'TMGB' FUNGTIONIN6 AS INTERSYSTEM I.M. BONDING TERMINATION DEVICE, GOMPLYIN6 150.000 WITH NEC 250.94. 7. PROVIDE #bAW6 GREEN COPPER GROUNDING 2boW CONDUCTOR (TYPIGAU BETWEEN GROUNDING MW BUSSES AS INDIGATED. 8. ROUTE (1) 1/2" CONDUIT FOR FIRE ALARM IOON6 CONTROL PANEL GOMMUNIGATION5 GABLIN6 1006 RAGEWAY. 9. ROUTE (U I/2" CONDUIT FOR SECURITY 1106 CONTROL PANEL COMMUNICATIONS GABLIN6 125146 RACEWAY. Technical Data 1018 PMBNeD3Cn Fusetron" 600V Class RK5 E#edlee Mer 2m. z00a Fauddmm-1 information on this RUM. sell few FRS -R - 600 Vac/300 Vat, 65-600 A, Mo. No. 1oase 4000 dual element, time -delay fuses Recommended fuse blocks 10,00 # Current -Limitation curves fuw.npr . z-0ow a-enle soon woo 70-000 RM60100-1CR RMM106RW lUMmo-3CR ,m nnml»rs 110-200 9MM2001013 PMaOor'sm PMe01003CR mm eco A 100 A 225400 RMer'so"m PMBW042CR PMBNeD3Cn 450.800 macces61ce gMa0a00.2CR RMW1i)(Om z00a Fauddmm-1 information on this RUM. sell few cocks, see dem meet Mo. No. 1oase 4000 p 5000. 10,00 # woo sono 10,000 Fuse reducem, fur class R fuses soon woo 151000 14,000 norm Equipment assignedf...ousting nnml»rs - e fwdi. Iwxl ei. hours; mm eco A 100 A NO leaf R o a. 400A IOOA N0.2641R g AP A NODal nolo m0 A NO:26m-R ,owe s .soA YOGA NO.accell soon .OA NO.2firWRi , Maw moo WOO 61na.res-,only Pell rulrequnaE), 20,000 WAo9 For additional Information on Class R fuse reducers, see data amvq sheet N. 1118. 22.000 70,000 Time -current curries - [real mel 11,000 ROoo WRM Mo. 7000 12.0.. N, I stag 20,000 300 7000 12,000 M 10 Daj RMS isastrical current in amps z Lison="mm":.mznnzene" F Rik; srvw+>D+• wmew.,n"ww-mnm"mm w"s.,,,w Current -limiting effects Req. SrCC Le1.Mrou,h sions. IePPsnnt10.1a Immacced- f:ua m.91 KEY/ AMPS 100A z00a 9000 cars Mo. 2000 4000 soon 5000. 10,00 400:1 woo sono 10,000 15,000 soon woo 151000 14,000 norm 5000 7000 11,000 15,000 25,000 5000 7000 12,000 1xom wroto 500:1 WOO 13,000 18,000 nolo soo0 WOO 13,000 18.000 401:100 soon moo 14,00 19,000 Maw moo WOO 1400 20,000 WAo9 6000 10,00 15.000 22.000 70,000 7000 11,000 ROoo WRM Mo. 7000 12.0.. 17,000 20,000 9n,o00 7000 12,000 17,00 74,00 100000 8000 most. I.M. tc'ma 150.000 ado. 14.000 aee. 2boW ..,.a. MW 1.,000 23.000 .2'am 41 PEAK LET-THRU CURVE E3.0 I SCALE_ M O FEEDER SCHEDULE KEY/ AMPS FEEDER CONDUIT AND CONDUCTORS KEY/ AMPS FEEDER CONDUIT AND CONDUCTORS SERVIGE ENTRANCE FEEDERS SDS XFMR FEEDERS MOTE U 40ON 2[4#3/0, 2"CI 305 4#10, I#86, 3/4"G 60ON 2[4#350, 3"O] 505 4416, 1#86, 1-1/4'G 50ON 2[4#500, 3-1/2"C7 1005 4#I, I#b6, 1-112'0 IOOON 3[4#400, 3-1/2"G7 1505 4411/0, 1#66, 21'C 120ON 4[4#350, 3"GI 2505 4#250, 1#26, 311G 160ON 5[4#400, 3-1/2"GI 4005 2[4#3/0, 1#26, 2-1/2"G] 2000N 6[4#400, 3-1/2"GI 5005 2[4#250, 1#1106,3'G] 250ON 14#500, 3-1/2"GI 8005 2[4#500, 1#2/06, 3"O] 5000N 8[4#500, 1 10005 3[4#400, 1#3/06, 3-I/2"C7 3500N IO[44R500, 3-1/2"G] I 16005 51-4#400, 1#31061 3-112'07 4000N 11[4#500, 3-1/2'07 1 25005 1 7[4#500, 1#3/06, 3-1/2"C7 EQUIPMENT FEEDERS 20146 4#12, 41126, 3/4'0 206 3#12, #126, 3/4"G 30N6 4#10, 1#106, 3/4110 306 3#10, #106, 3/4"G 40NO 4#6, 1#106, 1116 406 3#8, I#106, 1"G SON& 4#6,#106, 1-1/411G 506 3#6, 1#106, I"G 60N6 4#4, 1#106, 1-1/4"G 606 3#4, 1#106, 111G 70NG 4#4, #86, 1-1/4'G 706 3#4, 1#86, 1-1/4"G BONG 4#3, 1#86, 1-1/4'b 806 3#3, 1#86, 1-1/4"O 90N6 4#2, #86, -112'0 906 3#2, 1#86, 1-1/4"G IOON6 4#1, 1#86, 1-1121'O 1006 3#I, IIONG 4#1, 1#66, 2"G 1106 3#1, 1#66, 1-1/211G 125146 4#1/0, I#b6, 2"G 1256 3#1/0, %6, 1-112"G 150146 4#1/0, I#66, 2"G 1506 3411/0, 1#66, 1-112"G 175N6 4#2/0, I#66, 21'C 1756 3#2/0, I%a7, 2"C 200NO 4#3/0, 14166, 2-1/2116 2006 3#3/0, 1#66, 2'G 225NO 4#4/0, 1#46, 2-1/211G 2256 3#4/0, 1#46, 211G 250NO 4#250, 1#46, 3"G 2506 3#250, 1#46,2-112"C 30ONG 4#350, 1#46,3'G 3006 3#350, 1#46,2-1/2"G 350146 4#500, 1#36, 3-1/2"G 3506 3#500, 1#36, 3'b 40ON6 2[4#3/0, 1#36, 2-1/2"C7 4006 2[3#3/0, 1#36, 211C] 45ON6 2[4#4/0, 1#26, 2-1/2"G] 4506 2[3#4/0, 1#20,2"r] 500NO 2[4#250, 1#26, 3"GI 5006 2[3#250, 1#26, 2-1/2"Ol bOQN6 2[4#350, I#16, 3"GI 6006 2[3#350,#16, 2-1/2"GI 700NO 2[4#500, 1#1/06, 3-1/2"GI 7006 2[3#500, 1#1/06, 3"GI BDON6 2[4#500, 1#1/06, 3-1/2"GI 8006 2[341500, 1411106, 3"GI IOOON& 3[4#400, 1#2/06, 3-1/2"GI 10006 3[3#400, 1#2/06, 3"CI 1200NO 4[4#350, 1#3/06,3'01 12006 4[3#350, 1#3/06, 3"C7 160ON6 5[4#400, 1#4/06, 3-1/2"G7 16006 5[3#400, 1#4/06, 3"GI 2000NO 6[4#400, 1#2506, 3-1/2'07 20006 6[3#400, 1#2506, 3"O] 6ROUNDIN6 CONOUGTOR5 ABBREVIATIONS 68 1#8, 3/4" G MEGH SEE MEGH SCHEDULE 66 1#6, 3/4" G XFMR SEE XFMR SCHEDULE 64 1#4,3/4" G 62 1#2,3/4" G 610 1-110, 3/4" G 620 1-2/0, 3/4" G 630 1-3/0, 3/4" G NOTE -5: I. 2. 3. FEEDER FOR SECONDARY OF SEPARATELY DERIVED SYSTEM (SDS). 6ROUND SIZE PER NEC TABLE INCLUDED IN ARTIGLE 250.66. ALL GONDUGTORS ARE SINGLE CONDUCTOR COPPER THWN UNLESS NOTED OTHERWISE. AMPAGITY BASED ON THE NEG TABLE INGLUDED IN ARTICLE 310. ALL CONDUITS ARE EMT UNLESS NOTED OTHERWISE, FILL RATIOS BASED ON NEG ANNEX G TABLE G.I. A55UMED 100 HP 480\/, 3P, 4W FLA: 118.0 AMPS LRA: 708.0 AMPS DETAIL NOTE5 OI SECONDARY CONNECTION CABINET (5C.GJ PROVIDED AND INSTALLED BY THE CONTRACTOR. TO BE RATED A MINIMUM OF 3000A, 2T7/480V, 3�,, 4W, 65KAIG, NEMA 3R. O UNDERGROUND VAULT AND CONCRETE PAD FOR UTILITY TRANSFORMER AND S.G.G. PROVIDED AND INSTALLED BY THE GONTRAGTOR PER XGEL'S REQUIREMENTS. O SERVICE CONDUCTORS TO RUN "OUTSIDE OF BUILDING" - UNDER SLAB OR CONCRETE ENGASED PER NFPA CHAPTER 20 6-3.1.1 AND NEG 695.6(,) AND (B). O FIRE PUMP CONTROLLER WITH MAIN DISCONNECT SWITCH, SIZED PER NFPA 20, CHAPTER 10. <Z> RI61D METAL CONDUIT SEE NOTE 3 FOR ROUTING REQUIREMENTS. Ob EG TO COORDINATE WITH UTILITY COMPANY AND PROVIDE APPROVED GT GABINET AND METER GABINET FOR FIRE PUMP SERVICE. O FEEDER TAP 15 NOT TO EXCEED 10 FEET, NEC, 24021(5)(1) AND THE EQUIPMENT 6ROUNDIN6 GONDUGTOR 15 TO BE SIZED PER 250.122(6). eAN PROVIDE ARG ENERGY REDUCTION FOR OGP REFER TO PROVIDED LET-THRU CURVE FOR CURRENT LIMITING FU5E, DETAIL 4, AND BELOW 10000 AIG AT XGEL ENERGY METER. 'HOUSE' PANEL LV' 100/3 71, TI' 30KVA 480-120/20&V 3m, 4W GENERAL NOTES L EG TO OBTAIN UTILITY GOMPANY'S ENGINEERED DRAWIN05 PRIOR TO ROUGH -IN AND SUBMITTALS, AND PROVIDE ALL LABOR AND MATERIALS AS REQUIRED BY UTILITY COMPANY. 6ROMIN6 ELEGIRODE SYSTEMS NOTE -5 I. FETAL UNDERGROUND WATER PIPE - MAKE GONNEGTION TO METAL UNDERGROUND WATER PIPE IN DIRECT CONTRACT WITH THE EARTH FOR 10' OR AND FI TRICALLY CONTINUOUS TO THE POINTS OF CONNECTION TO TEE GROUNDING ELECTRODE CONDUCTOR AND BONDING, CONDUCTORS. CONNECTION POINT TO BE AT A MAXIMUM OF 5' OF THE POINT OF ENTRANCE ON THE INTERIOR OF THE BUILDING. 2. BUILDING STEEL - THE METAL FRAME OF THE BUILDING OR STRUCTURE, WHERE ANY OF THE FOLLOWIN6 METHODS ARE USED TO MAKE AN EARTH CONNECTION. A. 10' OR MORE OF A SINGLE STRUCTURAL METAL MEMBER IN DIRECT CONTACT WITH THE EARTH OR ENGA5ED IN CONCRETE THAT 15 IN DIRECT CONTACT WITH THE EARTH. B. TEE STRUCTURAL METAL FRAME 15 BONDED TO ONE OR MORE OF THE GROUNDING ELECTRODES INDICATED ON NESE PLANS. G. THE STRUCTURAL METAL FRAME 15 BONDED TO A DRIVEN 6ROUND ROD, WHICH HAS BEEN TESTED TO PROVIDE A RESISTANCE TO GROUND OF 25 OHMS OR LESS. 3. UFER 6ROUND (CONCRETE -ENCASED ELEGTROVE) - AN ELECTRODE ENCASED BY AT LEAST 2" OF CONCRETE, LOCATED WITHIN AND NEAR THE BOTTOM OF A CONCRETE FOUNDATION OR FOOTING THAT 15 IN DIRECT CONTACT WITH EARTH, WN515TINO OF AT LEAST 20' OF ONE OR MORE BARE OR ZING 6ALVA14IZED OR OTHER ELECTRICALLY CONDUCTIVE COATED STEEL REINFORCING BARS OR RODS OF NOT LESS THAN 1/2' IN DIAMETER, OR GON515TIN6 OF AT LEAST 20' OF BARE COPPER CONDUCTOR NOT SMALLER THAN NO. 4 AWS. REINFORCING BARS SHALL BE PERMITTED TO BE BONDED T06ETHER BY THE USUAL STEEL THE WIRES OR OTHER EFFECTIVE MEANS. 4. GROUND ROD - ROD IS TO BE 8FT IN LENGTH AND SHALL BE MADE OF IRON OR STEEL AT LEAST 5/8' DIAMETER. INSTALLATION I-IETHOD5 FOR 6ROUND ROD SHALL BE INCOMPLIANGE WTIH THE NEC SUCH THAT AT LEAST 8' OF LENGTH 15 IN CONTACT WITH THE EARTH. #3/0CU, 3/4"G TO - COID WATER PIPE ill 3/4"G TO UF1tR n BRIDSE (150)5 GROIINDIN6 BRIDGE (163) PER NEG 250.94 ALLAYED EXTERNAL TO MSB' ELECTRICAL DISTRIBUTION 2 GROUNDING ONE -LINE DIAGRAM E3.0 SCALE_ N.T.S. O 3#1/0 GU, 1#66, 2" G XFMR Z INTEGRAL SERVICE RATED HEAVY DUTY SWITCH, NEMA FIRE 'HOUSE' 3R ENGLOSURE, LOCKABLE IN PUMP PANEL CONTROL 'HV' 100 KAIG RATED 4 PANEL I #I/06 5 F3 3 4#I/O GU, 1#66, 2" G SEL 200N6 ENERGY I T UTILITY M GT ME 9 METER O b FUSE TO BE 200AF/200,7 COOPER BU55MAN 480V, 3m #FR5-R-200 NEMA 3R 04 CLA55 RK5 FUSED DISCONNECT MAIN DISCONNECT, 'MDG' XF2 L_�L - 3000A, 2-111480V, 30, 4W 5 65KAIG, NEMA 3R 77 4#I/0 GU, 1#66, 2" G 3 i i - 4#350-1#3506=2-1/2-'G -- _FUTURE PICAL OF 4 SERVICE 3000A/3P--- --------------------- UTILITY T TRANSFORMER I OF 7 TO BE 150OKVA 2TI/480V, 30, 4W FI 8 3000A BUSSED GUTTER 6 I L-------- - 2T7/480V, 3m, 4W 65KAIG, NEMA 3R T S. C. C. RE: 2 E0.0 I6-0" LON6 fit~ FO PRIMARY BY PLUS 4 [3-I/2" CONDUIT] UTILITY COMPANY SPARE 3 I LOW VOLTAGE RISER DIAGRAM E3.0 I SCALE_ NONE 1 I ELECTRICAL ONE -LINE DIAGRAM E3.0 I SCALE_ N.T.S. LOW VOLTAGE R15ER GENERAL NOTES I. PROVIDE EMT FOR ALL GABLIN6 ROUTED THROUGH AREAS WITH EXPOSED STRUCTURAL CEILINGS AND THROUGH INACCESSIBLE GEILIN65. GOORDINATE CONDUIT 51ZE REQUIREMENTS WITH GABLE INSTALLER. 2. ALL EXPOSED GONDUIT SHALL BE CONGEALED TO THE EXTENT POSSIBLE, AND SHALL BE INSTALLED PARALLEL AND GL05E TO STRUCTURAL MEMBERS. PAINT CONDUIT TO MATCH ADJAGENT FINISHES. 3. PROVIDE PULLGORD FOR ALL CONDUIT INSTALLED FOR GABLE. 4. PROVIDE PULLBOXE5 AS REQUIRED BY GABLE INSTALLER FOR RUNS EXGEEDIN6 MAXIMUM PULL DISTANCE, AS IDENTIFIED BY GABLE INSTALLER. 5. PROVIDE SLEEVES AND CONDUIT BETWEEN FLOORS FOR ROUTING OF GABLE. COORDINATE CONDUIT 51ZE WITH GABLE INSTALLER. COORDINATE LOCATION OF RAGEWAY WITH ARCHITECT AND GABLE INSTALLER. 6. ALL CONDUIT AND GABLIN6 IN GRAWL SPACE 15 TO BE SUPPORTED BY AND TIGHT TO STRUCTURE ABOVE. WHERE CONDUIT TRANSITIONS FROM BEING SUPPORTED BY STRUCTURE INTO SOIL, ADD LOOP AND/OR FLEXIBLE CONDUIT FOR FLEXIBILITY AND TO ALLOW FOR ANTICIPATED SOIL MOVEMENT. 7. REFER TO SPECIFICATIONS FOR FULL CONDUIT REQUIREMENTS. HOWEVER, NOTE THAT ALL UNDERGROUND CONDUIT BENDS ARE TO BE GALVANIZED RIGID CONDUIT. UNDERGROUND CONDUIT EXTENDING ABOVE SLAB 15 AL50 TO BE GALVANIZED RIGID CONDUIT. A 1� I ARCHITECTURE PLANNING 0 INTERIOR DESIGN 1543 champs St.#200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 AE DESIGN B Integrated Lighting and Electrical Solutions 1900W eeStreetx205 I Denver, CO 8@@173296303! ae,sign-im.c"m Pmie¢Mn06. 10 5 F.IF O 9 7 6 ECURi 5T FLOOR TIT FiRE7RISER O 0 3 I LOW VOLTAGE RISER DIAGRAM E3.0 I SCALE_ NONE 1 I ELECTRICAL ONE -LINE DIAGRAM E3.0 I SCALE_ N.T.S. LOW VOLTAGE R15ER GENERAL NOTES I. PROVIDE EMT FOR ALL GABLIN6 ROUTED THROUGH AREAS WITH EXPOSED STRUCTURAL CEILINGS AND THROUGH INACCESSIBLE GEILIN65. GOORDINATE CONDUIT 51ZE REQUIREMENTS WITH GABLE INSTALLER. 2. ALL EXPOSED GONDUIT SHALL BE CONGEALED TO THE EXTENT POSSIBLE, AND SHALL BE INSTALLED PARALLEL AND GL05E TO STRUCTURAL MEMBERS. PAINT CONDUIT TO MATCH ADJAGENT FINISHES. 3. PROVIDE PULLGORD FOR ALL CONDUIT INSTALLED FOR GABLE. 4. PROVIDE PULLBOXE5 AS REQUIRED BY GABLE INSTALLER FOR RUNS EXGEEDIN6 MAXIMUM PULL DISTANCE, AS IDENTIFIED BY GABLE INSTALLER. 5. PROVIDE SLEEVES AND CONDUIT BETWEEN FLOORS FOR ROUTING OF GABLE. COORDINATE CONDUIT 51ZE WITH GABLE INSTALLER. COORDINATE LOCATION OF RAGEWAY WITH ARCHITECT AND GABLE INSTALLER. 6. ALL CONDUIT AND GABLIN6 IN GRAWL SPACE 15 TO BE SUPPORTED BY AND TIGHT TO STRUCTURE ABOVE. WHERE CONDUIT TRANSITIONS FROM BEING SUPPORTED BY STRUCTURE INTO SOIL, ADD LOOP AND/OR FLEXIBLE CONDUIT FOR FLEXIBILITY AND TO ALLOW FOR ANTICIPATED SOIL MOVEMENT. 7. REFER TO SPECIFICATIONS FOR FULL CONDUIT REQUIREMENTS. HOWEVER, NOTE THAT ALL UNDERGROUND CONDUIT BENDS ARE TO BE GALVANIZED RIGID CONDUIT. UNDERGROUND CONDUIT EXTENDING ABOVE SLAB 15 AL50 TO BE GALVANIZED RIGID CONDUIT. A 1� I ARCHITECTURE PLANNING 0 INTERIOR DESIGN 1543 champs St.#200 ■ denver, co 80202 phone: 303.292.9107 ■ fax: 303.292.4297 AE DESIGN B Integrated Lighting and Electrical Solutions 1900W eeStreetx205 I Denver, CO 8@@173296303! ae,sign-im.c"m Pmie¢Mn06. 10 ALL DRAW AND WITER INFORMATION APPEARING HEREIN IS CDPMGHTED INFORMATION AND SHALL NOT BE WPUCATEU, Discuss 7, DR OTIVm"M DUPLICATED WRHGIT THE WITIEN CONSENT OF GREY NDF ARWIECIURE PROJECT NUMBER 19-509 DRAWN MAE CHECKED EDR ISSUE 12.11.20 50% CD 01.12.21 PERMIT 03.09.21 FOR CONSTRUCTION REVISIONS Qi 02,12,21 PLAN REVIEW ELECTRICAL ONE -LINE DIAGRAM E10 Feel ^Fell V J O 0 LgJFell00 L.L] LU O W 0 rfiefiligO cl, L L O Q W 3� ,afill ALL DRAW AND WITER INFORMATION APPEARING HEREIN IS CDPMGHTED INFORMATION AND SHALL NOT BE WPUCATEU, Discuss 7, DR OTIVm"M DUPLICATED WRHGIT THE WITIEN CONSENT OF GREY NDF ARWIECIURE PROJECT NUMBER 19-509 DRAWN MAE CHECKED EDR ISSUE 12.11.20 50% CD 01.12.21 PERMIT 03.09.21 FOR CONSTRUCTION REVISIONS Qi 02,12,21 PLAN REVIEW ELECTRICAL ONE -LINE DIAGRAM E10 LIGHTING FIXTURE SCHEDULE TYPE DESCRIPTION MANUFACTURER CATALOG NUMBER VOLTAGE LAMP DIMMING MAX MOUNTING INFORMATION NOTES AUTOMATIC, INTEGRAL TO FIXTURE AUTOMATIC, INTEGRAL TO I FIXTURE OCCUPANCY 20 MINS SWITCHING OTY1 WATT I TYPE UTILIZED WATTS LOCATION BOF RFD OFH SPARE F1 4' LED STRIP LUMINAIRE LITHONIA LIGHTING TZUN-L48-SMR-3000LM-FS 277 1 25 LED NA 25 SURFACE SPARE 1,2 13 14 SPARE T-277-35K-80CRI-WH 1 15 16 1 SPARE NOTES. 20 1 BUILDING EXTERIOR LIGHTING CEILING CONTROL 5EGLENGE GI AUTO -ON AT OU5K, AUTO -OFF AT IO:OOPM. G2 AUTO -ON AT DUSK, AUTO -OFF AT DARN. G3 MANUAL -OK AUTO -OFF AT 6.00PM. 8 F1EM 4' LED STRIP LUMINAIRE LITHONIA LIGHTING TZUN-L48-SMR-3000LM-FS 277 1 25 LED NA 25 SURFACE 20 1,2 20 WITH EMERGENCY BATTERY 20 T-277-35K-80CRI-WH-E7W 12 13 SPARE 1 20 A 20 CEILING JP 1176 H1EM HIGH BAY LED FIXTURE, SUSPENDED LTTHONIA IBGN 300GOLM SEF ACL WD 277 1 205 LED 0-10V 205 SURFACE SEE NOTE 3 3 G MOUNT WITH ACRYLIC LENS, INTEGRAL 3 MVOLT GZ10 35K 80CRI BPK 1 SPARE 18 19 3500K 20 UH SUSPENDED UNIT HEATER 120 1 O.S., EM BATTERY PACK 20A PS10250 HLN360 DWH 20A/1P B LV -7 1 SPARE 1 1176 22 23 SPARE 1 EA1 POLE MOUNTED AREA FIXTURE, LED LTTHONIA DSX1 LED P4 30K T3M MVOLT 277 1 183 125 - 183 POLE 18'-0" POLE 1 20A TYPE 3 MEDIUM DISTRIBUTION WITH 20A/1P 27 LV -9 14 2 20 1 SPARE 20 GROUND HEIGHT 29 BUSSED SPACE HOUSE SIDE SHIELD; P4 OPTICS, G 20 1 SPARE UH 1176 UNIT HEATER 120 1 1 2 HP 20A 2#12, 1#12G. 3/4"C E42 POLE MOUNTED AREA FIXTURE, LED LTTHONIA DSX1 LED P7 30K T4M MVOLT 277 1 31 183 - 31 POLE 18 -0 APOLE 34 35 TYPE 4 MEDIUM DISTRIBUTION WITH 25 UH 20 UNIT HEATER 120 1 1/2 HP 20A GROUND BOF A LV -13 HOUSE SIDE SHIELD; P7 OPTICS, 4 5 38 39 BUSSED SPACE B — — — 9374 5 ED1 6 LED DOWNUGHT, WET LOCATION RATED LTTHONIA LDN6-35 10-LO6AR-LSS-MVOLT-GZ10 277 1 11 LED 0-10V 11 RECESSED 0'-6" RFD 1,2 5 OL65M SPACE A GGT TYPE. L=LI6NT91G, R=REGEPTACLE, M=MOTOR, LM=LARGEST MOTOR, E=EGMIPMENT, KE=KITCHEN EGUIPMENT, 5=5118PEED PANEL CANOPY GB TYPE. UH ED1EM 6" LED DOWNLIGHT, WEr LOCATION RATED LITHONIA, LDN6-35/10-LO6AR-LSS-MVOLT-GZI0-EL 277 1 11 LED 0-10V 11 RECESSED 0'-6" RFD 1,2 EH4-1 2 WITH INTEGRAL BATTERY BACKUP G TOTAL CONNECTED LOADS BUSSED SPACE A B G VA 13450 10333 14829 TOTAL DEMANDED LOADS 37 CANOPY 2594 UNIT HEATER EW1 EXTERIOR LED WALLPACK, TYPE 4 LITHONIA DSXW2 LED 20C 1000 30K T4M 120/277 1 74 LED -- 125 SURFACE 25'-0" BOF 1 B DISTRIBUTION, 1000mA MVOLT 40 3000K UH 2544 WALL 120 1 EW2EM EXTERIOR LED WALLPACK, WIDE LTTHONIA WST LED P1 30K VW MVOLT 120 277 1 21 LED -- 12 SURFACE 11'-0" BOF 1 THROW WITH EM. BATTERY PACK, E20WC GGT TYPE. UH 3000K UNIT HEATER 120 WALL 1/2 HP 20A 2#12, 1#12G. 3/4"C BLACK FINISH LV -23 9 HG=HANDLE CLAMP FOR LOOKING IN OWOFF POSITION, LOCK -PERMANENTLY LOCKABLE BREAKER GGT TYPE. LIGHTING. RECEPTACLE. OVER IOK. MOTOR. LG5T MOTOR. EGIUIPMENT. KITG4 MIP. 51UBFEED PML. LOAD 1000 3780 0 24488 O 1176 0 O EW3 EXTERIOR LED WALLPACK, TYPE 4 LTTHONIA DSX1 LED P7 30K 120 277 1 183 LED -- 183 SURFACE 25'-0" BOF 1 TOTAL ON 31 KVA PANEL. 85 AMPS DISTRIBUTION, P7 OPTICS NOTES. T4M MVOLT 3000K WALL X1 EXIT SIGN, UNIVERSAL MOUNTING, LITHONIA, LOM -S -W -G -120/277 -EL N 120 1 5 -- -- -- SURFACE -- 1, 2 SINGLE FACE, NO ARROWS WALL ABBREVIATIONS: BOF - BOTTOM OF FIXTURE, RFD - RECESSED FIXTURE DEPTH, OFH - OVERALL FIXTURE HEIGHT, AFF AFG - ABOVE FINISHED FLOOR (GRADE), WFD - WALL FIXTURE DEPTH GENERAL NOTES: A. ALL LED LAMPS TO BE 3500K COLOR TEMPERATURE AND A MINIMUM OF 82CR1, UNLESS NOTED OTHERWISE. B. ALL REFLECTOR LAMPS TO BE PROVIDED AS WIDE FLOOD DISTRIBUTION, UNLESS NOTED OTHERWISE. C. EMERGENCY LUMINAIRES SHALL SENSE UN -SWITCHED POWER TO THE SPACE AND OPERATE AUTOMATICALLY UPON LOSS OF NORMAL POWER. ALL EMERGENCY LUMINAIRES SHALL HAVE REMOTE TEST SWITCHES AND VISIBLE INDICATING LIGHTS. SPECIFIC NOTES: 1. VERIFY FIXTURE FINISH WITH OWNER AND ARCHITECT PRIOR TO PROCUREMENT. 2. VERIFY CEILING OR SURFACE MOUNTING CONDITIONS WITH DESIGN DOCUMENTATION AND EGRESS PLANS. NOTIFY ENGINEER IF SELECTED MOUNTING CONDITION IS NOT POSSIBLE. 3. MOUNT FIXTURE TO UNDERSIDE OF ROOF STRUCTURE. EC TO ORDER ALL COMPONENTS NECESSARY FOR MOUNTING. 4 ARCHITECT TO CONFIRM FINISH TYPE, FITTER, FINIALS, GUARD OPTIONS ALL IF APPLICABLE AND POLE SHAPE. LIGHTING SEQUENCE OF OPERATION SEQUENCE OF OP. 1 ON OFF SENSOR TYPE TIME OUT DIMMING 1 DAYLUGHi HARVESTING COMMENTS YES NO T1 AUTOMATIC, INTEGRAL TO FIXTURE AUTOMATIC, INTEGRAL TO I FIXTURE OCCUPANCY 20 MINS SWITCHING NO SENSORS CONTROL INDIVIDUAL FIXTURES TO COMPLY WITH 2018 IECC L16HTIN6 RELAY PANEL SCHEDULE ARCHITECTURE PLANNING ■ INTERIOR DESIGN KEY 1543 champa St. #200 ■ denver, co 80202 PANEL NAME: RPI PANEL LOCATION: ELECTRICAL ROOM 5UPPLY CIRCUIT: HV -19 VOLTS MANUFACTURER: CATAL06 N. LG4D GRI416-LTD-ENG-HL-SM PEI 6RI416-LTD-INT-I6FGR-IDIM-17IG-LTV GONT LINE FEED LOAD DESCRIPTION SEE RELAY RELAY TYPE NUMBER RELAY TYPE LOAD DESCRIPTION LINE FEED GENT I I SEQ 02 HI BUILDING EXTERIOR LIGHTS 2TWAPOLE 1 2 2TWAPOLE BUILDING EXTERIOIR L16HT5 HV -8 G2 SPARE 3 4 SPARE SPARE 5 6 SPARE SPARE 7 8 SPARE SPARE 9 10 SPARE SPARE II 12 SPARE SPARE 13 14 SPARE SPARE 1 15 16 1 SPARE NOTES. 20 1 BUILDING EXTERIOR LIGHTING 268 CONTROL 5EGLENGE GI AUTO -ON AT OU5K, AUTO -OFF AT IO:OOPM. G2 AUTO -ON AT DUSK, AUTO -OFF AT DARN. G3 MANUAL -OK AUTO -OFF AT 6.00PM. 8 EWH SPARE 1 M16CbWCAL EQUIPMENT SCHEDULE ARCHITECTURE PLANNING ■ INTERIOR DESIGN KEY 1543 champa St. #200 ■ denver, co 80202 DESCRIPTION VOLTS PH LOAD MOCP/ BRANCH CIRCUIT DISCONNECT MAIN ELECTRICAL ROOM 200 AMPS M.L.O. 200A FUSED DISGOMrGT FULLY RATED AT LEAST EGUAL TO. CIRCUIT NOTES IOK AIG R. OCT NO TYPE LOAD LOAD CIRCUIT BREAKER BUS CIRCUIT BREAKER LOAD VA DESCRIPTION (NOTE NN) POLE TRIP TYPE TYPE1 TRIP I POLE DESCRIPTION (NOTE NN) LOAD VA GGT TYPE HP,WA MFS WIRE AND CONDU 15 A NUMBER 1 HAREHOUSE L16FITINS EWH L ELECTRIC WALL HEATER 208 1 14.4 MCA 20A 2 12, 1 12G. 3/4"C 30A/2P G LV -35,37 1 BUILDING EXTERIOR LIGHTING 1 L 6 7 SPARE 1 20 A 20 1 BUILDING EXTERIOR LIGHTING 268 L 8 EWH SPARE 1 ELECTRIC WALL HEATER 208 1 14.4 MCA 20A 2/12, 1/12G, 3/4"C 30A/2P II LV -39,41 20 2 20 1 SPARE 20 A 12 13 SPARE 1 20 A 20 1 SPARE JP 1176 JOCKEY PUMP 480 3 1.5 HP 15 3#12, 1#12G. 3/4"C 1 3P HV -1,3,5 16 17 SPARE 1 20 G 20 3 20 1 SPARE 18 19 SPARE 1 20 UH 20 UNIT HEATER 120 1 1/2 P 20A 2#12, 1#12G, 3/4"C 20A/1P B LV -7 1 SPARE 1 1176 22 23 SPARE 1 20 G 20 1 SPARE 16 24 UH BUSSED SPACE UNIT HEATER 120 1 1/2 HP 20A 2#12, 1/12G, 3/4"C 20A/1P 27 LV -9 14 2 20 1 SPARE 20 A 28 29 BUSSED SPACE G 20 1 SPARE UH 1176 UNIT HEATER 120 1 1 2 HP 20A 2#12, 1#12G. 3/4"C 2 1P LV -11 32 3 BUSSED SPACE U4-9 1 B 20 1 SPARE BUSSED SPACE 34 35 BUSSED SPACE 25 UH 20 UNIT HEATER 120 1 1/2 HP 20A 2#12, 1#12G. 3/4"C 20A/1P A LV -13 3 PANEL LV VIA 50KVA TI' 4 5 38 39 BUSSED SPACE B — — — 9374 5 40 UH BUSSED SPACE UNIT HEATER 120 1 1/2 HP 20A 2#12, 1/12G, 3/4"C 20A/1P LV -15 31 5 OL65M SPACE A GGT TYPE. L=LI6NT91G, R=REGEPTACLE, M=MOTOR, LM=LARGEST MOTOR, E=EGMIPMENT, KE=KITCHEN EGUIPMENT, 5=5118PEED PANEL 32 GB TYPE. UH UNIT HEATER 120 1 1/2 HP 20A 2#12, 1#12G. 3/4"C 2 1P LV -17 35 6 LOAD MOLT DEMAND LOAD 5416 1.25 6770 VA 0 1.0 0 VA O 05 0 VA 2502 1.0 2502 VA 0 1.25 0 VA 0 1.0 0 VA O O 0 VA 30694 1.0 3011 VA EH4-1 2 30 G TOTAL CONNECTED LOADS BUSSED SPACE A B G VA 13450 10333 14829 TOTAL DEMANDED LOADS 37 UH 2594 UNIT HEATER 120 1 1/2 HP 20A 2#12, 1#12G. 3/4"C 20A/1P LV -19 39 7 2594 EH4-2 2 30 B BUSSED SPACE 40 41 UH 2544 UNIT HEATER 120 1 1/2 HP 20A 2/12, 1/12G, 3/4"C 20A/1P LV -21 8 GGT TYPE. UH UNIT HEATER 120 1 1/2 HP 20A 2#12, 1#12G. 3/4"C 2 1P LV -23 9 HG=HANDLE CLAMP FOR LOOKING IN OWOFF POSITION, LOCK -PERMANENTLY LOCKABLE BREAKER GGT TYPE. LIGHTING. RECEPTACLE. OVER IOK. MOTOR. LG5T MOTOR. EGIUIPMENT. KITG4 MIP. 51UBFEED PML. LOAD 1000 3780 0 24488 O 1176 0 O MULT DEMAND LOAD 1.25 1250 VA IA 3780 VA 05 0 VA 1.0 24488 VA 1.25 0 VA 1.0 1176 VA 0 0 VA 1.0 0 VA UH UNIT HEATER 120 1 1/2 HP 20A 2 12, 1 12G, 3/4"C 20A/1P TOTAL ON 31 KVA PANEL. 85 AMPS LV -25 NOTES. 10 UH UNIT HEATER 120 1 1/2 HP 20A 2#12, 1/12G, 3/4"C 20A/1P LV -27 11 UH UNIT HEATER 120 1 1 2 HP 20A 2#12, 1#12G. 3/4-C 2 1P LV -29 12 GENERAL NOTES: A. ALL CONDUCTORS ARE COPPER THHN, UNLESS OTHERWISE NOTED. B. REFER TO MECHANICAL PLANS FOR SPECIFIC EQUIPMENT LOCATIONS AND REQUIREMENTS. C. PRIOR TO ROUGH -IN, COORDINATE ALL MECHANICAL EQUIPMENT POWER AND CONNECTION REQUIREMENTS WITH MECHANICAL CONTRACTOR'S FINAL SHOP DRAWINGS. D. PROVIDE ALL 120V CONTROL WIRING, REFER TO SPECIFICATIONS FOR FURTHER CONTROL WIRING CLARIFICATION. E. FOR ANY VAV SYSTEM COORDINATE POWER REQUIREMENTS WITH MECHANICAL CONTRACTOR AND PROVIDE 120V CONNECTIONS AT EACH VAV BOX, OR AT CENTRAL CONTROL PANEL LOCATION(S) AS REQUIRED. IF EXACT QUANTITIES AND LOCATIONS FOR CONTROL PANELS ARE NOT KNOWN AT BID TIME, E.C. IS TO INCLUDE ONE 120V CONNECTION AT EACH VAV DEVICE IN THE BASE BID PRICE AND PROVIDE A CREDIT DURING CONSTRUCTION IF LESS CONNECTIONS ARE REQUIRED. F. EXTERIOR DISCONNECT SWITCHES ARE TO BE PROVIDED AS NEMA 3R EQUIPMENT UNLESS OTHERWISE NOTED. G. PROVIDE WEATHERPROOF 120 VOLT GFCI RECEPTACLES WITHIN 25' OF ALL ROOFTOP HEATING, VENTILATING, AND AIR CONDITIONING EQUIPMENT. CIRCUIT TO SPARE CIRCUIT ON NEAREST 120V PANELBOARD OR AS INDICATED ON PLANS. H. PROVIDE DUCT DETECTION ON ALL RETURN AIR SYSTEMS OF 2,000 CFM OR GREATER, AND FOR ALL SUPPLY AIR SYSTEMS 15,000 CFM OR GREATER, INCLUDING THOSE SYSTEMS SERVING MULTIPLE FLOORS. PROVIDE ADDITIONAL DUCT DETECTORS AND INSTALL REMOTE INDICATOR LIGHTS AS REQUIRED BY LOCAL AUTHORITY HAVING JURISDICTION. I. FOR ANY BOILER MECHANICAL SYSTEM, E.C. IS TO PROVIDE AN EMERGENCY PUSHBUTTON OFF AND ANY CONTROL WIRING REQUIRED. COORDINATE EXACT REQUIREMENTS WITH MECHANICAL CONTRACTOR AND EQUIPMENT PRIOR TO INSTALLATION. J. EC TO PROVIDE HAND/OFF/AUTO STARTERS FOR ALL MOTORS WHEN NOT INDICATED AS TO BE PROVIDED BY THE MECHANICAL CONTRACTOR ON THE MECHANICAL PLANS. SIZE OF STARTER TO BE BASED UPON SIZE OF MOTOR HORSEPOWER INDICATED. W ARCHITECTURE PLANNING ■ INTERIOR DESIGN PANEL 'HV' 1543 champa St. #200 ■ denver, co 80202 PANEL 'LV' phone: 303.292.9107 VOLTAGE L -L. 480 VOLTAGE L -N. 2TI TYPE. 3PH/4W MOUNTING. SURFACE NOTES. PEW PANEL LOCATION. BUS RATING. MAIN CB. FED FROM. AIG RATING. 208 120 3PH/4H SURFACE NEN PANEL MAIN ELECTRICAL ROOM 200 AMPS M.L.O. 200A FUSED DISGOMrGT FULLY RATED AT LEAST EGUAL TO. 65K AIG MAIN ELECTRICAL ROOM 100 AMPS 100 A/3P 30KVA XFMR VIA PANEL HV PULLY RATED AT LEAST EQUAL TO: IOK AIG R. OCT NO TYPE LOAD LOAD CIRCUIT BREAKER BUS CIRCUIT BREAKER LOAD VA DESCRIPTION (NOTE NN) POLE TRIP TYPE TYPE1 TRIP I POLE DESCRIPTION (NOTE NN) LOAD VA GGT TYPE GAR NO I M 3 M 834 JP -I 3 834 - — 15 A 20 1 HAREHOUSE L16FITINS 1640 L 2 — B 20 1 UTILITY ROOM LIGHTING 125 L 4 5 M 834 - — — G 20 1 BUILDING EXTERIOR LIGHTING 3383 L 6 7 SPARE 1 20 A 20 1 BUILDING EXTERIOR LIGHTING 268 L 8 9 SPARE 1 20 B 20 1 SPARE 20 1 MTTB REGPT 10 II SPARE 1 20 G 20 1 SPARE 20 A 12 13 SPARE 1 20 A 20 1 SPARE M 1176 14 15 SPARE 1 20 B 20 1 SPARE 10 16 17 SPARE 1 20 G 20 1 SPARE 20 1 SPARE 18 19 SPARE 1 20 A 20 1 SPARE 20 A 20 21 SPARE 1 20 B 20 1 SPARE M 1176 22 23 SPARE 1 20 G 20 1 SPARE 16 24 25 BUSSED SPACE UH -6 1 A 20 1 SPARE 20 1 SPARE 26 27 BUSSED SPACE 14 B 20 1 SPARE 20 A 28 29 BUSSED SPACE G 20 1 SPARE M 1176 30 31 BUSSED SPACE A 20 1 SPARE 22 32 33 BUSSED SPACE U4-9 1 B 20 1 SPARE BUSSED SPACE 34 35 BUSSED SPACE 25 G 20 1 SPARE 20 A 36 37 BUSSED SPACE A 45 3 PANEL LV VIA 50KVA TI' 10,106 5 38 39 BUSSED SPACE B — — — 9374 5 40 41 BUSSED SPACE UH -12 1 G — — — 10612 5 42 30 31 OL65M SPACE A GGT TYPE. L=LI6NT91G, R=REGEPTACLE, M=MOTOR, LM=LARGEST MOTOR, E=EGMIPMENT, KE=KITCHEN EGUIPMENT, 5=5118PEED PANEL 32 GB TYPE. 6FCI=5mA GROUND FAULT CIRCUIT INTERRUPTEP, 6FEP=30MA GROUND FAULT PROTECTION FOR EGIIUIPMENT, AFCI=ARG FAULT CIRCUIT INTERRUPTER EL65M SPACE GAP6I=0"INIATION ARG FAULT E 5mA GROUND FAULT GIRGUIT INTERRUPTER, 5T=5HUNT TRIP, HT4=HANDLE TIE HITH GROUPING BUSSED SPACE HG=HANDLE CLAMP FOR LOCKING IN OWOFF POSITION, LOCK=PERMANENTLY LOCKABLE BREAKER 34 35 OCT TYPE. LISWIN6. REGEPTAGLE. OVER IOK. MOTOR. LOST MOTOR. EQUIPMENT. KITG4 EQUIP. SUBPEED PHIL. LOAD MOLT DEMAND LOAD 5416 1.25 6770 VA 0 1.0 0 VA O 05 0 VA 2502 1.0 2502 VA 0 1.25 0 VA 0 1.0 0 VA O O 0 VA 30694 1.0 3011 VA EH4-1 2 30 G TOTAL CONNECTED LOADS BUSSED SPACE A B G VA 13450 10333 14829 TOTAL DEMANDED LOADS 37 A B G VA 13927 10364 15675 AMPS 50 37 5"1 2594 TOTAL ON 40 KVA PANEL. 46 AMPS — NOTES. BUSSED SPACE 38 39 W ARCHITECTURE PLANNING ■ INTERIOR DESIGN DRAWN 1543 champa St. #200 ■ denver, co 80202 PANEL 'LV' phone: 303.292.9107 ■ fax: VOLTAGE L -L. VOLTAGE L -N: TYPE. MOUNTING. NOTES: 208 120 3PH/4H SURFACE NEN PANEL LOCATION. BUB RATING: MAIN GB. FED FROM. AIG RATING: MAIN ELECTRICAL ROOM 100 AMPS 100 A/3P 30KVA XFMR VIA PANEL HV PULLY RATED AT LEAST EQUAL TO: IOK AIG GIR. NO GGT TYPE LOAD VA LOAD CIRCUIT BREAKER BUB DESCRIPTION (NOTE NN) POLE TRIP TYPE GIRGUIT BREAKER LOAD TYPE I TRIP I POLE DESCRIPTION (NOTE NN) LOAD VA OCT TYPE GIR NO I R 1060 UH RECIPT 1 20 A 30 1 UH RECPT 1060 R 2 3 E 1176 IRRIGATION CONTROLLER 1 20 B OC o,�d/V ply. 20 1 UTILITY ROOM RECPT 900 R 4 5 R 360 MTTB RECPT 1 20 G 20 1 MTTB REGPT 360 R 6 7 M 1176 UNA 1 20 A LU c� 20 1 MONUMENT SIGN 1000 L 8 4 M 1176 UH -2 1 20 B 20 1 SPARE 10 II M 1176 UH -3 1 20 G 20 1 SPARE 12 13 M 1176 UH -4 1 20 A 20 1 SPARE 14 15 M 1176 UH -5 1 20 B 20 1 SPARE 16 17 M 1176 UH -6 1 20 G 20 1 SPARE 18 14 M 1176 UH -7 1 20 A BUSSED SPACE 20 21 M 1176 UH -8 1 20 B BUSSED SPACE 22 23 M 1176 U4-9 1 20 G BUSSED SPACE 24 25 M 1176 UH -10 1 20 A BL65M SPACE 1261 27 M 1176 UH -11 1 20 B BUSSED SPACE 28 29 M 1176 UH -12 1 20 G BUSSED SPACE 30 31 OL65M SPACE A BUSSED SPACE 32 33 EL65M SPACE B BUSSED SPACE 34 35 M 2594 EH4-1 2 30 G BUSSED SPACE 36 37 M 2594 — — — A BUSSED SPACE 38 39 M 2594 EH4-2 2 30 B BUSSED SPACE 40 41 M 2544 — — — G BL65M SPACE 42 GGT TYPE. L=LI6FMW R=RECEPTACLE, M=MOTOR, LM=LARGEST MOTOR, E=EGL UIPMENT, KE=KITCHEN C-GUIPPENT, 5=SUN`EE0 PANEL GB TYPE: 6FGI=5mA GROUND FAULT CIRCUIT INTERRUPTER, 6FEP=30mA GROUND FAULT PROTECTION FOR EQUIPMENT, AFGI=ARG FAULT CIRCUIT INTERRUPTER GAFGI=COMBINATION ARG FAULT R 5mA GROUND FAULT GIRGUIT INTERfaJPTII ST=SHUNT TRIP, HTN=HANDLE TIE WITH GROUPING HG=HANDLE CLAMP FOR LOOKING IN OWOFF POSITION, LOCK -PERMANENTLY LOCKABLE BREAKER GGT TYPE. LIGHTING. RECEPTACLE. OVER IOK. MOTOR. LG5T MOTOR. EGIUIPMENT. KITG4 MIP. 51UBFEED PML. LOAD 1000 3780 0 24488 O 1176 0 O MULT DEMAND LOAD 1.25 1250 VA IA 3780 VA 05 0 VA 1.0 24488 VA 1.25 0 VA 1.0 1176 VA 0 0 VA 1.0 0 VA TOTAL CONNECTED LOADS A B G VA 10456 4374 10612 TOTAL DEMANDED LOADS A B G VA 10708 4374 10612 AMPS 89 78 88 TOTAL ON 31 KVA PANEL. 85 AMPS NOTES. W ARCHITECTURE PLANNING ■ INTERIOR DESIGN DRAWN 1543 champa St. #200 ■ denver, co 80202 �— phone: 303.292.9107 ■ fax: 303.292.4297 W �— 0 U ■ AE DESIGN - Integrated Lighting and Electrical Solutions 1900 Wazee Street 205 1 Denver, CO 80202 1303.296.3034 ae&sign-inc.com Project#'.4886.00 I-� 0 W es M,bbohAs% 6�a` olom SAA OC o,�d/V ply. ,\ —4 V J 0 00 J ,V W LU O . 0 LU c� „ C) V� 0 F_LU ■ ALL DRARN AND NtlTIEN INFORMATION APPEARING HUM IS COM GHTD RFORMATION ANO SHALL NOT BE DUPLICATED. DISCLOSED, OR OTHERWISE DUPLICATED V11HWT THE MRITIEN CONSENT O GREY III ARORIECNRE PROJECT NUMBER 19-509 DRAWN MAE CHECKED EDR ISSUE 12.11.20 50% CD 01.12.21 PERMIT 03.09.21 FOR CONSTRUCTION REVISIONS ELECTRICAL SCHEDULES E3.1 it COMcheck Software Version 4-1.1.0 ,,ftp COMcheck Software Version 4.1.1.0 n18/ Interior Lighting Compliance Certificate f./ti Exterior Lighting Compliance Certificate Project Information Project Information Energy Code: 20181ECC Energy Code: 20181ECC Project True AXIS 70West Project Title Axis 70West Project Type: Now Construction Project Type: Now Confirmation Exterior Lighting zone 2(Light industrial area with handed nighttime use) conscruNon Site: CxmerlAgenl: Oesigne'/Cam2elor 4990 Parfet5t Chri ti a Kekh comtmmon Site: OwnerlAgem Designer/Contactor. Wheat Ridge, CO 80033 AE Design 4990 Ramat St Christina Ketch 1900 Will St Wheat Ridge, CO 80033 AE Design Additional Efficiency Package(s) #205 1900 Wazee St Denver, CO 80202 #205 (303) 296.3034 Denver, CO 8D202 chdstlnamkelch@aedesignlnccam (303) 296-3034 chdstinamkelchisaedesign-knc.com Reduced intro lendng power. Requirement are implicitly entero will Trader rghling allowance calculations. Allowed Interior Lighting Power A B C D Area Category Floor Area Allowed Allowed Welts (112) Waft 1112 (111 1 -Warehouse 138212 043 this document is consistent with the building plans, 60140 . The Proposed interior lighting systems have been Total Allowetl Wane- 60140 Proposed Interior Lighting Power Parklig area 203981112 Christina Kelch - Project Designer 01/05/2021 Name - Tine signature DIP F A B C D E Fixture ID:Description/ Lamp l Wattage Per Lamp/Ballast Lampsl pot Fixture (Cxof Ibl A supphmemal allayou ce radial to 400 wads may be applied toward compliance M bat nan-tradabk and da raMe areas'sudaces. Fixture Fixtures Wish. 17 A B C D E Fixture ID : Description / Lamp I Wattage Per Lamp / Ballast Lamps? pot 1 -Warehouse LEDI: F11F1EM: STRIP LIGHT: Other. 1 4 25 red LED 1 wov 1: H1EM: HIGHBAY: Other: 1 12 205 24M Interior Lighting Compliance Statement C D Compliance Statement The proposed Interior lighting design represented In this document is consistent with the building plans, specifications, and ether calculations submitted with this permit applicable . The Proposed interior lighting systems have been designed to meet the 20181ECC requirements In Optional Version 4.1. andply with any applicable mandatory requirements listed in Me Inspection Checklist. Parklig area 203981112 Christina Kelch - Project Designer 01/05/2021 Name - Tine signature DIP F Date Allowed Exterior Lighting Power A B C D E Are&Surface Category Quantity Allowed Tradable Allowed Watts 1 Watts/Unit Wattage (a XOf Parklig area 203981112 8.04 Yea 8159 1 Total Tradable WatN(a)- 8159. LED I ropy 2: ED1/EDI EM: EXTERIOR DOWNLIGHT: Order : Total RIOR ] Wage= 8159 Toral Allowed supplemental wale (b) = 890 (a) Wattage tra el lla are only allowed between merge areas/sutkcas. 1 8 Ibl A supphmemal allayou ce radial to 400 wads may be applied toward compliance M bat nan-tradabk and da raMe areas'sudaces. 592 Proposed Exterior Lighting Power 1 17 A B C D E Fixture ID : Description / Lamp I Wattage Per Lamp / Ballast Lamps? pot Fixture (C X D) 2013 nxture Fixtures Watt. Parking area (2032 1Tratlable Wa asa 1Hrgh Impact Crier 1) 21 Medium Impact (Tier 2) 3Loelmpact(Tier T)= he LED 1: EAI: EXTERIOR AREA LIGHT: Other 1 ) 183 1231 LED 1 dopy 1: CAP: EXTERIOR AREA LIGHT Other: 1 1 31 31 LED I ropy 2: ED1/EDI EM: EXTERIOR DOWNLIGHT: Order : 1 10 11 110 LED I copy 3: EWt EXTERIOR WALL LIGHT:ONer. 1 8 74 592 LED I copy[] EMEM: EXTERIOR WALL LIGHT OIM1xt 1 17 21 357 LED ropy 5: EW3: EXTERIOR WALL LIGHT: Canal 1 11 183 2013 []Does Not TMmlTrodable:Pmpostd Wats= 4384 Exterior Lighting Compliance Statement Compliance Statement. The proposed exterior lighting design represented In this document is consistent with Me building plans, specifications, and other calculations submitted with this permit application. The proposed exterior lighting systems have been designed to meet the 2018 IECC requirements In COMrbeck version 4.1.1.0 and to comply with any applicable mandatory requirements listed in me Inspection Checklist. Project Title: Axis 70 West All date: OL05R1 Project Title: Axis 70 West Data filename'. f1\4886.00- Wheat Ridge Commenciil\Lig CalcsWOMCHECK.cck Page lot B Data Mergers: i:\4886.00- Wheat Ridge Comme¢kal\Llg Ckcs\COMCHECKcck se'Non 1Hrgh Impact Crier 1) 21 Medium Impact (Tier 2) 3Loelmpact(Tier T)= he Rough-ln Electrical Inspection Complies) Commerce/ mptlons 4 A .ID 01/05/21 Datafilename: i:\4886.00- Wheat Ridge Commercial\L[g Calcs\COMCHECK.cck C405.2.2. Spaces required to have fight- pa es eq 9 []Com Iles P 2 controls have a manual reductionthat Daces Na[ [EL2271 control the see []Not Observable C405.2.3, undingntto connectedload In the connected CND[Appliwble 2 e liuming a real Applicable [112312 ttern>blyunercnIllumination pattern >. so percent. '[]Does Not 0405.2.1, Occupancy sensors installed in CComplles 005.2.1. classroomslkedureltminkng rooms, []Does Not 1 1111811 comenmre/mee8nwmuktipurpose rooms, copy/print moms, []Not Observable [ELMIP Iourges/ereakrooms. enclosed offices, DNoIApplicable 005.5.1 open plan office areas, restrooms, ONot Observable [111911 storage rooms, locker moms, 'DNM Applicable C405.2.4 warehouse Storage areas, and other Dogmatist IE12)11 spaces <- 300 sgft Mat are enclosed Ooeez Not by floor -m-ceiling height exchanges. Clear Observable C408.1.1 Reference section language []Not Applicable [FI5)11 005.2.1.2 for control function k Caoes Not 005.2.5 warehouses ago section C405:2.1.3 []Complies [EL281^W for open plan office spaces. Dodge Not 005.2.1. OCcuparwy, standard central function in []Complies 2 warehouses: In warehouses, Me []Does Net (EL1911 lighting in diameys and open areas Is C Observable El O Oposter C405.3 controlled! with occupant sensors Mat automatically reduce lighting pow o Applicable [EL611 by 50%w more when the areas are Closes Not C408.2.5. urwccuYked. The occupant sensors []Not Observable 1 comml Bending in each alsleway Drum Applicable C405A Independently and co not control OComplles [EMP lighting beyond the alsleway being Doom Not C4e8.3 controlled by Now weaker. ONm Observable 005.2.1. Occupant sensor control function in []Complies 3 open plan office areas: Occupant Codes Not [112011 sensor controls in open office spaces CNet Observable >= 300 hall have controls l) corMgured so Mat general lighting can DIle NotA Applicable be canVolled "Formally In control []Not Applicable zones with floor areas <= 600 se.ft. within the space. 2) automatically tum op general lkghnng In all control manes within 20 minutes after all occupants C405.9.2. have left the space, 3) are configured 00omplles C405.8.2. o that general lighting Power in each Doses Not 1 [E128P control zone Is reduced by >- 80%of ONot Observable the full done general lighting power IDNm Applicable within 20 minutes of all occupants leaving that control edge, antl 4) are conOguretl such that any daylight 005.9 responsive control will activate space .[]Complies [112912 general lighting or central done Codes Not genal lighting only when occupancy IDNm Observable for the same area Is detected. ClNot Applicable 04051.2. Each area not served by ottvpancy CComphes 005.2.2. sensors(per Ce051.11 have time ODoes Not 1, switch controls and functions dratted In []Not Observable 04051.2. 2 sections C405.2.2.1 and 005.2.2.2. []Not Applicable ILEI 1 HkghlmpactBier l7 P Metliumlmpaat r2)3 Lowlmpact(rm3) Project Title: Axis)OWmt PoPortaals: Dl/05/II Data flimame: l:\48m.W - W hest Ridge Commemkl\Ltg Catcs2DMDHEaC.cck Page for 8 Christina Kelch - Project Designer /01/05/2021 Name Title signature VY Date Report date: 01/0583 Project Title: Axis 70 West Page 2 o B Data Readable i:\4806.00- Wheat Ridge Commerdal\Ltg CdcACOMCHECKcck Sxtlon 1Hrgh Impact Crier 1) 21 Medium Impact (Tier 2) 3Loelmpact(Tier T)= M Roughdn Electrical lmpectton Complies? Commanle/Asaumptlons fi Ra .ID 01/05/21 Datafilename: i:\4886.00- Wheat Ridge Commercial\L[g Calcs\COMCHECK.cck C405.2.3, Daylight zones provided with []Compl es C405.2.3. Individual controls that control the Doors Net 1. lights Independent of general area []Not Observable C405.2.3, lighting. See code section C405.2.3 ONat 2 Daylight- responsive controls for Applicable [112312 spaces, C406.2.3.1 Daylight '[]Does Not applicable pensive control funcNan and ',CNet Observable section 0405.2.3.2 Sidelit zone. 'CNet Applicable C405.2.4 Separate lighting control devices for []Complies [ELMIP specfic uses installed per approved ODxs Not 005.5.1 lighting plans. ONot Observable [111911 with what is shown on the approved 'DNM Applicable C405.2.4 Additional Interior lighting power Dogmatist IE12)11 allowed for special functions per Me Ooeez Not approved lighting plans and Is Clear Observable C408.1.1 automatically controlled and []Not Applicable [FI5)11 separated from general lighting. Caoes Not 005.2.5 Automatic lighting controls for exterior []Complies [EL281^W lighting Installed Controls will ber Dodge Not set bed on daylight controlled, as Not Observable C406 business operation time -of -day, w Delot Applicable [PR91' reduce connected lighting 30%. '[]Does Not C405.3 Ext signs do not exceed 5 watts per []Complies [EL611 face. Closes Not C408.2.5. Plummeted as -Wilt drewirgs for []Not Observable 1 electric power systems Within 90 days Drum Applicable C405A :Low -voltage am type distribution OComplles [EMP ' electric transfonrners meet Me Doom Not C4e8.3 minimum efficiency requirements of ONm Observable (FI3311 Table 04105.6.0Nm Applicable Ci Electric motors meet the minimum OComplles JEU712 :efficiency requirements of Tables modes Not Cecil through 0405.7a). Efficiency verified through certification[]Nat Observable under an approved certMcatlon []Not Applicable Program or Me equipment ethcleocy, ratings shall W provided by motor manufacturer (where certification programs do not exist). C405.9.2. Escalators and moving walks comply 00omplles C405.8.2. with ASME A17.1/CSA BM and have Doses Not 1 [E128P automatic controls configured to reduce speed to Me minimum ONot Observable parmittetl speed In accordance With IDNm Applicable ASME A17.1/CSA 1144 or applicable local code when net conveying passengers. 005.9 Total voltage drop across the .[]Complies [112912 combination of feeders and branch Codes Not circuits <-5W IDNm Observable ClNot Applicable Additional Comments/Aswmptlons: I Hlgh Impact ITler 11 2 Me alum Impact(Tler 21 3 Law lmpactlTer31 Project Title: Axis 70 West Report date: 01/05/31 Datafilename: j:\4a86.00- Wheat Ridge commons Leg Cala\COMCHECKttk Page fiat 8 Report date: 01/0583 Page 3 of 8 5. tion 1Hrgh Impact Crier 1) 21 Medium Impact (Tier 2) 3Loelmpact(Tier T)= i ectl Final lmpon Complies? Commanb/Asaumptlone 4 .ID 01/05/21 Datafilename: i:\4886.00- Wheat Ridge Commercial\L[g Calcs\COMCHECK.cck Caba FumlshetlO&M er 2408.2.5. to the systems and equipment equip equipment HodesLICompof ODoes Not 2 IFlllp at d designated building represenwnertative representative- []Not Observable determined ran the interior lighting and electrical systems and equipment []Not Applicable C405.4.1 Interior lnsklle0 lamp and fixture IElComplies see me lmMar Contra fixtim schedule Aw valued. IFI3811 lighting Power is consistent wish what '[]Does Not is shown on Me approved lighting ',CNet Observable Plans, demanstratiw proposetl wens 'CNet Applicable re Was Man or equal to allowed watts. 005.5.1 Exterior lighting power is consistent '[]Complies see Me Extwbr Lighting exewe schedule for vahres. [111911 with what is shown on the approved 'ClDues Not Iighdng plans, demonstrating ONot Observatoe proposed watts are less than or equal ONot Applicable to allowed waft. C408.1.1 Building operations and maintenance []Complies [FI5)11 documents will be provided to Me Caoes Not owner, Documents will cover 'CNet Observable manufacturers' information, '[]Not Applicable specifications. programming C406 procedures and means of illustrating []Complies [PR91' to owner how bulldkrig, equipment antl '[]Does Not systems are Intended to W Installed. Not Observable maintained. and operated. []NtA Applicable C408.2.5. Plummeted as -Wilt drewirgs for '[]Complies 1 electric power systems Within 90 days '.[]Does Not [F11613 of system acceptance, CNet Observable ONot Applicable C4e8.3 D9httng systems have been fisted to '[]Complies (FI3311 ensure proper calibration, []Does Not programming, a no operation. []Not Observatee []Nat Applicable Additional Comments/Assumptions: I I High Imact Metl) 13 1 Medium Impact Met 2) 3 low lm CI era pa fel 1 COMcheck Software Version 4.1.1.0 V Inspection Checklist Energy Code: 20181ECC Requirements: 0.0% were addressed directly in the COMcheck software Text In the "Comments/AsSumptlons" column is provided by the user In the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that Is documented or that an exception Is being claimed. Where compliance is Itemized in a separate table, a reference to that table is provided, Se t Op 1Hrgh Impact Crier 1) 21 Medium Impact (Tier 2) 3Loelmpact(Tier T)= N Pon languageCompNea2 Axis 70 West CommenlslAasumpHom fi .ID 01/05/21 Datafilename: i:\4886.00- Wheat Ridge Commercial\L[g Calcs\COMCHECK.cck C103.2 Plans, specifications, and/or 17Complles LPR411 calculations provide all lnformabon :[]Does Not with which compliance can be :,[]Not Observable determined ran the interior lighting and electrical systems and equipment ';CNo[Applicable and document where exceptions to the standard are claimed. Information provided should Include interior lighting power calculations, wattage of bulbs and ballasts. transformers; and control devices. 0103.2 Plans, specifications, and/or ocamplles [PRET calculations provide all information :[]Does Not with which compliance can be []Not Observable determined for the exterior lighting antl electrical systems and equipment []NotApplicable and document where exceptions to the standard are claimed, Information provided should include exterior lighting power Calculations, wattage of bums and ballasts, transformers and control devices. C406 Plans, specifications, and/or []Complies [PR91' calculations provide all information '[]Does Not with Which compliance can be Not Observable determined for the additional energy []NtA Applicable efficiency package options. pP Additional Comments/Assumptions: project Title: Axis 70 West Report date: 0/0521 Project Title: Axis 70 West Report date: 0110521 Datafilename', l:\4886.00 -Wheat Ridge Commemial'I CalaICOMCHLLTCUk Page )of 8 Datafilename: ):"6.W -Wheat Ridge Comm miahUg CacaMMCHE-CIOnck Page aof 8 a A • J i ARCHITECTJRE PLANNING ■ INTERIOR DESIGN 1 543 champa st. #200 ■ denver, cc 80202 phone: 303.292.9107 ■ fax: 303.292.4297 AE DESIGN B— Integrated tilting and Electrical solutions eXye Nbboil� U 1 O . Ino O1MA5xc 3 0 ALL. DUM AND MMN INFORMATION APPEAMNC HERRN B Omtt MM INFORMATION AND 9481 NOT BE DJPLJ IED, DgQUOE0. OR OIHIRME WPURATED MIWIT THE MIITIFN D11911T OF MEY y ARCHITECTURE PROJECT NUMBER 19-509 DRAM MAE CHECKED EM ISSUE 12.11.20 50% Co 01.12.21 PERMIT 03.09.21 FOR CONSTRUCTION REM90NS ELECTRICAL COMCHECK EM 1Hrgh Impact Crier 1) 21 Medium Impact (Tier 2) 3Loelmpact(Tier T)= Project Title: Axis 70 West Report date: 01/05/21 Datafilename: i:\4886.00- Wheat Ridge Commercial\L[g Calcs\COMCHECK.cck Page 4of 8 project Title: Axis 70 West Report date: 0/0521 Project Title: Axis 70 West Report date: 0110521 Datafilename', l:\4886.00 -Wheat Ridge Commemial'I CalaICOMCHLLTCUk Page )of 8 Datafilename: ):"6.W -Wheat Ridge Comm miahUg CacaMMCHE-CIOnck Page aof 8 a A • J i ARCHITECTJRE PLANNING ■ INTERIOR DESIGN 1 543 champa st. #200 ■ denver, cc 80202 phone: 303.292.9107 ■ fax: 303.292.4297 AE DESIGN B— Integrated tilting and Electrical solutions eXye Nbboil� U 1 O . Ino O1MA5xc 3 0 ALL. DUM AND MMN INFORMATION APPEAMNC HERRN B Omtt MM INFORMATION AND 9481 NOT BE DJPLJ IED, DgQUOE0. OR OIHIRME WPURATED MIWIT THE MIITIFN D11911T OF MEY y ARCHITECTURE PROJECT NUMBER 19-509 DRAM MAE CHECKED EM ISSUE 12.11.20 50% Co 01.12.21 PERMIT 03.09.21 FOR CONSTRUCTION REM90NS ELECTRICAL COMCHECK EM CASE NUMBER. WZ-2003 Axis 70 West Planned Industrial Development APPROVED Ry RCC at 1/1112021, 103 PM A Specific Development Plan in the City of Wheat Ridge, CO PARCEL0F LAND LOCATED IN THE SOUTHWEST T OF SECTION 16 TOWNSHIP 3, RANGE fig WEST OF 6tH P M. _ COUNTY O F JEFFERSON, STATE OF COLORADO r�vu t ... Ew SITE RA f/ m DENVER WATER � g �. CONSTRUCTION NOTES C. [ O ___ _ I 1 j ]. .� �_ �._ �� �� IRRIGATION ION r�t� U e LEGEND _ e. 'ate ___ '"Ww UP x uxTER vxowwuao W R: E ® �� O .mw .n.... _ INGIRD500�SAM IAWMti RR® ® KFLOP® C sRAIN ^ NO _ __--r_-'_� �.... El 2 vRa INNIONTION SYSTEM NIGND TIVEPROPOSING UP F Va®® �—'�PEB GUNmPREowavAL®� 5R THE IRRIGATION SYSTEM IS ILizix Ow is STAND ALONE RAINB:RDm Cs"La+ NO IRRIGATION METER WITH 15 TYPE K C, SERYYCE LINE TO IRRIGATION SYSTEM IS DESIGNED TO USEA MAXIMUMBONE OF 38 GALLONS PER MINUTE SYSTEM UTILIZES RAINAREEZ E SENSORS AS NEEDED�� �_�G ���C�_� ^�S ® RD RES QUICK COUP SIR T3 i I C ORE OR I CORE DUAL 2 WIRE CONTROLLER® R A T ON SYSTEM IS DESIGNED TO COVER ALL LANDSCAPE AREAS�' THE S YET END IS D AIMED AND INT ED DED TO PROVIDE IRRIGATION WATER OR Tx a ORVLAxo SEHUNTER NSOR SEEDED AREAS FOR YR THEN Tuexeo Orr As NEEDED OR REOUIReo. = == ==_� _� = eRo®cPUTNE0 s DR I P END FLUSH ASSEMBLY INDICATOR0 I AT ON NOTES UP T E IRRIGATIOrAND � xPrPiQ% � PUVPOLY NC®noe© rrR ����� ��EVCTO MAINLINE 2 C LASS GOO 3 THE Hire SHALL BE OFTHE REDUCED PROS RE TYPE 'LASS 200 PPY DDUDSVLNOTELATERFAL ^���-- `—" — SLEEVES SCT m SIE AS NOTED ®xmeD® 0 FE ET DOWNSTREA M FOR ION WTH USE OF A STOP N ASTEP =�= CH xIRYRI�A ESlEpA �HOSENB BSI UPSTREAM Orr THE RFP ASSSEMBLDiv�[ = = =-- 2�A �OSTiF SEA ND M UST NOT BE TA LED MERE BACKPIRESSURE IS PROS ENT BED NCH LmWE SHEETINOE% 0 N DE DATE D IRRIGATION WATER SERVICE LINES ED R DOM LOOP OTABLE1 USE. IR -1.0 IRRIGATION COVER SHEET 4 MA I NLINE HALL BE DIED INA BLE A ND THE ENTIRE STEM SHA LL BEBL IN-1.11NNIGATION STSTEMOESIGN NORTH M�UT P NOR 0 WINTER TEM EXCEED38 GALLONS PER UIxm6OPu1 IR -1.2 IRRIGATION SYSTEM DESIGN SOUTH AND IS THE LARGEST ZONE�__ ��_�_��_ IR -1.3 IRRIGATION SYSTEM DETAILS 5..� _—��--__--_ nilECgi TAxrI -^• Ed OVERALL LANDSCAPE PLAN A WROTE N REPORT SENT TO A ON ACKNOWLEDGED By CONSULTAIxG �� �� e� L2 LANDSCAPE PLAN NORTH L3 LANDSCAPE PLAN SOUTH exUPY OiOR 7 SYSTEM SHALLUTILIZEA RAIN SENSOR CAPABLE OFADJUSTINNLO LANDSCAPELEGEND TOTALS A HUNTER I CORE OR GORE BLUFFS WIRE CONTROLLER—� �.�� �� U LANDSCAPE NOTES AND DETAILS ��HIZES A L BE EQUIPPED WITH HUNTER SOLAR xcASENSOR L6 LANDSCAPE DETAILS CONSISTING fl TREES IN SHRUB REDS SHALL IRWOATED AREA NOTE RECEIVE 6 TO 1 1 NOT EM ITEMS SEE DETAILS THE Rdi P RD PERTY SHOWN ON THESE PLA NO IS A STA ON ALONE 0 F WHEATSONE DESIGN A ND CONSTRUCTION DOM ME R IA� INDUSTRIA L SITE ONLY THE A REA S WITHIN THE P RD PERTY STREETSIM E CRI E NO SEEM 11 REFER TO T� IN STANDARDS DRAWINGS FOR A:u DING m A ON HIT PC TOTAL e3 ': ORNHONO�FSIRRIGAT DTLAND CAPE Nsa 2SODS56 LODES IRRIGATION UBBEoua ".�. PLAN SHALL TIONS. NATIVE TYPE SE ED. HESE FM URGE A RE A LSO USED IN THE FATERBUDGET COVEN SHEET SHES A LLWIRING SHA LL BE nnUF A SOD R QUIRE BE DO DER TYP E Southwest Quadrant N Section 16 Township 3 South Range 69 West w• IR Axis 70 West Planned Industrial D" menl DPROVEDAxis 70 West Planned Industrial Development RCC x11/11/2021, 1:05 PM A Specific Development Plan in the City of Wheat Ridge, CO 4 PANCEL OF WDLOCAMD IN THE BOUTHWE4l:OF SECTION It TONNSHIP3.RANOEWWESTOFHIH P.M. CIXINTV OF JEFFENBON. BTATE OF CClONA00 �OM} N IR3TI f LEGENND 'ALL UNA 0 a w CASE NUMBER M4D IMNEE ; IME HNNNE wso� NORTH M�ommgwe IRRIWTION ® ZZIMS NDN IR 1.7 CAGE NUMBER WL2003 is 70 West Planned Industrial Development APPROVED By RCC at 1/11/2021, ,:Ds PM A Specific Development Plan in the City of Wheat Ridge, CO PMGEL OF LWDL TED INT E 80VIIM1YE9T]: OF SEI 1B, TO 1111`3. RANGE R WEST OF 9M P.M. OCUNIYCf JEFFNiBIXi. BTRTE OFOMdUDO v. V�s-vss-.��•- � m sw.e MATCHLINE N � LLKd Iww�+ �:.EGExo :•• =•..ww�w•w.wo '3qi' .:.""®wewwo �p�•..o..� �: � Www®® w$ wwwo.wwwuw w...�w.wa m`m T o w �• m Ow 16IV DUM NOIN INNIFA I IN Mu°iwFwmO ,- u ww° PNOPpEO1$IN1116IMX)MTM RM of MORIN OF NYDWWF ' -9p WEST I -TB FRONTAGE ROAD 1-1102 801m1 ®IRRIGATNON ��® UN= DENVER WATER PROJECT No. 20884 Pury (2) DRIP IN BED AREAS DRIP SYSTEM OPERATION INDICATOR (DOPER IND Axis 70 West Planned Industrial Development A Specific Development Plan in the City of Wheat Ridge, CO PARCEL OF LAND LOCATED IN THE SOUTHWEST $ OF SECTION 16 TOWNSHIP 3, RANGE fig WEST OF ETH P M. COUNTY OF JEFFERSON, STATE OF COLORADO I 11.71 115noii� - — DrEPERSE ®DRIP END FLUSH ®PIPE & WIRE TRENCHING IRRIGATION DETAILS ..Aa o PLTH Iaalcnn0N � .-.... DETAILS IR -1.3 Glove, Andrew From: Steven Parker astevenparker@arvadafreconn Sent: Monday April 13, 202010 09 AM Ta: Corcoran, PIN Cc: Hoffmelner, Kyle Su bjavF RE'. Axis 70 Wen DevelopmentWheatRidge This email came from outside the HR Green organization. Plow opening attachments Aly, The hydrant locations shown do provide the required 600' dlctanceto all portions Nth, Scherier ofthe structure. So you re lme with what is being proposed Also, for development reviews, all of my reviews will be don,throured the city of Wheat Ritlge development review process. AFP) will not require separate submittals until we reach the holding onstmction plan review phase Nth, protect. But within the development review phase, please include a turning dialysis othe irds our Tower 56 specifications that can befoond at htto:/Avww.arvadarue.com/codes and amp idrinuts/elctione Plan revew.lon. Let me know if you have any other questions. S!¢Mn Parker EEO Fire Marshal Meda Fire Pretectan Bidding MEL N11wn Way nwade. CO 80065 363,40306]] www.arvail nacom From: Cormran,Aly <acorcoran@brgreen.com, Sent: Thursday, April 9, 2020 6:26 PM To: Steven Parker <s even.parker@arvadatre.com, Cc: Hoffn irteq Kyle<khoffmeister@brgreen.com, Subject: Axis Jo West Development Wheat Ridge [FROM EXTERNAL SENDER] Hi Steven As we discussed I've atachad an exhibit showing the hydrant coverage ton the new of ustrial builtling we are developing In Wheat Ritlge. We have confirmed that the bdid ing will have ESFR sprinklers, so our di9anCc will Increase to 600 One question I didn't ask is whether you require any additional submittal items, or if that coordination will be taken care of through the City. Feel free to give me a call if you would like to discuss further. Thank you, Aly Corcoran, EIT Staff Engineer HR Green® I Building Communities. Improving Lives. ® 5619 DTC Parkway Suite 1150 1 Greenwood Village, CO 80111 Main 720.602.4999 Direct 720.602.4943 1 Cell 913.624.4808 HRGreen® HRGREEN.COM The contents of this transmission and any attachments are confidential and intended for the use of the individual or entity to which it is addressed. If the reader of this message is not the intended recipient, you are hereby notified that any dissemination, distribution or copying of this communication is prohibited. City of '_]�9r Wheatljdge CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855.f 303.237.8929 Proof of Submission for Permitting/Plan Review (Water and Sanitation only) A copy of this form must be completed by each water and sanitation agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: 10/09/2020 Project Address: 4990 Parfet Street Wheat Ridge, CO 80033 Name of Firm/Individual submitting documents: HR Green Project Type/Description: One industrial building and accompanying infrastructure on 9.88 acres. Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY William P. Willis * , am a duly authorized representative of the agency indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. AgenCV represented: (Please check one) 0 Wheat Ridge Water District 0 Consolidated Mutual Water District 0 Valley Water District 0 Denver Water 0 Wheat Ridge Sanitation District cX Clear Creek Sanitation District 0 Fruitdale Sanitation District 0 Westridge Sanitation District 0 Other Agency Notes: Must meet all District requirements and standards as well as the availabili Signature: * District Consulting Engineer 10-09-2020 ./�AMAULT MARTIN/MARTIN 00000"CONSULTING SU LTING ENGINEERS October 10, 2020 WESTFIELD COMPANY, INC. 4221 Brighton Boulevard Denver, CO 80216 Email: Miller, Jason imiller@westfield-co.com;ksilva@westfield-co.com Re: Clear Creek Valley Water and Sanitation District -4990 Parfet Street, Wheat Ridge, CO ) Martin/Martin, Inc Project No.: 13.0860 Dear Mr. Miller and Ms. Silva, On behalf of the Clear Creek Valley Water and Sanitation District (CCVWSD), Martin/Martin Inc., acting as the District's Consulting Engineer, offers the following in response to the sanitary Proof of submission and availability request received October 10, 2020, concerning a proposed warehouse development at the above referenced address. The development area is generally defined as Parcel A and B with a third small triangular parcel C to the south. The Clear Creek Valley Water and Sanitation District has no objections with the proposed development conditional on the items identified herein are fully addressed. The following are general requirements for sanitary sewer service. Rules, Regulations and Standards of the District must be complied with at all times. The subject lot is within the service and boundary area of the Clear Creek Valley Water and Sanitation District and was partially within Fruitdale Sanitation District. Those Parcels that were within Fruitdale Sanitation have been properly excluded from that District, so no further action with Fruitdale is needed to our knowledge. The development Parcels A and B appear to be within Clear Creek Valley Water and Sanitation Districts. Treatment of sewage generated within the Clear Creek Valley Water and Sanitation District is provided by Metro Wastewater Reclamation District. This is not a review of plans nor does this letter represent approval of plans submitted. A deposit of appropriate funds discussed here -in, has been received for design and coordination of the sanitary mainline extension that. We understand the project will consist of a single warehouse building. The basis of this letter is that there will be a single ownership of the building. If the building becomes used for restaurants or commercial uses requiring either a grease interceptor or sand oil separator, these elements will be required along with certified PE stamped design calculations from the Developer / Owner. The tap connection is conditional upon the above being fulfilled. Existing District Sanitary Sewer Mainline(s) Clear Creek Valley Water and Sanitation District has the following sanitary sewer mains in the vicinity of the proposed property: • 8 -inch mainline running west to east, northeast of the referenced property within W 50th Ave. at Oak St. (developer to field verify size, horizontal, and vertical location prior to construction) • 8 -inch mainline running west to east within a private easement line, east of Oak St. at approximately the mid- point extended from the site. (developer to field verify size, horizontal, and vertical location prior to construction) It appears the property may be serviced by gravity flow depending on building location and elevations; however, the owner/developer is responsible for determining horizontal locations and vertical depths of the existing sanitary sewer main(s) to verify if gravity flow is feasible or if a private individual sewage ejector (lift station) is required. The site may well have a high ground water condition based on an existing irrigation ditch. Appropriate construction considerations must be accommodated. Ground water discharge is not allowed within the sanitary system. The issuance of a sewer MARTIN/MARTIN, INC. 12499 WEST COLFAX AVENUE LAKEWOOD, COLORADO 80215 MAIN 303.431.6100 MARTINMARTIN.COM Clear Creek Valley Water and Sanitation District -4990 Parfet Street, Wheat Ridge, CO) October 10, 2020 tap permit by the District does not in any way guarantee that the property can be served by gravity flow. No sump pump connections to District facilities are allowed. Utility Locates It is the developer's responsibility to provide the District, c/o Martin/Martin Inc., with an ASCE Utility Quality B utility locate mapping stamped by a Colorado PE as required in Colorado Revised Statute (CRS) Tile 9 and ASCE 38 standards. Depending on the design, an ASCE Quality Level A supplemental survey may be required which necessitates physical contact and survey of the existing utility at crossings. All projects must meet C.R.S. Title 9 for proper notification to the Notification Association by the Developer's professional engineer. It is also the owner's responsibility to include electronic locators on all new underground facilities, including service lines up to the structure or building being served. Submit details for tracer wire and associated test stations. Sanitary Sewer Extension and Easement Agreement All mainline extensions must be designed by the District's consulting engineer. An initial fee for design, construction observation, extension agreement, and easement agreement(s) has been received. A mainline extension requires an extension agreement, any necessary easements and easement agreements, District approvals, deposits, and necessary insurance and bonding prior to beginning construction. Tap applications cannot be accepted until conditional approval is made on the extension. A sanitary sewer main extension agreement with appropriate bonding and deposit is required prior to moving forward with construction. This agreement will be provided from the District's Attorney. Public right-of-way or a 25' easement (20' exclusive) with drive -able surface will be required to be dedicated to the District prior to construction. The owner/developer is responsible for providing a vesting deed and title insurance commitment for the easement prior to coordination with the District's Attorney. All costs associated with extensions are the responsibility of the owner/developer. Sanitary Sewer Extension Design The owner/developer will need to provide documentation for the District Consulting engineer to provide sanitary sewer extension design. The design documentation/exhibits need to include existing and proposed grades, existing and proposed utilities, sanitary and storm inverts, existing and proposed structures, and survey to include utility locates meeting C.R.S. Title 9 "Enforce Requirements 811 Locate Underground Facilities'. Survey information must also include depths of all upstream and downstream inverts of sanitary and/or storm manholes and inlets. Survey must be provided, signed, and stamped by a Professional Land Surveyor. Utility locates must meet quality level "B" and be potholed at utility crossings for a quality level "A" locate and is to be signed/stamped by a Professional Engineer in the State of Colorado. Costs All costs involved are to be deposited in advance—engineering, reviews, design, legal, construction, observation and inspections — are the responsibility of the Owner/Developer at the then current rate fee structure. Please be aware of the following: 1. Deposit moneys must be available prior to reviews and further coordination. 2. Extension agreement with required title, bonding, etc. 3. Application for tap fees and development fees can only be made upon completion of conditional acceptance of the mainline extension per extension agreement. 4. All fees connection fees are due prior to connection. A water provider verification for water meter sizing for all units/buildings will be required prior to a tap application completion. Full addresses of each sanitary service are also required. A tap application is available from the District and must be submitted to the District for review. No tap fees will be accepted until conditional approval is received for the mainline extension including such items as: mainline air testing, as -constructed drawings (certified survey), acceptable Page 213 Clear Creek Valley Water and Sanitation District -4990 Parfet Street, Wheat Ridge, CO) October 10, 2020 geotechnical testing, acceptable tracer wire testing, and final televising of the mainline(s). If credits for SFRE's are being requested for existing units(s)/buildings, the Developer must provide existing addresses, meter size, and if applicable, abandon the sanitary tap at the mainline (District observation and fee is required) prior to final new connection acceptance. A minimum 72 -hour notice prior to construction is required following District receipt of all fees. These fee amounts can be paid directly to the District Office prior to connection, payable to Clear Creek Valley Water and Sanitation District, which also collects Metro Wastewater's "connection fees'. Any questions regarding this document, please contact us at (303) 431-6100. Sincerely, Bill Willis, PE Cc: Mike Nelson —Clear Creek Valley Water and Sanitation District Page 313 City of wheatp-1:939C CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855.f 303.237.8929 Proof of Submission for Permitting/Plan Review (Water and Sanitation only) A copy of this form must be completed by each water and sanitation agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: 10/09/2020 Project Address: 4990 Parfet Street Wheat Ridge, CO 80033 Name of Firm/Individual submitting documents: HR Green Project Type/Description: One industrial building and accompanying infrastructure on 9.88 acres. Signature of Firm Representative or Individual: J DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY I, /�� /� - am a duly authorized representative of the agency Indic ted below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) o Wheat Ridge Water District o Wheat Ridge Sanitation District o , Z'onsolidated Mutual Water District o Clear Creek Sanitation District D/ Valley Water District o Fruitdale Sanitation District o Denver Water o Westridge Sanitation District o Other Agency Notes: �t �! {��- ✓ly Signature: Date: gency epresentativer r) 1(+A Kerner & ates. Geotechnicalal andnd Materials Engineers and Environmental Scientists email An Employee Owned Company 2390 South Lipan Street Denver, CO 80223 phone: (303) 742-9700 fax: (303) 742-9666 kadenver@kumarusa.com www.kumarusa.com Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado February 16, 2021 Andrew Glova Westfield Company, Inc. 4221 Brighton Boulevard Denver, Colorado 80216 Subject: Geotechnical Engineering Review of Structural Drawings, Axis 70 West, 4990 Parfet Street, Wheat Ridge, Colorado Project No: 19-1-525 Dear Mr. Glova: This letter presents the results of our geotechnical engineering review of the relevant portions of the following: Progress Permit Set, Drawings S1.1 through S5.6, Axis 70 West, 4990 Parfet Street, Wheat Ridge, Wheat Ridge, Colorado, 80033. Dated January 6, 2021. The purpose of the review was to check the relevant portions of the drawings for consistency with the geotechnical engineering recommendations provided by Kumar & Associates, Inc. under our Project No. 19-1-525 in the project geotechnical engineering study report dated April 23, 2020. We consider the relevant portions of the reviewed drawings to be in conformance with the recommendations contained in the above -referenced geotechnical engineering report. Our review did not consider dimensions and elevations and did not include review of engineering calculations. If you have any questions about the contents of this letter, please let us know. Sincerely, KUMAR & ASSOCIATES, INC. Wade Gilbert, P.E. JWG/ma cc: book, file pp0 RE�,S to 9256 ■ ��s," NAL ��a�� �`o�p� CODE CDG,y� P F siQ2 z z CERTIFIED INTERNATIONAL CODE COUNCIL® �`o�p� CODE CDG,y� P F siQ2 z z CERTIFIED INTERNATIONAL CODE COUNCIL® R�\O�PL CODE c,O L Z K CERTIFIED P kl*- INTERNATIONAL a-` CODE ma- COUNCIL'' 1/5/2021 Search for Certified Professionals - ICC The ICC Certification Search contains information on individuals who may be currently certified with the International Code AAA Council, but is not the official record. Certificates should be verified through viewing the original certificate issued by ICC to the individual or by using the search function below. To maintain the currency of ICC certificates, individuals must renew these every two to three years through retesting or professional development activities. Full details on certificate renewal requirements are found in the Certification Renewal web pages. 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First Name: dell City: morrison Certification Type: Please select Last Name: key State: Colorado Search Reset v PLEASE NOTE: Search will return a maximum of 500 records, and is limited to that information on record as provided by candidates. Search Result: 1 records found. Certified under this name City State Certificates Dell Key Morrison CO Structural Steel and Bolting Special Inspector (expires 04/12/2023) Structural Welding Special Inspector (expires 04/12/2023) V https:/An ..iccsafe.org/search-for-certified-professionals/ 1/1 Certified Professional Information: Last, First MI: Hougard, Scott B Certified under this Scott B Hougard name: Company: Kumar & Associates Inc City, State Zip: Denver, CO 80223 Certification Type(s): Structural Masonry Special Inspector (expires 04/12/2018) Listings here may not reflect today's changes, additions, exam results, or certifications from organizations other than ICC (including BOCA, ICBO, and SBCCI). 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Contact Information 1 -888 -ICC -SAFE (422-7233), ext. 5524 Contact Us 2019107181 111712019 3:07 PM PGS 5 $33.00 DF $500.00 Electronically Recorded Jefferson County, CO George P Stern, Clerk and Recorder TD1000 Y After Recording Return To: Senn Visciano Canges P.C. 1700 Lincoln Street, Suite 4300 Denver, CO 80203 Attn: Matthew D. Pluss SPECIAL WARRANTY DEED BEAR LAND HOLDINGS, LLC, a Colorado limited liability company ("Grantor"), whose street address is 11001 West I-70 Frontage Road North, Wheat Ridge, Colorado 80033, for the consideration of Ten Dollars ($10.00) and other good and valuable consideration, in hand paid, hereby sells and conveys to INDUSTRIAL PARTNERS QUALIFIED OPPORTUNITY FUND LLLP, a Colorado limited liability limited partnership ("Grantee"), whose address is 4221 Brighton Boulevard, Denver, Colorado 80216, the real property legally described as follows: See legal description attached hereto as Exhibit A and incorporated herein by this reference, TOGETHER WITH all and singular the hereditaments and appurtenances thereto belonging, or in any way appertaining, and the reversion and reversions, remainder and remainders, rents, issues and profits thereof, and all the estate, right, title, interest, claim and demand whatsoever of Grantor, either in law or equity, of, in and to the above bargained premises, with its hereditaments, easements, rights of way and appurtenances (the "Property"). In addition, Grantor quit claims and conveys to Grantee all of Grantor's interest, if any, in and to any and all minerals, water, ditches, wells, reservoirs and drains and all water, ditch, well, reservoir and drainage rights which are appurtenant to, located on, now or hereafter acquired under or above or used in connection with said Property. TO HAVE AND TO HOLD the Property, with the appurtenances, unto the Grantee, its successors and assigns forever. Grantor, for itself, its successors and assigns, does covenant and agree that it shall and will warrant and forever defend the Property in the quiet and peaceable possession of the Grantee, its successors and assigns, against all and every person or persons claiming the whole or any part thereof by, through, or under Grantor, EXCEPT FOR AND SUBJECT TO: (a) real property taxes and assessments for the year 2019 and subsequent years, a lien not yet due and payable; and (b) the Permitted Exceptions shown on Exhibit B attached hereto and incorporated herein by reference. [Remainder of page intentionally left blank; signatures follow on next page. ] tog E P,p Fi� G—NCS Glo`,,orado SVC/00688902v2/7778-005 EXECUTED effective as of November 5, 2019. STATE OF COLORADO COUNTY OF -Z" 'V ) f:R A NTnR The foregoing instrument was acknowledged before me this day of November, 2019, by John F. Medved, as Manager of BEAR LAND HOLDINGS, LLC, a Colorado limited liability company. Witness my hand and official seal. My commission expires ' �_ a s `a D Notary NorrARY PUBLitC S"TASE OF coLOPADO AOTARY 69 D4tD411�� Signature Page to Special Warranty Deed EXHIBIT A TO SPECIAL WARRANTY DEED Legal Description of the Real Property Parcel II: A tract of land being a portion of the Southeast Quarter of the Southwest Quarter of Section 16, Township 3 South, Range 69 West of the Sixth Principal Meridian, County of Jefferson, State of Colorado, being more particularly described as follows: Commencing at the Southeast corner of the Southwest Quarter of Section 16; Thence North 00°01'12" East along the East line of the Southeast Quarter of the Southwest Quarter of Section 16, 448.01 feet to a point on the Southerly boundary line of the Denver and Northwestern Railroad Company right-of-way, as recorded in Book 126 at Page 583 in the Clerk and Recorder's office of Jefferson County, said point being the Point of Beginning; Thence South 74007'34" West, along said right-of-way, 549.56 feet to a point on the Easterly right-of- way of Parfet Street, as recorded in Book 155 at Page 424 in the Clerk and Recorder's office of Jefferson County; Thence North 00°04'24" West along said Easterly right-of-way 96.86 feet to a point on the Northerly boundary line of said Denver and Northwestern Railroad Company right-of-way; Thence continuing along said Easterly right-of-way of Parfet Street North 00°06'56" West, 633.78 feet to a point being 247.50 feet Southerly of the North line of the Southeast Quarter of the Southwest Quarter of Section 16; Thence North 89043'46" East, parallel with and 247.50 feet distant when measured at right angles to said North line 530.21 feet to a point on the East line of the Southeast Quarter of the Southwest Quarter of Section 16; Thence South 00°01'12" West along said East line 582.83 feet to the Point of Beginning, County of Jefferson, State of Colorado. Parcel III: That part of the Southeast Quarter of the Southwest Quarter of Section 16, Township 3 South, Range 69 West of the 6th Principal Meridian, described as follows: Beginning at the Northeast corner of said Southeast Quarter of the Southwest Quarter; Thence West along the North line of said Southeast Quarter of the Southwest Quarter 528 feet, more or less, to the East line of Parfet Street; Thence South along the East line of Parfet Street, 247.5 feet; Thence East, parallel with the North line of said Southeast Quarter of the Southwest Quarter 528 feet, more or less, to the East line of said Southeast Quarter of the Southwest Quarter; Thence North along said East line, 247.5 feet, more or less, to the Point of Beginning. EXCEPTING THEREFROM that portion described in Book 1329 at Page 127 of the Jefferson County records, County of Jefferson, State of Colorado. SVC/00688902v2/7778-005 Exhibit A - 1 EXHIBIT B TO SPECIAL WARRANTY DEED Permitted Exceptions 1. Any taxes or assessments by reason of the inclusion of the land in the Valley Water District: Recording Date: October 29, 1956 Recording No.: Book 1026 Page 592 2. Terms, conditions, provisions, agreements and obligations contained in the Grant, Conveyance and Confirmation of Right -of -Way as set forth below: Recording Date: December 27, 1983 Recording No.: Reception No. 83122328 3. Easement(s) for the purpose(s) shown below and rights incidental thereto, as granted in a document: Granted to: Public Service Company of Colorado Purpose: Utility Easement Recording Date: October 28, 1986 Recording No.: Reception No. 86132217 4. Terms, conditions, provisions, agreements and obligations contained in the License Agreement and Grant, Conveyance and Confirmation of Right -of -Way as set forth below: Recording Date: December 12, 1986 Recording No.: Reception No. 86154223 5. Terms, conditions, provisions, agreements and obligations contained in the Ordinance No. 1349, Series of 2005 as set forth below: Recording Date: July 29, 2005 Recording No.: Reception No. 2005056949 6. Terms, conditions, provisions, agreements and obligations contained in the Outline Development Plan: An Official Development Plan in the City of Wheat Ridge as set forth below: Recording Date: November 30, 2005 Recording No.: Reception No. 2005121028 SVC/00688902v2/7778-005 Exhibit B - 1 7. Any taxes or assessments by reason of the inclusion of the land in the Clear Creek Valley Water and Sanitation District: Recording Date: January 23, 2007 Recording No.: Reception No. 2007008756 8. Public Disclosure Document Clear Creek Valley Water and Sanitation District: Recording Date: January 15, 2015 Recording No.: Reception No. 2015004168 9. Terms, conditions, provisions, agreements and obligations contained in the Rule and Order as set forth below: Recording Date: March 30, 2015 Recording No.: Reception No. 2015028895 Partial Assignment of Easement: Recording Date: July 24, 2018 Recording No.: Reception No. 2018067035 10. Rights of way for ditches traversing subject property and for high power overhead transmission lines crossing the southern portion of Parcel II as shown on ALTA/NSPS Land Title Survey by Damien Cain for and on behalf of 39 North Engineering and Surveying LLC, dated July 11, 2019, last revised October 30, 2019, designated Job#0100705. SVC/00688902v2/7778-005 Exhibit B - 2 City of COMMER CIA LIMUL TI- FA MIL Y �7�ThDEeatVELOPMENT dge BUILDING PERMIT APPLICATION REVIEW COMMUNITY Date: 01/12/2021 Location: 4990 Parfet Street ATTENTION: BUILDING DEPARTMENT I have reviewed the submitted application documents to construct a New Commercial Building located at the above referenced address. Please note the comments checked below. 1. ✓ Site Survey: ✓ OK Not OK; refer to stipulations. 2. ✓ Drainage: a. Final Drainage Report and Plan required ✓ Yes No b. Drainage Letter and Plan required ✓ Yes No C. Site drainage/grading have been reviewed and are: ✓ OK Not OK; see stipulations 3. ✓ CDPS Permit & SWNIP Approved: ✓ Yes No _ N/A 4. ✓ Public Improvements to be comnleted: a. street paving/patching: ✓ Yes No b. curb & gutter/drivecut ✓ Yes No C. sidewalk: ✓ Yes No d. standard street lights: ✓ Yes _ No e. pedestrian lights: ✓ Yes _ No f. storm sewer: ✓ Yes No g. Letter of Credit (LOC) required: ✓ Yes No h. Funds in lieu of construction: TT Yes ✓ No If an LOC or funds in lieu of are required, has it been received? Yes No 5. ✓ SIA/PIA required and received 6. ✓ Traffic impact analysis required & approved: ✓ Yes No ✓ Yes No 7. ✓ If yes, was it approved by the Director of Public Works? ✓ Yes No 8. ✓ Does all existing roadway/alley R.O.W. meet the standards of the City: ✓ Yes No If not, what is required: N/A If R.O.W. is required, has the deed been received? ✓ Yes No (See Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 9. ✓ APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject to the stated or attached stipulations. David Brossman, Development °e91miiysigne°ev David Bross man , Development ���������� Review Engineer Date 2021 01.141:58:55-0'00' Signature Date 10._✓ Stipulations: A Grading Certification accompanied by an ILC or updated CCP w/ spot elevations shall be required prior to issuance of the C.O. for the building. 11. ✓ NOTE: Any damage to the existing Public Improvements resulting from this construction shall be repaired to City standards prior to the issuance of the Certificate of Occupancy (C.O.). A Drainage/Grading Certification Letter with by As -Built plans or updated CCP shall be required prior to the issuance of the Certificate of Occupancy. Rev 04/2020 ,a, City of W heat�gle COMMUNITY DEVELOPMENT SUBCONTRACTOR AUTHORIZATION FORM Mechanical Subcontractor This to= must be completed & signed by the MECHANICAL SUBCONTRACTOR performing mechanical work on Subconnectoes insurancc and license must be up b dato prior to permit issuance. Project Address: 1114si a! A)til 70 General Contractor: Mlayw i. + (*d'&�dwd FORM WIl I NOT RF ACCFFTFO W 1'lu MISSING INFORMATION Company Name: ellavC✓akl)A +amr4tlnt�lt�Phone0:3o3A87 "v whnn[Riage eon[raaor ueense w:DZITB� Iregmrm neral i. ulM1on tlMnZed p fAAgent ��eaa � Batey L-2ozi gnetur Hent V 1( City of Wheat,p COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 ENGINEERING DEVELOPMENT REVIEW FEES Date: 01/12/2021 Location of Construction: 4990 Parfet Street Purpose of Construction: New Commercial Building Single Family El Commercial 571 Multi -Family _a Sitework El Development Review Processing Fee: ................................................ $100.00 (Required of all projects for document processing) Single Family Residence/Duplex Review Fee: ..................................... $50.00 Commercial/Multii-Family Review Fees: (Fees include reviews of the l't and 2nd submittals) • Review of existing or minimal technical documents: ........................ $200.00 • Initial review' of technical civil engineering documents: ................ $600.00 • Traffic Impact Study Review Fee :.................................................... $600.00 • Trip Generation Study Review Fee :................................................... $200.00 • Stormwater Management Plan (SWMP) Review Fee :....................... $200.00 • O & M Schedule Review & SMA Recording Fee ............................. $100.00 • Construction Control Plan.................................................................. $100.00 $ 100.00 $ 200.00 'Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes requested by staff have not been fully made to the civil/slormwater/traffic documents, further reviews will be subject to the following Resubmittal Fees: • Resubmittal Fees: 3`d submittal ('h initial review fee): .................................................... $300.00 $ 4' submittal (full initial review fee): ................................................. $600.00 $ All subsequent submittals:................................................................. $600.00 X = $ (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Permit issuance): $300.00 PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE LICENSING AND PERMITTING FEES REQUIRED TO CONSTRUCT IMPROVEMENTS AND UTILITIES WITHIN THE PUBLIC RIGHT-OF-WAY. www.ci.wheatridge.co.us Rev 04/20 V 1( City of Wheat,p COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATE: 01/12/2021 ADDRESS: 4990 Parfet Street Dear Contractor: In conjunction with the approval of the building permit application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, (if damaged from related construction) to an acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prior to the issuance of a Certificate of Occupancy. Prior to any construction commencing, the City's representative will conduct an onsite inspection to determine the existing condition(s) of the public improvements at this address. If you have any questions, please contact me at dbrossman@ci.wheatridge.co.us Sincerely, David Brossman, Development Digitally signed by David Brossman, Development Review Engineer Review Engineer Date: 2021.01.12 10:57:50 -07'00' Signature CC: File w .ci.wheatridgexo.us Rev 0420 From: no-reolv(alci.wheatridae.co. us To: CommDev Perm is Subject: Online Form Submittal: New Commercial Construction Date: Wednesday, January 6, 20216:01:29 PM New Commercial Construction Items Needed to Submit THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. Do you have the Signed Proof of Submission Form to Water District, Signed Proof following ready to of Submission Form to Sanitation District, Signed Proof of attach to this Submission Form to Fire District application? These forms are required to submit for plan review. Upload Proof of Valley Water- Proof Of Submission.odf Submission to Water District Upload Proof of Clear Creek- Proof OfSubmission.odf Submission to Sanitation District Upload Proof of Arvada Fire - Proof Of Submission.Ddf Submission to Fire District Step 2 PROPERTY INFORMATION Property Address 4990 Parfet Street, Wheat Ridge, CO 80033 Property Owner Name Industrial Partners Qualified Opportunity Fund, LLLP Property Owner Phone 303-881-6611 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email aglova@westfield-co.com Address APPLICANT INFORMATION Applicant Name Andy Glova What is your role in the Property Owner project? Contact Name for Plan Andy Glova Review Comments Contact Phone Number 3038816611 (enter WITH dashes, eg 303-123-4567) Contact Email Address for Plan Review Comments aglova@westfield-co.com Plan Review Contact aglova@westfield-co.com Email DESCRIPTION OF WORK Detailed Scope of Work - Example: New Commercial Building for Roger's Grocery Market Square Footage of New Construction Upload Soils Report Engineering Letters and Other Letter Size Attachments Energy Calcs Structural Calcs Construction Plans scanned on 11 "x17" or larger Building Permit Submittal - Axis 70 West 142200 2020.04.23 -Axis - Geotech Report (Final), pdf Field not completed. Field not completed. 2020.01.06 - Axis 70 West - Permit Structural Calcs.Ddf Project Value (contract 9382455 Correct Valuation $12,003,457.50 value or cost of ALL K.M. 3/23/21 materials and labor) PLAN REVIEW FEE IS REQUIRED AT TIME OF SUBMITTAL Attach City of Wheat Electronic Payment Form ndf Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Permit Andrew Glova Email not displaying correctly? View it in your browser. Permit may be ISSUED; all required documentation has been received and approved. David F. Brossman, Development Review Engineer, 01/12/2021 A Grading Certification Letter stating the site has been completed per the approved civil plans accompanied by an ILC or updated CCP shall be required prior to issuance of the Certificate of Occupancy. F..: time proki.vo capped: Re CdnIUdForm&r New(carnmemall(crearuchcon Data Tilgradaylarmal 08M Yes please $14k will go through just Cine Also its been brought to my attention the irrigation plans did not get submitted with the other plans. Is there away to attach Nose to the drawings you already have? Andrew M Glove Construction Manager WeSWeld Company, Inc 303 881 6611 From: Kimberly Cook<kcook@ci wbeatroge cc us. Sent Thursday, January 7 20213'0456 PM 10: Commoev Penults 6erml6@tlwheamdgetous,, 61ova, Andrew agl wa@westfleld-m mm> Subject: REOnline Form Submittal N any Commera al Construction Should I go ahead and run the mrd? I cannot check In the plans yet Kim Cook Permit Technician Office Phone : 303 2352876 Mn iComraWkE The I cal burnapprimmidennel disunion I CuLanded only for Inc USE Of Inc makers I or di named USES If you are nor Inc manced ndpdnF you a na rated bar any disclosure, copying Fair ddi named or USE Of onammunicanon is prodefted Ifyou recesed his communionion in ermT please many us Immemeney by 2 mail Sunday Inc original message, and FREE Inc prional message from your carnal E no any nessork LED which our Canadian Samurai Thank you From: Commoev Permit: Sent Thursday, January 7 2021128 PM T0:'Glova, Andrew' agiova@westfieidcc pomp, CommDev Perml6 <Pennits@a wheamdgecc un Subject: RE' Online Form Submittal New Commercial Construction $14,87899 Kim Cook Permit Technician Offofice Phone 303 235 2876 y0 % � V Y ch, �C CONFIDENTO LITY NOTICE This I comens burnapprionfliennel disunion I a manded only for Inc USE Of Inc makers I or di named USES If you are nor Inc manced m,,p,EnF you a na rated bar any disclosure, copying Fair adi named or USE Of onammunicanon is planned Ifyou recesed his communionion in ernmr please many us Immemeney by 2 mail Sunday Inc original message, and FREE Inc prional message from your carnal E no any nessork LED which our Canadian Samurai Thank you From: Glwa, Andrew qg ma(fisheI M1m cnm> Sent Thursday, January 7, 2021107 PM To: Commoev Penults 6fficUli wbaatudoc up is Subject: RE' Online Form Submittal New Commercial Construction OM1, I think l knew what happened The 89M number included Space work that Is not associated won the permit The correct value for the building should be $Spofi 5S400. Can you reseno me the total' Andrew M. Glova ConstructionManager WESTFIELD 303 881 6611 C From: Commoev Permits ffertnts@ci avidex eeccus Sent Thursday, January J, 202112'39 PM To: eiova Andrew aeovarawesttea-aco>: Commoev Peanuts eerrkcsrat wheatraoe cc us Subject: REOnline Form Submittal New Commercial Construction Hello, The fee Is based on the project value IPs the plan rPxeu fee. Fees are Explained on this page hi /N✓ww t wheatrdee cc us/318/Building Va afnn Fccc We an do an electmnlccheck Please complete Ne payment forth and provldea copy of a voided chock Thanks, "on {ppgmNon 303100033 fnjomWon Pa¢el: 39-163 0001S Adfresa: LHO Parlea Sp Kfiem Wtl9e, C060033 oiaawn Pana rynkr Umx ]iqN Krnone C[Nmms SPI pa" InlunWnn scenlms IX lFNMU NWallonf6 £mm"rMabinann a amilim,im, 93824550) Panamanian, diagram Mrinwivi OM74MW orx: annum 1111 AUL 4140104 Namra aw: engage W Nal rr0nx Hat"W Wbod as ss our P tal gedi 000 000 am of, X1 v nH:.M+nm4UOJEI a hidden uw ank 0 m 4 Up 9X lregulations Kim Cook Permit Technician Office Phone: 303 2352876 _s IF a//�1/ ryof !try' 12 CgmvCONFIDENTO LITY NOTICE The I Ini buynappooddenual ommuen I CuLandad only for Inc USE Of Inc mandua I or drugs, named USES If you are nor Inc diamond sumEnc you a E u+mkpmbtxn[rrt� mound par any disclosure, copying Fair SIEILUI sLoge or USE Of onammmunignign is prodafted read indeed his communduen in ermc please many us Immenguely by 2 mail Sunday Inc original message, and dand Inc dra message from your Inimpuder E no any nassork LED which our Canadian dammElLed Thank you From:6lwa, Andrew ae ova SNdvPsPPI6m com Sent Thursday, January J, 202112'37 PM To: Commoev Penny werrkcs@ci avidex eeco us Subject: RE' Online Form Submittal New Commercial Construction Can you send me a breakdown of the a260 We were expecting 0m be much less, and that above that card limit Can you take mask' Andrew M. GlOva ConstructionNe IV WESTFIELD From: Commoen Penmtsee. rcOciwbeannee 5 Sent Thursday, Januarys 2021916AM To: Glova, Antlrew ae ova(Awest e d co m Subject REOnline Form Submittal New Commercial Construction Hi Andrew In order to check In the plans, I need to process the plan review fee The amount due Is $26, Cap 03. Can you check the payment Information provided? It Is not goingthmugh for some reason. Thanksl Kim Cook Permit Technician Office /Phone :30033235528876CONFIDENTO al of LITYOTICE The amed UnLons sommazooddennel mannumn I a hLandad only for Inc USE Of Inc Orleans I or drugs, named Some If you are OIL Inc mandad mucanc you am v OMb rgry�_� modem par any disclosure, copying Emir morend dramas or USE Of onammumuniganan is prodafted read received Laid communinumn in drop, please mind us immemenely bye mot arguing Inc original message, and from Inc prional message from yourempme End Snyder LED which cameraman daminnEred Thankyou From: Glova, Andrew qg ma lAREIof M1m mm> Sent Thursday, January J, 2021838AM To: Common Permits eeICTILEg wheannee Ed, j5 Subject: RE' Online Form Submittal Neu Commercial Construction No problem -see below. Avis 70 West Is a 142,200 square foot industrial tilt concrete warehouse structure located at 4990 What street In Wheat Ridge In order to construct this budding imported soils will be brought In to balance th e site Once balan cell, foundations and slab on grade work will Flood e th e base of the bulldog. Nwt the wall pan E d will be formed on the slab on grade Once cured, thA are tilted into place and interior steel is erected to hold the structure together. Pnermr enclosure work Is near whim will include TOO roofing, storefront glazing, painted finishes, etc Landscape and Irrigation will be provided across the property in accordance with Wheat Ridge standards. Let me know ifyou need Intent g else Thanks, Andrew M. Glova ConstructionManager WESTFIELD Vacepentried Company, Inc 4221 Confirm Boulepard deeper C.I.rad. 80216 303 881 6611 C From: Common Permits NPrm 6(A[ wbeatraee cc us Sent Thursday, January J, 2021817AM To: Glwa, Andrew <zdQCdNpPyl Ed mor Subject: FW Online Form Submittal New Commercial Construction Hello, Please pros a detailed scope ofwork In ortler to have your application processed Thanks, Kim Cook Permit Technician Officceey/PM1�on�e: 303033-�2552886 7 2 %"WmMUL.m�v OMbrgry�_� From: no-rep I,,1@c'wheatr'dgecous<no- rep Iyr@c'wheat rdeg cous> Sent: Wednesday, January 6, 20216 01 PM To: CommDev Permits <Permits(@ci.wheatridge.co.us> Subject: Online Form Submittal: New Commercial Construction New Commercial Construction Items Needed to Submit THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. Do you have the Signed Proof of Submission Form to Water District, Signed Proof following ready to attach of Submission Form to Sanitation District, Signed Proof of to this application? These Submission Form to Fire District forms are required to submit for plan review. Upload Proof of Valley Water- Proof Of Submission prdf Submission to Water District Upload Proof of Clear Creek- Proof Of Submission odf Submission to Sanitation District Upload Proof of Arvada Fire - Proof Of Submission odf Submission to Fire District aalwa(oiwestfield-co com Step 2 PROPERTY INFORMATION Property Address 4990 Parfet Street, Wheat Ridge, CO 80033 Property Owner Name Industrial Partners Qualified Opportunity Fund, LLLP Property Owner Phone 303-881-6611 Number (enter WITH dashes,eg 303-123-4567) Property Owner Email aalwa(oiwestfield-co com Address APPLICANT INFORMATION Applicant Name Andy Glova What is your role in the Property Owner project? Contact Name for Plan Andy Glova Review Comments Contact Phone Number 30 38 81 661 1 (enter WITH dashes, eg 303-123-4567) Contact Email Address aalwa(oiwestfield-co com for Plan Review Comments PlanReview Contact aalwa(oiwestfield-cocom Email DESCRIPTION OF WORK Detailed Scope of Work - Building Permit Submittal - Axis 70 West Example: New Commercial Building for 2020.01.06 - Axis 70 West- Permit Submittal Drawinasodf Rogers Grocery Market Square Footage of New 142200 Construction 9382455 Upload Soils Report 2020 04 23 - Axis - Geotech Report (Final .pid Engineering Letters and Field not completed. Other Letter Size Attach City of Wheat Attachments Ridge Electronic Payment Energy Calcs Field not arompleted. Structural Calcs 2020 01 06 - Axis 70 West - Permit Structural Calcs odf Construction Plans 2020.01.06 - Axis 70 West- Permit Submittal Drawinasodf scanned on 11 "x17" or larger Project Value (compact 9382455 value or cost of ALL materials and labor) PLAN REVIEW FEE IS REQUIRED AT TIME OF SUBMITTAL Attach City of Wheat Electronic Payment Formed Ridge Electronic Payment Form - **DO NOT ATTACH A PICTURE OF A CREDIT CARD** SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have been Yes authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Andrew Glova Permit Email not displaying correctly? View it in your browser Glove, Andrew From: Steven Parker astevenparker@arvadafreconn Sent: Monday April 13, 202010 09 AM Ta: Corcoran, PIN Cc: Hoffmelner, Kyle Su bjavF RE'. Axis 70 Wen DevelopmentWheatRidge This email came from outside the HR Green organization. Plow opening attachments Aly, The hydrant locations shown do provide the required 600' dlctanceto all portions Nth, Scherier ofthe structure. So you re lme with what is being proposed Also, for development reviews, all of my reviews will be don,throured the city of Wheat Ritlge development review process. AFP) will not require separate submittals until we reach the holding onstmction plan review phase Nth, protect. But within the development review phase, please include a turning dialysis othe irds our Tower 56 specifications that can befoond at htto:/Avww.arvadarue.com/codes and amp idrinuts/elctione Plan revew.lon. Let me know if you have any other questions. S!¢Mn Parker EEO Fire Marshal Meda Fire Pretectan Bidding MEL N11wn Way nwade. CO 80065 363,40306]] www.arvail nacom From: Cormran,Aly <acorcoran@brgreen.com, Sent: Thursday, April 9, 2020 6:26 PM To: Steven Parker <s even.parker@arvadatre.com, Cc: Hoffn irteq Kyle<khoffmeister@brgreen.com, Subject: Axis Jo West Development Wheat Ridge [FROM EXTERNAL SENDER] Hi Steven As we discussed I've atachad an exhibit showing the hydrant coverage ton the new of ustrial builtling we are developing In Wheat Ritlge. We have confirmed that the bdid ing will have ESFR sprinklers, so our di9anCc will Increase to 600 One question I didn't ask is whether you require any additional submittal items, or if that coordination will be taken care of through the City. Feel free to give me a call if you would like to discuss further. Thank you, Aly Corcoran, EIT Staff Engineer HR Green® I Building Communities. Improving Lives. ® 5619 DTC Parkway Suite 1150 1 Greenwood Village, CO 80111 Main 720.602.4999 Direct 720.602.4943 1 Cell 913.624.4808 HRGreen® HRGREEN.COM The contents of this transmission and any attachments are confidential and intended for the use of the individual or entity to which it is addressed. If the reader of this message is not the intended recipient, you are hereby notified that any dissemination, distribution or copying of this communication is prohibited. V 1( City of Wheat,p COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 ENGINEERING DEVELOPMENT REVIEW FEES Date: 12/14/2020 Location of Construction: 4990 Parfet Street Purpose of Construction: Lighting within Public ROW Single Family El Commercial 571 Multi -Family _a Sitework El Development Review Processing Fee: ................................................ $100.00 (Required of all projects for document processing) Single Family Residence/Duplex Review Fee: ..................................... $50.00 Commercial/Multii-Family Review Fees: (Fees include reviews of the l't and 2nd submittals) • Review of existing or minimal technical documents: ........................ $200.00 • Initial review' of technical civil engineering documents: ................ $600.00 • Traffic Impact Study Review Fee :.................................................... $600.00 • Trip Generation Study Review Fee :................................................... $200.00 • Stormwater Management Plan (SWMP) Review Fee :....................... $200.00 • O & M Schedule Review & SMA Recording Fee ............................. $100.00 • Construction Control Plan.................................................................. $100.00 $ 100.00 $ 200.00 'Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes requested by staff have not been fully made to the civil/slormwater/traffic documents, further reviews will be subject to the following Resubmittal Fees: • Resubmittal Fees: 3`d submittal ('h initial review fee): .................................................... $300.00 $ 4' submittal (full initial review fee): ................................................. $600.00 $ All subsequent submittals:................................................................. $600.00 X = $ (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Permit issuance): $300.00 PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE LICENSING AND PERMITTING FEES REQUIRED TO CONSTRUCT IMPROVEMENTS AND UTILITIES WITHIN THE PUBLIC RIGHT-OF-WAY. www.ci.wheatridge.co.us Rev 04/20 City of P` WheatR,0ge CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855.f 303.237.8929 Proof of Submission for Permitting/Plan Review (Water and Sanitation only) A copy of this form must be completed by each water and sanitation agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: 10/09/2020 Project Address: 4990 Parfet Street Wheat Ridge, CO 80033 Name of Firm/Individual submitting documents: HR Green Project Type/Description: One industrial building and accompanying infrastructure on 9.88 acres. Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY William P. Willis * , am a duly authorized representative of the agency indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. AgenCV represented: (Please check one) 0 Wheat Ridge Water District 0 Consolidated Mutual Water District 0 Valley Water District 0 Denver Water 0 Wheat Ridge Sanitation District cX Clear Creek Sanitation District 0 Fruitdale Sanitation District 0 Westridge Sanitation District 0 Other Agency Notes: Must meet all District requirements and standards as well as the availabili Signature: * District Consulting Engineer 10-09-2020 ./�AMAULT MARTIN/MARTIN 00000"CONSULTING SU LTING ENGINEERS October 10, 2020 WESTFIELD COMPANY, INC. 4221 Brighton Boulevard Denver, CO 80216 Email: Miller, Jason imiller@westfield-co.com;ksilva@westfield-co.com Re: Clear Creek Valley Water and Sanitation District -4990 Parfet Street, Wheat Ridge, CO ) Martin/Martin, Inc Project No.: 13.0860 Dear Mr. Miller and Ms. Silva, On behalf of the Clear Creek Valley Water and Sanitation District (CCVWSD), Martin/Martin Inc., acting as the District's Consulting Engineer, offers the following in response to the sanitary Proof of submission and availability request received October 10, 2020, concerning a proposed warehouse development at the above referenced address. The development area is generally defined as Parcel A and B with a third small triangular parcel C to the south. The Clear Creek Valley Water and Sanitation District has no objections with the proposed development conditional on the items identified herein are fully addressed. The following are general requirements for sanitary sewer service. Rules, Regulations and Standards of the District must be complied with at all times. The subject lot is within the service and boundary area of the Clear Creek Valley Water and Sanitation District and was partially within Fruitdale Sanitation District. Those Parcels that were within Fruitdale Sanitation have been properly excluded from that District, so no further action with Fruitdale is needed to our knowledge. The development Parcels A and B appear to be within Clear Creek Valley Water and Sanitation Districts. Treatment of sewage generated within the Clear Creek Valley Water and Sanitation District is provided by Metro Wastewater Reclamation District. This is not a review of plans nor does this letter represent approval of plans submitted. A deposit of appropriate funds discussed here -in, has been received for design and coordination of the sanitary mainline extension that. We understand the project will consist of a single warehouse building. The basis of this letter is that there will be a single ownership of the building. If the building becomes used for restaurants or commercial uses requiring either a grease interceptor or sand oil separator, these elements will be required along with certified PE stamped design calculations from the Developer / Owner. The tap connection is conditional upon the above being fulfilled. Existing District Sanitary Sewer Mainline(s) Clear Creek Valley Water and Sanitation District has the following sanitary sewer mains in the vicinity of the proposed property: • 8 -inch mainline running west to east, northeast of the referenced property within W 50th Ave. at Oak St. (developer to field verify size, horizontal, and vertical location prior to construction) • 8 -inch mainline running west to east within a private easement line, east of Oak St. at approximately the mid- point extended from the site. (developer to field verify size, horizontal, and vertical location prior to construction) It appears the property may be serviced by gravity flow depending on building location and elevations; however, the owner/developer is responsible for determining horizontal locations and vertical depths of the existing sanitary sewer main(s) to verify if gravity flow is feasible or if a private individual sewage ejector (lift station) is required. The site may well have a high ground water condition based on an existing irrigation ditch. Appropriate construction considerations must be accommodated. Ground water discharge is not allowed within the sanitary system. The issuance of a sewer MARTIN/MARTIN, INC. 12499 WEST COLFAX AVENUE LAKEWOOD, COLORADO 80215 MAIN 303.431.6100 MARTINMARTIN.COM Clear Creek Valley Water and Sanitation District -4990 Parfet Street, Wheat Ridge, CO) October 10, 2020 tap permit by the District does not in any way guarantee that the property can be served by gravity flow. No sump pump connections to District facilities are allowed. Utility Locates It is the developer's responsibility to provide the District, c/o Martin/Martin Inc., with an ASCE Utility Quality B utility locate mapping stamped by a Colorado PE as required in Colorado Revised Statute (CRS) Tile 9 and ASCE 38 standards. Depending on the design, an ASCE Quality Level A supplemental survey may be required which necessitates physical contact and survey of the existing utility at crossings. All projects must meet C.R.S. Title 9 for proper notification to the Notification Association by the Developer's professional engineer. It is also the owner's responsibility to include electronic locators on all new underground facilities, including service lines up to the structure or building being served. Submit details for tracer wire and associated test stations. Sanitary Sewer Extension and Easement Agreement All mainline extensions must be designed by the District's consulting engineer. An initial fee for design, construction observation, extension agreement, and easement agreement(s) has been received. A mainline extension requires an extension agreement, any necessary easements and easement agreements, District approvals, deposits, and necessary insurance and bonding prior to beginning construction. Tap applications cannot be accepted until conditional approval is made on the extension. A sanitary sewer main extension agreement with appropriate bonding and deposit is required prior to moving forward with construction. This agreement will be provided from the District's Attorney. Public right-of-way or a 25' easement (20' exclusive) with drive -able surface will be required to be dedicated to the District prior to construction. The owner/developer is responsible for providing a vesting deed and title insurance commitment for the easement prior to coordination with the District's Attorney. All costs associated with extensions are the responsibility of the owner/developer. Sanitary Sewer Extension Design The owner/developer will need to provide documentation for the District Consulting engineer to provide sanitary sewer extension design. The design documentation/exhibits need to include existing and proposed grades, existing and proposed utilities, sanitary and storm inverts, existing and proposed structures, and survey to include utility locates meeting C.R.S. Title 9 "Enforce Requirements 811 Locate Underground Facilities'. Survey information must also include depths of all upstream and downstream inverts of sanitary and/or storm manholes and inlets. Survey must be provided, signed, and stamped by a Professional Land Surveyor. Utility locates must meet quality level "B" and be potholed at utility crossings for a quality level "A" locate and is to be signed/stamped by a Professional Engineer in the State of Colorado. Costs All costs involved are to be deposited in advance—engineering, reviews, design, legal, construction, observation and inspections — are the responsibility of the Owner/Developer at the then current rate fee structure. Please be aware of the following: 1. Deposit moneys must be available prior to reviews and further coordination. 2. Extension agreement with required title, bonding, etc. 3. Application for tap fees and development fees can only be made upon completion of conditional acceptance of the mainline extension per extension agreement. 4. All fees connection fees are due prior to connection. A water provider verification for water meter sizing for all units/buildings will be required prior to a tap application completion. Full addresses of each sanitary service are also required. A tap application is available from the District and must be submitted to the District for review. No tap fees will be accepted until conditional approval is received for the mainline extension including such items as: mainline air testing, as -constructed drawings (certified survey), acceptable Page 213 Clear Creek Valley Water and Sanitation District -4990 Parfet Street, Wheat Ridge, CO) October 10, 2020 geotechnical testing, acceptable tracer wire testing, and final televising of the mainline(s). If credits for SFRE's are being requested for existing units(s)/buildings, the Developer must provide existing addresses, meter size, and if applicable, abandon the sanitary tap at the mainline (District observation and fee is required) prior to final new connection acceptance. A minimum 72 -hour notice prior to construction is required following District receipt of all fees. These fee amounts can be paid directly to the District Office prior to connection, payable to Clear Creek Valley Water and Sanitation District, which also collects Metro Wastewater's "connection fees'. Any questions regarding this document, please contact us at (303) 431-6100. Sincerely, Bill Willis, PE Cc: Mike Nelson —Clear Creek Valley Water and Sanitation District Page 313 City of wheatp-1:939C CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855.f 303.237.8929 Proof of Submission for Permitting/Plan Review (Water and Sanitation only) A copy of this form must be completed by each water and sanitation agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: 10/09/2020 Project Address: 4990 Parfet Street Wheat Ridge, CO 80033 Name of Firm/Individual submitting documents: HR Green Project Type/Description: One industrial building and accompanying infrastructure on 9.88 acres. Signature of Firm Representative or Individual: J DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY I, /�� /� - am a duly authorized representative of the agency Indic ted below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) o Wheat Ridge Water District o Wheat Ridge Sanitation District o , Z'onsolidated Mutual Water District o Clear Creek Sanitation District D/ Valley Water District o Fruitdale Sanitation District o Denver Water o Westridge Sanitation District o Other Agency Notes: �t �! {��- ✓ly Signature: Date: gency epresentativer r) Glove, Andrew From: Steven Parker astevenparker@arvadafreconn Sent: Monday April 13, 202010 09 AM Ta: Corcoran, PIN Cc: Hoffmelner, Kyle Su bjavF RE'. Axis 70 Wen DevelopmentWheatRidge This email came from outside the HR Green organization. Plow opening attachments Aly, The hydrant locations shown do provide the required 600' dlctanceto all portions Nth, Scherier ofthe structure. So you re lme with what is being proposed Also, for development reviews, all of my reviews will be don,throured the city of Wheat Ritlge development review process. AFP) will not require separate submittals until we reach the holding onstmction plan review phase Nth, protect. But within the development review phase, please include a turning dialysis othe irds our Tower 56 specifications that can befoond at htto:/Avww.arvadarue.com/codes and amp idrinuts/elctione Plan revew.lon. Let me know if you have any other questions. S!¢Mn Parker EEO Fire Marshal Meda Fire Pretectan Bidding MEL N11wn Way nwade. CO 80065 363,40306]] www.arvail nacom From: Cormran,Aly <acorcoran@brgreen.com, Sent: Thursday, April 9, 2020 6:26 PM To: Steven Parker <s even.parker@arvadatre.com, Cc: Hoffn irteq Kyle<khoffmeister@brgreen.com, Subject: Axis Jo West Development Wheat Ridge [FROM EXTERNAL SENDER] Hi Steven As we discussed I've atachad an exhibit showing the hydrant coverage ton the new of ustrial builtling we are developing In Wheat Ritlge. We have confirmed that the bdid ing will have ESFR sprinklers, so our di9anCc will Increase to 600 One question I didn't ask is whether you require any additional submittal items, or if that coordination will be taken care of through the City. Feel free to give me a call if you would like to discuss further. Thank you, Aly Corcoran, EIT Staff Engineer HR Green® I Building Communities. Improving Lives. ® 5619 DTC Parkway Suite 1150 1 Greenwood Village, CO 80111 Main 720.602.4999 Direct 720.602.4943 1 Cell 913.624.4808 HRGreen® HRGREEN.COM The contents of this transmission and any attachments are confidential and intended for the use of the individual or entity to which it is addressed. If the reader of this message is not the intended recipient, you are hereby notified that any dissemination, distribution or copying of this communication is prohibited. km I.Contractor shall use 120/240 V single phase, 3 wire. 2. Wlrig shall be doley-chained parallel branch circults. Wire Size to be determined by load (" watts), length of circuit aid size of breaker In accordance with NEG. Nae shall be stranded copper, TOW, 600 V or IMSA Iq- . ELECTRIC, METER - PEDESTAL I. Re. GDOT spec M-613-1. Pedeeteftonkrol box shall be mounted in reinforced concrete pad 6A thick with Y..4 chamfered edges and pad shall project 2A above grade. Pedestal/control box shall have a minimum of 2e overlap of the enclosure on all sides, front and back or precast Polymer concrete pedestal foundation. 2. The lighting control cabinet shall be NEMA 3-R minimum. PHOTO CONTROL 1.All pedestrian lighting shall be controlled by photo control mounted to control cabinet. Photo control should be Installed facing north, and away from ambient light sources. 2. Photo control shall be ANSI 0136.10 compliant ad UL listed. 3. The load on a photo control shall not exceed W% of Its rating. CIRCUITRY 1.Separate circuits for street lumho" ad pedestrian lighting shall be required. 2. Girculte forpedestrion=I l g. a. A llghtmg for will be required for single point switching the lighting on the circuit. b. The lighting contactor is a single multiple pole power switching device (relay) located within the branch urcultsd b aTconnected In series to the photo control. c. The lighting contactor will also require control by a Had -Off -Auto (HOA) switch that uses the operation of the photocell when the switch is in the OaAoe position. d. The photo control should control the contactor using a normally closed wiring configuration. This will force the lights OON& If a failure occurs. PULL BOXES I. An electrical pull box shall be Installed at each pedestrian light. Pull boxes/junction boxes will be a minimum 12ex12Ax12A tier 15 G vazU polymer concrete (stackable) open bottom. In driveways or parking lob boxes will be Ilsxl84x12A depth tier 22 GLazlte polymer concrete (stackable) open bottom. 2. Splices shall be In the had hole of the pole ad riot M the pull box. If necessary to splice in a pull box splices shall be Installed. 3. WII boxes shall be bedded with 1/24- 5/8e angular aggregate, minimum 6e deep and box set to landscape finishedegrade elevation. HIT 1.Condult within the pull box shall extend approx. 4'-6' alcove the aggregate. 2. Conduit shall be UL listed a minimum 1-1/4'10 sched. 80. no more than four (4) 1101bends shall be employed (shall not exceed 360') within a 200' distance. 3. Cordult shall be buried a minimum of 18' deep in open grand, 24' in roadway and 12" min. oder concrete walkways. CAISSON/PCINDATIOM 1. Caissor0oudatlon, 2444? X 484 for pedestrian lights, and 24s0 x 60A for street lighting with steel reinforcement. Set to landscape finish grade. 2. Steel reinforcement cage (refer to City-stada+d deka10. 3. 1" shall be grounded onto cage In caisson or by separate grounding rod. I. THE CONTRACTOR SHALL PROVIDE ALL LABOR AND MATERIAL NECESSARY FOR A COMPLETE AND 1`11NGTIONIN6 ELEGTRIGAL SYSTEM. 2. MATERIAL5 AND INSTALLATION SHALL COMPLY KT14 GODE5, LAWS AND ORDINANCES OF FEDERAL, STATE AND LOCAL GOVERNING BODIES HAVING JURISDICTION. 3. MATERIALS AND EGILIIPMENT SHALL BE LISTED AND/OR LABELED BY U.L. ET-, GSA OR ANOTHER RECOGNIZED TESTING LAB. 4. THE CONTRACTOR SHALL SECURE AND PAY FOR ALL PERMITS, GOVERNMENTAL FEES, TAXES AND LIC349M NECESSARY FOR THE PROPER EXECUTION AND COMPLETION OF THE ELECTRICAL WORK. 5. THE CONTRACTOR SHALL PREPARE AND SUBMIT TO GOVERNMENTAL AGEN0IE5 AND UTILITY COMPANIES SHOP DRAWINGS, WHICH ARE REWIRED BY THESE ASENCE5, FOR THEIR APPROVAL. 6. THE GONTRAGTOR SHALL NOTIFY THE ARCHITEGTM4eINEER/0WWR OF ANY MATERIALS OR APPARATUS BELIEVED TO BE INADEGIUATE, UNSUITABLE, IN VIOLATION OF LAWS, ORDINANCES, RULES OR REGULATIONS OF AUhIORITIE5 HAVING A RISDIGnON. -1. THE CONTRACTOR SHALL GAREFULLY EXAMINE THE GONTRAGT DOCUMENTS, VISIT THE SITE, AND THOROUGHLY BEGONE FAMILIAR WITH THE LOCAL CONDITIONS RELATING TO THE WORK. FAILURE TO DO SO WILL NOT RELIEVE THE CONTRACTOR OF THE OBLIGATIONS OF THE CONTRACT. 8. ALL MATERIALS, AND EQUIPMENT SHALL BE ERECTED, INSTALLED, GONN60TED, CLEANED, ADJJSTED, TESTED, CONDITIONED, AND PLACED IN SERVICE IN ACCORDANCE WITH THE MANUFACTURERS DIRECTIONS AND RECOMMENDATIONS. q. SHOP DRAWINGS SHALL INCLUDE MANUFACTURERS NAME5, GATALOS N MEIER5, CUTS, DIAGRAMS AND OTH�i2 511C.H DESGRIi�TIVE DATA A5 MAY BE REQUIRED TO IDC)4TIFY AND REVIEW THE EQUIPMENT. SUBMITTALS SHALL BE IN LOGIGAL GROUPS, FOR EXAMPLE, ALL LIGHTING FIXTURE5, PARTIAL 5UEIMITTAL5 WILL NOT BE REVIEHM. 10. SUBMIT (3) COPIES OF THE FOLLOWING, SWOP DRAWINGS FOR REVIEW. A. METER -MAIN LOAD CZNTER B. DISGONNEGT5 G. LIGHT FIXTURES D. PROVIDE 'A5 -BUILT' DRAWINGS AND SUBMIT TO ARCHITEGTAX 516NER. 12. ALL MATERIAL, EGIUIPMENT, WIRING DEVIGE5, ETC,. SHALL BE NB L 13. ALL WIRING SHALL BE INSTALLED IN CONDUIT. 14. CONTRACTOR SHALL OBTAIN AND VERIFY EXACT UTILITY COMPANY DRAWINGS AND REGIUIREMENTS. ELEGTRIGAL CONTRACTOR 15 TO SUBMIT A COMPLETE GON5TRUGTION DRAWING, SET TO THE ELEGTRIGAL UTILITY COMPANY WITHIN 10 DAYS OF AWARD OF CONTRACT. COORDINATE TIMELINE OF THE REVIEW, APPROVAL, ALL ASSOCIATED DOWN TIME, CONSTRUCTION SCHEDULING,, DELIVERY, AND INSTALLATION OF THE UTILITY TRANSFORMER NOTIFY OWNER OF SGHEDILIN6 CONFLICTS. 15. ELECTRICAL CONTRACTOR SHALL PROVIDE ALL SPECIAL OUTLET BOXES THAT MAY BE REQUIRED. Ib. THE POWER AND CONTROL R]EMIREMENT•5 FOR ALL EQUIPMENT CONNECTIONS SHALL B= CONFIRMED WITH APPROVED SWOP DRAWINGS PRIOR TO ELWTRICAL ROUGH -1N FINAL POWER REWIREMENT5, DIMENSIONED ROUGH -IN LOCATION5, LOW VOLTAGE SYSTEM GONNEGTIONL5, ETC. SHALL EIE CONFIRMED AND MODIFIED A5 REQUIRED. 19. COORDINATE POLE, BASE AND CONDUIT LOCATIONS WITH ALL OTHER DISCIPLINES, XCEL ENERGY, GITY OF WHHEATRIDM AND EXISTING CONDITIONS. 18. ALL WORK SHALL CONFORM TO ALL APPLICABLE GODES AND STANDARDS, INGLUDIN6 BUT NOT LIMITED TO THE 201-1 NATIONAL ELECTRICAL CODE, CITY OF WHEATRIDGE, AND THE REQUIREMENTS OF XGEL ENERGY. Iq. R 20RT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY, PRIOR TO INSTALLATION. 20. UTILITY COMPANY SHALL INSTALL PRIMARY CABLING THROUGHOUT SITE TO THE UTILITY TRANSFORMER AS INDICATED ON PLAN DRAWINGS. ELEGTRIGAL CONTRACTOR SHALL INSTALL SECONDARY SERVIGE GONDUGTORS AND ASSOCIATED GONDUIT(S) FROM THE UTILITY TRANSFORMER TO THE METER PEDESTAL AND INTEGRAL SERVIGE DISCONNECT. EG SHALL BE RESPONSIBLE FOR ALL WORK FROM THE MET MIAIN PEDESTAL TO ALL LIGHTING 5TANDARD5 AND REGEPTAGLES/01,11TLET5 SPECIFIED ON THESE DRAWINGS. 21. COORDINATE EXACT LOCATIONS OF THE SERVICE TRANSFORMER AND THE POINT OF SERVICE 0ETM PEDE!5TAL) WITH THE UTILITY COMPANY PRIOR TO TROUGH -1N 22. GONHTRACTOR SHALL COORDINATE FINAL LOCATIONS, CONDUIT ROUTING, AND PULL BOX LOCATIONS TO STAY WITHIN PRCQWT RI&HT-OF-WAY LINES. 23. CONTRACTOR 15 RESPONSIBLE FOR MAKING ALL DETERMINATIONS A5 TO THE TYPE AND LOCATION OF EXISTING, AND PROPOSED UNDERGROUND UTILITIES AS MAY BE NECESSARY TO AVOID DAMAGE THERETO. ON SITE PLANS MUST BE ON SITE FOR INSPECTION ALL Projects are Subject to Field Inspections A AMPERE(S) AFS ABOVE FINISHED GRADE A14J AUTHORITY HAVING JURISDICTION AIG AMPERES INTERRUPTING, CURRENT G CONDUIT GB GIRCUIT BREAKER GL STREET CENTERLINE GT GIRCUIT DISC DISCONNECT D15T DISTRIBUTION DWSW DRAWINGS) EG ELECTRICAL CONTRACTOR OR EMPTY CONDUIT (E) EXI5TIN6 TO REMAIN F FUSE FLA FULL LOAD AM35 6 GROUND GG GENERAL CONTRACTOR SFCI GROUND FAULT GIRCUIT INTERRUPTER ISG SHORT GIRGUIT CURRENT KVA KILOVOLT AhIPERE(5) KW KILOWAT(9) LTG L16HTINS MGA MINIMUM GIRCUIT Al`PERC-(5) MOB MAIN CIRCUIT BREAKER MLO MAIN LUGS ONLY OAE OR APPROVED EQUAL P POLE PART PARTIAL CIRCUIT P14 PHASE RPI- PANEL RCPT RECEPTACLE 9W SWITCH US LION UNLESS OTHERWISE NOTED V VOLT(5) W WATT(S) OR WIRE W' WEATHERPROOF XFMR TRANSFORMER O DETAIL NOTE -MZEE-- ELECTRICAL WIRE SIZE L16HTIN6 FIXTURE5 A LUMINAIRE TYPE, REFERENGIN6 LUMINAIRE a SCHEDULE, TYPICAL ALL FIXTIRE5. SUBSGRIPT, IF 5HIOWK RIEFF ES WALL SWITCH. ® PEDESTMAN AREA LUMINAIRE 0•0 STREET 1-1644T Q METER PEDESTAL ❑ PULL BOX COMPONENT SGHEDULE: NETERBASEh 100 AMP, 4 JAW AN *114T3, SAFETY SOCKET OO TYPE, STH JAW AT q:00 POSITION PUBLIC STREET LIGHT COUNT: STREET LIGHTS: 13 TANDEM PEDESTAL KEYNOTES: Oj ANCHOR BOLTS 4 DATA FOR SPACING, TO BE SUS -IED BY CABINET MANUFACTURER TYPICAL. `611 City of " 9' W heat Fidge (COMMUNITY (CONTRACTOR TO VERIFY WITH 5ERVING, UTILITY) O /-_ Ec nsoN O ALL CONDUIT TO CLEAR TOWER CENTER BRACE OF CABINET 2 BY I/2" MIN., TYPICAL. © PANELBOARD. 120/240 VAC, 100 AMP, I PHASE, 3 WIRE, ,f/ BY. DFB, Development Review Engineer COPPER BUS BOLT -ON BREAKERS. I I O INSTALL ONE SPARE 2' CONDUIT AND GAP O IST J -BOX; OTHERS AS LOCATE CONDUITS CENTRALLY IN Plans Examiner Date 1/AIW W ,a,a: rneiseaenre a/apemrRa oppmwl oJppns sl:xtbm m,d mmpuronons shvu not aeo permRfo,aan approval o(. ory.roranonm any of the pro i- 4 the bueHMg code or aJ ary City wdinm,ns. Pe mos pnsururg m ghr autMnN to WolaA! a min! the p wls/ans of tl1eaW/d4rg (U-30/2 MAIN (2)-20/1 ILLUMINATION BRANCH, LION. REFER TO PANEL I I NREQUIRED. SCHEDULE (U-20/1 SF -01 MAINTENANCE RECEPTACLE I I ri II L_ i ® BRANCH CIRCUIT GONDUIT(5) FOR RESPECTIVE LOADS. SEE PLAN FOR CONDUIT AND CONDUCTOR SIZES. CONDUIT RUN (5)-20/1 SPARE, LION. REFER TO PANEL SC+EDULE. I I li I SHALL BE A MINIMUM OF 24' BELOW FINISHED GRADE. O CABINET: NEMA 3R, PADMOUNT, 1/8TM INCH ALUMINUM CONSTRUCTION, TYPE 5052-132, 2 SCREENED ANDII I I ii iI 3' UNDER61ROUND SERVICE ENTRANCE CONDUIT ROUTED BETWEEN CORNER OF METER PEDESTAL AND BASE OF XGEL I n ® iI 3 6A5KETED VENTS a. DOOR5h HEAVY DUTY CONGEALED HINSM II I I i1 I I U___J ENERGY SECONDARY ELECTRICAL PEDESTAL OR TRgNSFORf�R AS INDICATED ON PLANS. CONDUIT RUN SHALL BE 36 BELOW FINISHED 6RADE. I (LIFT-OFF TYPE). STAINLESS STEEL VAULT HANDLES, PADLOGKABLE METER DOOR WITH BEST CX LOCK ON DISTRIBUTION DOOR. POLISHED WIRE I I O. © PROVDE 36' CLEARANCE ON ALL SIDES FROM THE CONCRETE BASE TO ANY OBSTACLE. 5 2 ® 8 6LA55 WINDOW IN METER DOOR. b. PROVIDE WITH CLOSED CELL NEOPRENE GASKET, I 1 ® CARD HOLDER v O MISCELLANEOUS NOTES: . c. FIN SH. BARE ALUMINUM (MILL FINISHU OUTSIDE, WHITE INSIDE. IIII I I A. CONTRACTOR SHALL COORDINATE WITH THE POWER ® METER TERMINAL BLOCK, REQUIRED ONE FOR EACH METER ADDRESS. IIII II IIII I I COMPANY RESARDIN6 THE SERVICE CONNECTION. B. CONTRACTOR SHALL OBTAIN ELECTRICAL PERMIT FROM T E LOCAL BUILDING DEPARTyENT HAVING, O 6FCI MAINTENANCE RECEPTACLE FLUSH MOUNTED IN PANEL DEAD FRONT INSIDE OF THE NEMA 3R ENCLOSURE. © NEMA 3R 120V PHOTOELECTRIC CONTROL WITH 3 -PRONG �VV I I I I 4 I I JURISDICTION. G. ELECTRICAL CONTRACTOR SHALL PROVIDE (U *6AW6 SERVICE GROUND FROM THE PEDESTAL GROUNDING, TNIST-LOCK RECEPTACLE. THE PHOTOELECTRIC CONTROLBU55 SHALL BE MOUNTS ON THE NORTH 51DE ON ENGL05l1RE TO MINIMIZE THE SUN'S INTERFERENCE. CABINET FOUNDATION NOTES: / j� PER THE REQUIREMENTS OF THE NATIONAL ELECTRICAL CODE ARTICLE *250. D. DUAL GANG, MILBANK, OR SIMILAR PEDESTAL AGGEPTABLE BY CITY OF WHEATRID&E. 1. PAD MOUNT SHALL BE CLASS 3000 CONCRETE UNLESS OTHERWISE NOTED ON T4E PLANS. EDGE OF CONCRETE TO EXTEND 3' (MINIMUM) OR 6" (MAXIMUM) BEYOND EDGE OF CABINET. PAD SHALL INSTALLED A MINIMUM OF 18" BELOW FINISHED 6RADE. PROVIDE 36' CLEARANCE ON ALL SIDES FROM THE CONCRETE BASE TO ANY OBSTACLE. 2. PAD MOUNT DESIGN 15 TYPIGAL: CONTRACTOR SHALL USE CABINET MANUFACTURERS REQUIREMENTS TO ASSURE PROPER FIT OF CABINET ON BASE WITH RESPECT TO CONDUIT PLACEMENT. 3. PLACE SILICONE SEAL BETWEEN THE CABINET FOUNDATION AND 114E CABINET. 1 I METER PEDESTAL CABINET DETAIL EO.0 SCALE: NONE km I.Contractor shall use 120/240 V single phase, 3 wire. 2. Wlrig shall be doley-chained parallel branch circults. Wire Size to be determined by load (" watts), length of circuit aid size of breaker In accordance with NEG. Nae shall be stranded copper, TOW, 600 V or IMSA Iq- . ELECTRIC, METER - PEDESTAL I. Re. GDOT spec M-613-1. Pedeeteftonkrol box shall be mounted in reinforced concrete pad 6A thick with Y..4 chamfered edges and pad shall project 2A above grade. Pedestal/control box shall have a minimum of 2e overlap of the enclosure on all sides, front and back or precast Polymer concrete pedestal foundation. 2. The lighting control cabinet shall be NEMA 3-R minimum. PHOTO CONTROL 1.All pedestrian lighting shall be controlled by photo control mounted to control cabinet. Photo control should be Installed facing north, and away from ambient light sources. 2. Photo control shall be ANSI 0136.10 compliant ad UL listed. 3. The load on a photo control shall not exceed W% of Its rating. CIRCUITRY 1.Separate circuits for street lumho" ad pedestrian lighting shall be required. 2. Girculte forpedestrion=I l g. a. A llghtmg for will be required for single point switching the lighting on the circuit. b. The lighting contactor is a single multiple pole power switching device (relay) located within the branch urcultsd b aTconnected In series to the photo control. c. The lighting contactor will also require control by a Had -Off -Auto (HOA) switch that uses the operation of the photocell when the switch is in the OaAoe position. d. The photo control should control the contactor using a normally closed wiring configuration. This will force the lights OON& If a failure occurs. PULL BOXES I. An electrical pull box shall be Installed at each pedestrian light. Pull boxes/junction boxes will be a minimum 12ex12Ax12A tier 15 G vazU polymer concrete (stackable) open bottom. In driveways or parking lob boxes will be Ilsxl84x12A depth tier 22 GLazlte polymer concrete (stackable) open bottom. 2. Splices shall be In the had hole of the pole ad riot M the pull box. If necessary to splice in a pull box splices shall be Installed. 3. WII boxes shall be bedded with 1/24- 5/8e angular aggregate, minimum 6e deep and box set to landscape finishedegrade elevation. HIT 1.Condult within the pull box shall extend approx. 4'-6' alcove the aggregate. 2. Conduit shall be UL listed a minimum 1-1/4'10 sched. 80. no more than four (4) 1101bends shall be employed (shall not exceed 360') within a 200' distance. 3. Cordult shall be buried a minimum of 18' deep in open grand, 24' in roadway and 12" min. oder concrete walkways. CAISSON/PCINDATIOM 1. Caissor0oudatlon, 2444? X 484 for pedestrian lights, and 24s0 x 60A for street lighting with steel reinforcement. Set to landscape finish grade. 2. Steel reinforcement cage (refer to City-stada+d deka10. 3. 1" shall be grounded onto cage In caisson or by separate grounding rod. I. THE CONTRACTOR SHALL PROVIDE ALL LABOR AND MATERIAL NECESSARY FOR A COMPLETE AND 1`11NGTIONIN6 ELEGTRIGAL SYSTEM. 2. MATERIAL5 AND INSTALLATION SHALL COMPLY KT14 GODE5, LAWS AND ORDINANCES OF FEDERAL, STATE AND LOCAL GOVERNING BODIES HAVING JURISDICTION. 3. MATERIALS AND EGILIIPMENT SHALL BE LISTED AND/OR LABELED BY U.L. ET-, GSA OR ANOTHER RECOGNIZED TESTING LAB. 4. THE CONTRACTOR SHALL SECURE AND PAY FOR ALL PERMITS, GOVERNMENTAL FEES, TAXES AND LIC349M NECESSARY FOR THE PROPER EXECUTION AND COMPLETION OF THE ELECTRICAL WORK. 5. THE CONTRACTOR SHALL PREPARE AND SUBMIT TO GOVERNMENTAL AGEN0IE5 AND UTILITY COMPANIES SHOP DRAWINGS, WHICH ARE REWIRED BY THESE ASENCE5, FOR THEIR APPROVAL. 6. THE GONTRAGTOR SHALL NOTIFY THE ARCHITEGTM4eINEER/0WWR OF ANY MATERIALS OR APPARATUS BELIEVED TO BE INADEGIUATE, UNSUITABLE, IN VIOLATION OF LAWS, ORDINANCES, RULES OR REGULATIONS OF AUhIORITIE5 HAVING A RISDIGnON. -1. THE CONTRACTOR SHALL GAREFULLY EXAMINE THE GONTRAGT DOCUMENTS, VISIT THE SITE, AND THOROUGHLY BEGONE FAMILIAR WITH THE LOCAL CONDITIONS RELATING TO THE WORK. FAILURE TO DO SO WILL NOT RELIEVE THE CONTRACTOR OF THE OBLIGATIONS OF THE CONTRACT. 8. ALL MATERIALS, AND EQUIPMENT SHALL BE ERECTED, INSTALLED, GONN60TED, CLEANED, ADJJSTED, TESTED, CONDITIONED, AND PLACED IN SERVICE IN ACCORDANCE WITH THE MANUFACTURERS DIRECTIONS AND RECOMMENDATIONS. q. SHOP DRAWINGS SHALL INCLUDE MANUFACTURERS NAME5, GATALOS N MEIER5, CUTS, DIAGRAMS AND OTH�i2 511C.H DESGRIi�TIVE DATA A5 MAY BE REQUIRED TO IDC)4TIFY AND REVIEW THE EQUIPMENT. SUBMITTALS SHALL BE IN LOGIGAL GROUPS, FOR EXAMPLE, ALL LIGHTING FIXTURE5, PARTIAL 5UEIMITTAL5 WILL NOT BE REVIEHM. 10. SUBMIT (3) COPIES OF THE FOLLOWING, SWOP DRAWINGS FOR REVIEW. A. METER -MAIN LOAD CZNTER B. DISGONNEGT5 G. LIGHT FIXTURES D. PROVIDE 'A5 -BUILT' DRAWINGS AND SUBMIT TO ARCHITEGTAX 516NER. 12. ALL MATERIAL, EGIUIPMENT, WIRING DEVIGE5, ETC,. SHALL BE NB L 13. ALL WIRING SHALL BE INSTALLED IN CONDUIT. 14. CONTRACTOR SHALL OBTAIN AND VERIFY EXACT UTILITY COMPANY DRAWINGS AND REGIUIREMENTS. ELEGTRIGAL CONTRACTOR 15 TO SUBMIT A COMPLETE GON5TRUGTION DRAWING, SET TO THE ELEGTRIGAL UTILITY COMPANY WITHIN 10 DAYS OF AWARD OF CONTRACT. COORDINATE TIMELINE OF THE REVIEW, APPROVAL, ALL ASSOCIATED DOWN TIME, CONSTRUCTION SCHEDULING,, DELIVERY, AND INSTALLATION OF THE UTILITY TRANSFORMER NOTIFY OWNER OF SGHEDILIN6 CONFLICTS. 15. ELECTRICAL CONTRACTOR SHALL PROVIDE ALL SPECIAL OUTLET BOXES THAT MAY BE REQUIRED. Ib. THE POWER AND CONTROL R]EMIREMENT•5 FOR ALL EQUIPMENT CONNECTIONS SHALL B= CONFIRMED WITH APPROVED SWOP DRAWINGS PRIOR TO ELWTRICAL ROUGH -1N FINAL POWER REWIREMENT5, DIMENSIONED ROUGH -IN LOCATION5, LOW VOLTAGE SYSTEM GONNEGTIONL5, ETC. SHALL EIE CONFIRMED AND MODIFIED A5 REQUIRED. 19. COORDINATE POLE, BASE AND CONDUIT LOCATIONS WITH ALL OTHER DISCIPLINES, XCEL ENERGY, GITY OF WHHEATRIDM AND EXISTING CONDITIONS. 18. ALL WORK SHALL CONFORM TO ALL APPLICABLE GODES AND STANDARDS, INGLUDIN6 BUT NOT LIMITED TO THE 201-1 NATIONAL ELECTRICAL CODE, CITY OF WHEATRIDGE, AND THE REQUIREMENTS OF XGEL ENERGY. Iq. R 20RT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY, PRIOR TO INSTALLATION. 20. UTILITY COMPANY SHALL INSTALL PRIMARY CABLING THROUGHOUT SITE TO THE UTILITY TRANSFORMER AS INDICATED ON PLAN DRAWINGS. ELEGTRIGAL CONTRACTOR SHALL INSTALL SECONDARY SERVIGE GONDUGTORS AND ASSOCIATED GONDUIT(S) FROM THE UTILITY TRANSFORMER TO THE METER PEDESTAL AND INTEGRAL SERVIGE DISCONNECT. EG SHALL BE RESPONSIBLE FOR ALL WORK FROM THE MET MIAIN PEDESTAL TO ALL LIGHTING 5TANDARD5 AND REGEPTAGLES/01,11TLET5 SPECIFIED ON THESE DRAWINGS. 21. COORDINATE EXACT LOCATIONS OF THE SERVICE TRANSFORMER AND THE POINT OF SERVICE 0ETM PEDE!5TAL) WITH THE UTILITY COMPANY PRIOR TO TROUGH -1N 22. GONHTRACTOR SHALL COORDINATE FINAL LOCATIONS, CONDUIT ROUTING, AND PULL BOX LOCATIONS TO STAY WITHIN PRCQWT RI&HT-OF-WAY LINES. 23. CONTRACTOR 15 RESPONSIBLE FOR MAKING ALL DETERMINATIONS A5 TO THE TYPE AND LOCATION OF EXISTING, AND PROPOSED UNDERGROUND UTILITIES AS MAY BE NECESSARY TO AVOID DAMAGE THERETO. ON SITE PLANS MUST BE ON SITE FOR INSPECTION ALL Projects are Subject to Field Inspections A AMPERE(S) AFS ABOVE FINISHED GRADE A14J AUTHORITY HAVING JURISDICTION AIG AMPERES INTERRUPTING, CURRENT G CONDUIT GB GIRCUIT BREAKER GL STREET CENTERLINE GT GIRCUIT DISC DISCONNECT D15T DISTRIBUTION DWSW DRAWINGS) EG ELECTRICAL CONTRACTOR OR EMPTY CONDUIT (E) EXI5TIN6 TO REMAIN F FUSE FLA FULL LOAD AM35 6 GROUND GG GENERAL CONTRACTOR SFCI GROUND FAULT GIRCUIT INTERRUPTER ISG SHORT GIRGUIT CURRENT KVA KILOVOLT AhIPERE(5) KW KILOWAT(9) LTG L16HTINS MGA MINIMUM GIRCUIT Al`PERC-(5) MOB MAIN CIRCUIT BREAKER MLO MAIN LUGS ONLY OAE OR APPROVED EQUAL P POLE PART PARTIAL CIRCUIT P14 PHASE RPI- PANEL RCPT RECEPTACLE 9W SWITCH US LION UNLESS OTHERWISE NOTED V VOLT(5) W WATT(S) OR WIRE W' WEATHERPROOF XFMR TRANSFORMER O DETAIL NOTE -MZEE-- ELECTRICAL WIRE SIZE L16HTIN6 FIXTURE5 A LUMINAIRE TYPE, REFERENGIN6 LUMINAIRE a SCHEDULE, TYPICAL ALL FIXTIRE5. SUBSGRIPT, IF 5HIOWK RIEFF ES WALL SWITCH. ® PEDESTMAN AREA LUMINAIRE 0•0 STREET 1-1644T Q METER PEDESTAL ❑ PULL BOX DRAWN BY: RCS JOB DATE: 10/19/2020 BAR IS ONE INCH ON NO. DATE BY REVISION DESCRIPTION SHEET OFFICIAL DRAWINGS. AXIS 70 WEST CONSTRUCTION DOCUMENTS APPROVED: EDR JOB NUMBER: 4886.00 D fit° INDUSTRIAL PARTNERS QUALIFIED OPPORTUNITY FUND, LLLP ADJUST SCCALEALEACCORDINGLY. E0.0 CAD DATE: 12/12/2019 IF ELECTRICAL COVER SHEET C CAD FILE: J:\4886.00 -wheat ridge commerciahrd\x-488600-Axis TB WHEAT RIDGE, COLORADO PUBLIC STREET LIGHT COUNT: STREET LIGHTS: 13 Reviewed by the City of Wheat Ridge t. `611 City of " 9' W heat Fidge (COMMUNITY PEDESTRIAN LIGHTS: 13 �� Engineering Division DEVELOPMENT APPROVED APPROVED Review de for Cade Compliance BY. DFB, Development Review Engineer 27.2020 0 V; 15 DATE: 12/14/2020 COMMENTS: ROW Llglltlll9 Plans Plans Examiner Date 1/AIW W ,a,a: rneiseaenre a/apemrRa oppmwl oJppns sl:xtbm m,d mmpuronons shvu not aeo permRfo,aan approval o(. ory.roranonm any of the pro i- 4 the bueHMg code or aJ ary City wdinm,ns. Pe mos pnsururg m ghr autMnN to WolaA! a min! the p wls/ans of tl1eaW/d4rg 11-16-2020 codes or oMMoa*mp o/Mecityshad mtWw6d AE DESIGN Integrated Lighting and Electrical solutions 1988 W- St -t 1285 1 Deman, CO 88182 1303.2%.3034 aedesleAnc.com P.j-t #:4886.88 DRAWN BY: RCS JOB DATE: 10/19/2020 BAR IS ONE INCH ON NO. DATE BY REVISION DESCRIPTION SHEET OFFICIAL DRAWINGS. AXIS 70 WEST CONSTRUCTION DOCUMENTS APPROVED: EDR JOB NUMBER: 4886.00 D fit° INDUSTRIAL PARTNERS QUALIFIED OPPORTUNITY FUND, LLLP ADJUST SCCALEALEACCORDINGLY. E0.0 CAD DATE: 12/12/2019 IF ELECTRICAL COVER SHEET C CAD FILE: J:\4886.00 -wheat ridge commerciahrd\x-488600-Axis TB WHEAT RIDGE, COLORADO 0113 04IIm" DETAIL NOTES E QI EG TO PROVIDE I2OV, 20 -AMP POWER do GONNEGTION FROM INDIGATED METER PEDESTAL FOR STREET LIC*MN6. FURNISH 208, I0I00, IN I-I/2•G, APPROXIMATELY OFFSET FROM STREET GENTERLINE AS SHOWN. ® EG TO PROVIDE 1201/, 2O -AMP POWER GONNEGTION FROM INOIGATED METER PEDESTAL FOR STREET LIC*MN6. FURNISH 408, IOI06, IN I-I/2'G, APPROXIMAIBY OFFSET 4 FROM STREET GENTERLINE AS SHOWN. O w- 'I Oma: , R �j,••d' U 15 11-16-2020 �ONA� Al / 0 AE DESIGN 1 SITE PHOTOMETRIC PLAN Integrated Lighting and Electrical solutions �/�a—PROP�rY NORTH SCALE: 1 " = 50'-0" 7900 W- St-RaS Uamar, CO 80102 303.296.3034 ./ aedesly►Inc.com Prvlect N:4886.00 UNE DRAWN BY: RCS JOB DATE: 10/19/2020 BAR IS ONE INCH ON NO. DATE BY REVISION DESCRIPTION SHEET OFFICIAL DRAWINGS. AXIS 70 WEST CONSTRUCTION DOCUMENTS APPROVED: EDR JOB NUMBER: 4886.00 n IF NOT ONE moi° INDUSTRIAL PARTNERS QUALIFIED OPPORTUNITY FUND, LLLP E1.0 2 CAD DATE: 12/12/2019 TSCALEACCOR, ELECTRICAL LIGHTING PLANS ADJUST SCALE ACCORDINGLY. CADFILE: J:\4886.00 -wheat ridge commerciaPrd\x-488600-Axis TB WHEAT RIDGE, COLORADO GROUNDING ELECTRODE SYSTEM NOTES I. 6RCUND ROD - ROD 15 TO BE 8FT IN LENGTH AND SHALL BE OF IRON OR STEEL AT LEAST 3/4' DIAMETER. INSTALLATION METHODS FOR GROUND ROD SHALL BE INCOMPLIANCE WITH THE NBG 5" THAT AT LEAST OFT OF LEN6TI4 15 IN CONTACT AT14 THE EARTH. XCEL NEW 25 KVA PAD MOUNTED UTILITY TRA145FOR14C-R 240/12OV, I -PH, 3W T PRIMARY BY UTILITY COMPANY M CU, 2*10- - GENERAL NOTES IOOA DISCONNECT, 2 -POLE YVNEUTRAL 1. CONDUCTORS SHALL BE THHN INSULATED LUSS, 6ROUNDIN6 BAR, COPPER, UNLESS OTHERWISE NOTED. BOA LN FUSES, J 120/24OV, I -PH, SW, 2. ALUMINUM (AU CONDUCTORS SHALL BE ODA FRAME, NEW 3R COMPACT STRAND XHHW INSULATED, UNLESS OTHERWISE NOTED. s 3 3. SERIES RATE THE PEDESTALS WITH CLA55 'T' FU5E5, TO ACHIEVE A FAULT CURRENT RATING UNDER 10,000 AIG. 4. ALL -IN -ONE METER PEDESTALS MAY BE USED IN LIEU OF SEPARATE COMPONENTS. 5. ALL EXTERIOR LI614TIN6 CIRCVIT5 SHALL UTILIZE A MINIMUM WIRE SIZE OF #DAW6 V COPPER, MINIMUM GROUND WIRE SIZE OF #10AW6, AND MINIMUM 2'G, UON. ElR DETAIL NOTES OI INTERNAL WIRING INT66RAL TO EbTI11PMew, BY MANUFACTURER. 3/4' X O1ROD, O METER PEDESTAL / CONTROL CABINET TO Ixb CII, MIN. b'&0OND ' APART HOUSE METER AND PANELBOARD. REFER TO DETAIL •I/E00 FOR MORE INFORMATION. ® MAIN BONDING JUMPER AT FIRST PROTECTIVE DEVICE PER NEC. CONNECT 1#6 OU FROM MAIN BONDING JUMPER TO FIRST 6RO1ND ROD THEN CONNECT TO SECOND GROUND ROD, AS DEPICTED. 1 I AXIS 70 PEDESTAL — PARFET ST. E3.0 SCALE: NTS FAULT CURRENT CALCULATION SCHEDULE - PARFET ST. %AMTAft I VMTAWTOR WR T P DESGR!"M (W (CL -U (04W 512E MATERIAL TYPE MATEiI/AL CLAW Tam IYSTREAd4 AT Edo1P am OR M KVA XRV;G ]O TORS G - - I. ALL GAIZALAnom) rm U51N9 oror N 'ADAM- TD -PORI-' MCINOD. 2 1WER TO PLAM POR ASEARTD UTILITY TRAM SPQMR 5120 Un UZW POR GALGU.ATION& PANEL 'PARFET ST.' VOLTAM L -L. 240 LOCATION PARFET 5T. CONTROL CABINET VOLTAM L -M120 BUS RATIN9% 100 AMP TYPE. IPH9W MN Ca, 60AY1P 1-10UNrIN9% SURFACE S.G. RATINS� IOK AIG FlLLY RATED NOTErm FED FROM. UTILITY #FMR PARAFEr 5T. VOLTAGE DROP CALCULATION - 46M.00 - AX15 70 - STREET LIC*MN9 MGM I 2 5 4 moom r fST. Clow. G/11.f C42 MI Lf7M'IH f'AGTCJIM Lw4m MG1 GROUNDING ELECTRODE SYSTEM NOTES IOOA DISCONNECT, I. 6ROIUMD ROD - ROD 15 TO BE 8FT IN LENGTH 2 -POLE WMEVTRAL AND SHALL BE OF IRON OR STEEL AT LEAST 2 LUSS, 6ROlUNDIN6 BAR 3/4' DIAMETER. INSTALLATION METHOD5 FOR 30A JJN FUSES, 6ROUMD ROD SHALL BE INCOMPLIANCE WITH F 120/24OV, I-PI4, 3W, THE NEG 5" THAT AT LEAST OFT OF LEJ6TH IOOA FRAME, NEMA 3R 15 IN CONTACT WITH THE EARTH. XGEL METIER 3 GENERAL NOTES I. CONDUCTORS SHALL BE THEN INSULATED COPPER, UNLESS OTHERWISE NOTED. 2. ALUMINUM (AU CONDUCTORS SHALL BE COMPACT STRAND XHHW INSULATED, UNLESS OTHERWISE NOTED. 3. SERIES RATE THE PEDESTALS WITH CLA55 'T' NEW 25 KVA PAD MOUNTED UTILITY TRANSFORMER M PANEL MIMES, TO ACHIEVE A FAULT CURRENT RATING UNDER 10,000 AIG. 4. ALL -IN -ONE METER PEDESTALS MAY BE USED IN LIEU OF SEPARATE COMPONENTS. 240/12OV, I -PH, 3WIOOA T SC.KT 240/12OV 1 -PH, 3W 3020 MGB NEMA 3R 5. ALL EXTERIOR LI614TIN6 CIRCUITS SHALL UTILIZE A MINIMUM WIRE SIZE OF ftAWS COPPER, MINIMUM GROND WIRE SIZE OF ><IOAWG, AND MINIMUM 2'G, ION DETAIL NOTES 'C> INTERNAL WIRING INT66RAL TO EMIR -EW, BY MANUFACTURER. 314'X 8'-0'h5RO1ND ROD, PRIMARY Bf Ixb CII, MIN b'O' APART UTILITY COMPANY M OU, 2'G _ _ - - O METER PEDESTAL / CONTROL CABINET TO HOUSE METER AND PANELBOARD. REFER TO DETAIL •I/EO.O FOR MORE INFORMATION. ® MAIN BONDING JUMPER AT FIRST OVERCA)IRRENT PROTECTIVE DEVICE PER NEC. CONNECT 1#6 OU FROM MAIN BONDING JUMPER TO FIRST 6RO1ND ROD THEN GOMNEGT TO SECOND GROUND ROD, AS DEPICTED. 2 I AXIS 70 PEDESTAL — OAK ST. E3.0 SCALE: NTS FAULT CURRENT CALCULATION SCHEDULE - OAK ST. VMTAW I VMTAMTOR COVWWR COM" I VMTAW lop. P eG 908 RW7101 oti fu ft -W 5120 MMtRIA. Type t4ATERw- CLAW mm UP5MAPt AT CPAP OR L G _ TORS _ I. ALL C N.CALATION9 W DQE U91T19 Bo*" 'POMr-TO-m*w ME Hm 2. R IM TO P.Aft POR ASOMW UTILITY TRAWORI-M 5120 Unum POR GALGLATIONS. 1;K!A SEEM m0'- oo® - - 00000 0 � v ©oo ::00000 o o CGT TYPE' LOAD KLT DEMANOW LOAD LIC*1111,19. 455 125 W VA REBOEPTACLE. Iw 10 IW VA LOST P� 0 125 0 VA VA 474 215 OAK 5T. VOLTAGE DROP CALCULATION - 46H6.00 - AWS 70 - STRIMT 1-19HTTN9 C.R= I Z M 4 615809W ­ GONr. G.�Lf GOIEIMI um Tae a my of a�p3UW O ti U; 15 11-16-2020 CONAL AE DESIGN Integrated Lighting and Electrical solutions 1900 Waz St -t 1205 1 Damar, CO 88102 1303.296.3034 aed.WAnc.- P.je t #:4886.00 DRAWN BY: RCS JOB DATE: 10/19/2020 BAR IS ONE INCH ON NO. DATE BY REVISION DESCRIPTION SHEET OFFICIAL DRAWINGS. AXIS 70 WEST CONSTRUCTION DOCUMENTS APPROVED: EDR JOB NUMBER: 4886.00 D -tv CAD DATE: 12/12/2019 IF NOT ONE INCH, INDUSTRIAL PARTNERS QUALIFIED OPPORTUNITY FUND, LLLP E3.0 3 CAD FILE: J:\4886.00 -wheat ridge commerciaPrd\x-488600-Axis TB ADJUSF SCALE ACCORDINGLY. WHEAT RIDGE, COLORADO ELECTRICAL ONE -LINE DIAGRAM AND SCHEDULES LED Roadway Lighting The Evolve LED Roadway Luminaire is optimized for customers requiring a LED solution for local, collector and major roadways. GE's unique reflective optics are designed to optimize application efficiency and minimize glare. The modern design incorporates the heat sink directly into the unit for heat transfer to prolong LED life. This reliable unit has a 100.000 hour design life• significantly reducing maintenance needs and expense over the life of the fixture. This efficient solution lowers energy consumption compared to a traditional HID fixture for additional operating cost savings - Features: Applications: Optimized roadway photometric distributions Evolve" light engine consisting of reflective Local Roadways Collector Roadways technology designed to optimize application efficiency and minimize glare Major Roodway/Streets 70 CRI at 2700K, 3000K and 4000K typical. to 50"C UL Ambient Typical O -40"C ULOR = 0 (zero uptight) Designed & Assembled in USA 1 TYPE EA3 SCALE: NONE © cyclone CY11T4 Round shape. Heavy spun aluminum hood with a Cupola, a finial and guord. One piece Iniection-molded vessel, W resistant. e s FpplebeStering point, Callfarnla VS3AC: Clear ocrytic VS3AP: POND acrylic 75% diffusing vs3A>t: rawea acrylic LAC/LPC: Prismatic acrylic / Polycarbonate TooFhee 'Twist -lock" quorter-turn opening system •'V'• groove seamless silicone gasket. IP66 rated "Cyclo Tech" coated stainless steel hardware. Slip Its on a 4" (10cm(0 K 3" (7cm) long tenon, 2 TYPE EP1 SCALE: NONE Pre -anodized aluminum reflector with a 95% minimum reflection level. LED HID SKY 2.3.5 GR3-GR5 IESNA type II, III or V IESNA type III or V LL Refractor lens. Glass refroctor. HID HID RC2 -2 C3 -RCS I RS2-RS3-RSS IES!NA type II, Ill ar V IESNA type II, 81 a V Segmented Segmented raflectar with reflector Mth chimney, cone. HID PR3-PR5 IESNA type III ar V Prismatic globe. W 12-TZV2P O__ ti Oma: , R �j,•�d' U; 15 11-16-2020 �OP1AL AE DESIGN Integrated Lighting and Electrical solutions 1988 W- St -t 1285 1 Uamar, CO 88182 1303.296.3034 aedeslyMric.- Protect #:4886.88 DRAWN BY: RCS JOB DATE: 10/19/2020 BAR IS ONE INCH ON NO. DATE BY REVISION DESCRIPTION SHEET OFFICIAL DRAWINGS. AXIS 70 WEST CONSTRUCTION DOCUMENTS APPROVED: EDR JOB NUMBER: 4886.00 o fit° INDUSTRIAL PARTNERS QUALIFIED OPPORTUNITY FUND, LLLP E4.0 4 CAD DATE: 12/12/2019 TSCALEACCOR, ELECTRICAL LIGHTING SCHEDULES ADJUST SCALE ACCORDINGLY. CAD FILE: J14886.00 -wheat ridge commerciahrdbc-488600-Axis TB IF NOT ONE WHEAT RIDGE, COLORADO M5L PART A 125RA-4.5(220)TEN3 "X3'—VBG—&AL—BK /GYI IT4—V53AR MOUNTAIN STATES CYIIT4 SERIES CUTOFF LED FIXTURE MOUNTED ON 3' 0 x 3' HIGH TENON VERIFY LED COUNT AND DISTRIBUTION I Y PE2 JOB OPTIONAL. OFI DUPLEX RECEPTACLE m/ dde TAYMAG ML4006 'IN USE' WEATHERPROOF COVER POLE SPECIFICATIONS. POLE BY MOUNTAIN STATES LIOHTINO OlT51DE DIAMETER. 45" WALL THICKNESS- .22" MINIMUM MATERIAL. ALUMINUM POLE WITH ELASTOMER BOLT COVER EPA. MINIMUM 20 IN 60 MPH ZONE PART * 12RSA-45 (.220) - TENl3X3-OPTOFI-VBC eAL-BK (INGLUDED 15 A VANDAL PROOF IWO x 19' TALL 6ALLIVAN STYLE BASE COVER MADE O=11 LB/FT' #41644 DENSITY ELASTOMER) FINISH. PAINTED BLACK ?)4' x 5' HAND HOF CENTERED 12' FROM BOTTOM OF POLE LOGATED BB41NP DECORATIVE BASE. eROUND BOLT LOCATED ACROSS FROM HAND HOLE OPBNIN6. CD (U BASE PLATE PL O x 10 �' x 10 �' CAIunJ PLATE TEMPLATE 4 SLOTTED HOLES (i' x 3)') of 90• Use 8. 0 BOLT CIRCLE, 4. 0 WIREWAY CCNTR'DJ ANCHOR BOLTS 4 - It!' 0 x V-6' Long w/ 3' Hook PROJECT 3j ' OUT OF CONC, 1 I PEDESTRIAN LIGHT DETAIL E5.0 SCALE: NONE �1tt13Z11B u11� Dimensions/ Data 12"x12"K Style Polymer Concrete (Stackable)Assembly Na Need 1.1h A. Stand# d s/e stn Ms K..#no elx' w/ n ER (2) i 1 1 13) 031 o znr v n /r Covers DESGNPi1DN TO DENGN/TESTLOIID I WBGNT# MILETDTT Nola W/28dts 1 8000/1 12 W K1212CAW' ® W/28dn 15 15A00122500 12 6D PO112NA00'" Holies 8 8,000112.000 12 00 K1212WAW" To abler gasketad mveR reel -SM lene,'A' wnn -1¢tter'G'. Gareee coeme.re wnn a both. AePlace •• wM a l090 Cade tared on page 60. NOTE: Gasteted curers aM inn grommeh must m usM attn a geNeted Dot Gaskins redure tee mlbw N rN,ldibul da maketlw ¢ndmum wxer tign[. Boxes DESCRIPTION DEPTH TIER DESIGN/TEST LOAD# WEIGHTB MUETDTT MM ® StIndnld Open Ronan lY is 15,000122500 36 30KR17Mt2 Sdd#onom 12112' 15 15.000/22500 41 3o KIMIM0 2 T.- G-01 pcedeG-01 retlutt Ina Inflow al flultls Mn do trot make the endmure water tlgnt NOTE: Gasknetl<own antl bog grmnnwn must be used wire ayest¢ted baa. Gaskets radu[e tee lnNew or fluids bin do make ma prKlotvm water 04M. Ng, 241 4.b,, 2015 IiU[3BELL 5 I STREETLIGHT POLE BASE DETAIL E5.0 SCALE: NONE MANUFACTURER. MOUNTAIN STATES LIlSHTIN6 PART 0 2ORTS 5J5/"" SOL HOR MAST -ABC -HH -AB -BK TOP GAP 6' LON& x 2 V OD HORIZONTAL TENON MOUNTAIN STATES SUPPLIED OE ERLI FIXTURE NOMINAL 4000 LUMEN OUTPUT, DISTRIBUTION TYPE PER CITY STDS. SEE SEPARATE FIXTURE GUTSHEET FOR DETAILS. POLE. 20' SHAFT. ROUND TAPERED STEEL EPA. MINIMUM 115 EPA • 90 MPH, 13 6F WIDTH. 58' TO 3' 0 SHAFT MOUNTAIN STATES LI6HTIN6 PART 20RTS - 5.60 - 6' SOL HOR MAST - ABG - V AB-HWAB-BLACK PAINT FINISH; POWDER OVER ZING RICH RED PRIMER (GALVANIZED ANCHOR BOLTS) 4ANDHOLE 3' x 5' / ANCHOR PLATE DETAIL F_S659PI MTF I' THICK x10.5' x I0J5' (SteeU TWO-PIEGE HEAVY PLATE TEMPLATE DUTY CORROSION O 4 SLOTTED HOFS ab ' x 2#' RESISTANT ABS BASE at 90• use 12' 0 BOLT CIRCLE. COVER ANGF t 0 NIIREWAY (GNTRW PAINTED TO MATCHBOLTS POLES. 4 - 1' fa x 3'-0' Long W/ 4' Hook PROJECT 4' OUT OF CONC,. 2 I STREET LIGHT DETAIL E5.0 SCALE: NONE Note: 1. Anchor bolts have to be centered on the concrete foundation. 2. This is for standard soil conditions. Verify with civil engineer for other types of soil conditions. POLE I I HANDHOLE I! III �->y,---<I,-- ; I 1 1 T I - ANCHOR BOLTS fi §: ................... x OFF TO REBAR 1.5" OR 2" PVC Schad. 80 I ELBOW - MIN Z BELOW GRADE i! VERIFY DEPTH W/CITY �•+--- (4) #5 REBAR 1! WITH #2 TIES CONCRETE BASE STREET LIGHTING POLE FOUNDATION � City of LG -802 STREET -LIGHT -BASE DETAIL 9�WheatRdze CODE STREET LIGHT POLE FOUNDATION LG DEPARTMENT OF PUBLIC WORKS FMRINFFRINr] MVI.RIr1N You created this PDF from an application that is not licensed to print to novaPDF printer (htip:#/ w.novapdf.coml 3 STREETLIGHT POLE BASE DETAIL E5.0 SCALE: NONE Note: 1. Anchor bolts have to be centered on the concrete foundation. 2. This is for standard soil conditions. Verify with civil engineer for other types POLE of soil conditions. HANDHOLE BOLT PROJECTION SHOULD BE 3 Y2". GRADE 1��=1�1 Iilj I 1I— ' � 1 (4)#5REBAR ! WITH #2 TIES !I Ii I!' ii Ij OR HOOPS. tom! I ANCHOR r BOLTS %-0 x SEE PLAN FOR E; CIRCUIT. PVC SCHEDULE 80 I! ELBOW -SIZE BY -- L CONTRACTOR CONCRETE BASE PEDESTRIAN LIGHTING POLE FOUNDATION 11 'A: City of LG -A02 PED LIGHT BASE DETAIL Wh6atRdge CODE PEDESTRIAN LIGHT POLE FOUNDATION LG DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION 41 PEDESTRIAN POLE BASE DETAIL E5.0 I SCALE: NONE /'^ rz�.zaza O w- 'I U; 15 11-16-2`020 AE DESIGN Integrated Lighting and Electrical Solutions 1988 Wa Strggt 1205 1 D. -r, CO 80202 1303.296.3034 aed.WWrlc.c"m PrvfeR#:41186.00 DRAWN BY: RCS JOB DATE: 10/19/2020 BAR IS ONE INCH ON NO. DATE BY REVISION DESCRIPTION SHEET OFFICIAL DRAWINGS. AXIS 70 WEST CONSTRUCTION DOCUMENTS APPROVED: EDR JOB NUMBER: 4886.00 D -1n INDUSTRIAL PARTNERS QUALIFIED OPPORTUNITY FUND, LLLP E5.0 5 CAD DATE: 12/12/2019 IF"GT°NEI"°"• ADJUST SCALE ACCORDINGLY. CAD FILE: J:\4686.00 -wheat ridge commerciaPrd\x-466600-Axis TB WHEAT RIDGE, COLORADO ELECTRICAL DETAILS Specifications EPA: 1.01 ft, (0.09 m') Length: 33" (83.8 cm) Width: 13" (33.0 cm) Height H1: 7-1/2" (19.0 cm) Height H2: 3-1/2" Weight 27 lbs (irri (12.2 kg) D -Series Size 1 LED Area Luminaire N��l N�4 IIUA L• L• •UA mm mm PREMIUM �_ =HIT nl if li li+li1l�if`if li''lh u( r catalog Number r type merab key or mouse over the page to see all interactive elements Introduction The modern styling of the D -Series is striking yet unobtrusive - making a bold, progressive statement even as it blends seamlessly with its environment. The D -Series distills the benefits of the latest in LED technology into a high performance, high efficacy, long -life luminaire. The outstanding photometric performance results in sites with excellent uniformity, greater pole spacing and lower power density. It is ideal for replacing up to 75OW metal halide in pedestrian and area lighting applications with typical energy savings of 65% and expected service life of over 100,000 hours. • EXAMPLE: DSX1 LED P7 40K T3M MVOLT SPA NLTAIR2 PIRHN DDBXD DSX1 LED DSX1 LED Forward optics 30K 3000K TIS Type Ishort I T5VS Type V very short' MVOLT6 Shippedincluded P1 P4' P7' 40K 4000K (Automotive) I TSS Type short' 1206 SPA Square pole mounting P2 P5' P8 50K 5000 K T2S Type II shortT5M Type medium' 2086 RPA Round pole mounting' P3 P6' P91 ambient sensor enabled at 5fc 17,11 T2M Type 11 medium T5W Type wide' 2406 WBA Wall bracket' Rotated optics OF Doublefuse(208,240,480V)6 T3S Type III short I BLC Backlight control' 2776 SPUMBA Square pole universal mounting adaptor' P102 P121 DDBTXD Textured dark bronze T31M Type III medium LCCO Left corner cutoff' 3476 RPUMBA Round pole universal mounting adaptor' P112 P131,2 T4M Type IV medium RCCO Right corner cutoff' 4806 Shipped separately FAO Field adjustable output 17,1' TFTM Forward throw aluminum KMA8 DDBXD U Mast arm mounting bracket adaptor BS Bird spikes 21 medium (specify finish) 9 Shipped installed NLTAIR2 nLightAIR generation 2 enabled 1° PIRHN Network,high/low motion/ambient sensor" PER NEMA twist -lock receptacle only (controls ordered separate)12 PERS Five -pin receptacle only (controls ordered separate) 12,11 PER7 Seven -pin receptacle only (controls ordered separate) I'll DMG 0-10v dimming wires pulled outside fixture (for use with an external control, ordered separately)'" DS Dual switching 11,16,17 I fLIrMO/V/A One Lithonia Way • Conyers, Georgia 30012 • Phone: 1 -800 -705 -SERV (7378) • www.lithonia.com LIGHT//VG ® 2011-2020 Acuity Brands Lighting, Inc. All rights reserved. COMMERCIAL OUTDOOR Other options Finish (required) PIR High/low, motion/ambient sensor, 8-15'mounting height, Shipped installed DDBXD Dark bronze ambient sensor enabled at 5fc12•18 HS House -side shield 21 DBLXD Black PIRH High/low, motion/ambient sensor, 15-3(Ymounting height, SF Single fuse (120, 277, 347V) 6 DNAXD Natural aluminum ambient sensor enabled at 5fc 17,11 PIRIFC3V High/low, motion/ambient sensor, 8-15'mountingheight OF Doublefuse(208,240,480V)6 DWHXD White ambient sensor enabled at 1fc 171' L90 Left rotated optics 2 DDBTXD Textured dark bronze PIRH1 FC3V Bi -level, motion/ambient sensor,15-30'mounting height, R90 Right rotated optics 2 DBLBXD Textured black ambient sensor enabled at 1f: 17.11 HA 50°Cambient operations' DNATXD Textured natural FAO Field adjustable output 17,1' Shipped separately aluminum BS Bird spikes 21 DWHGXD Textured white EGS External glare shield I fLIrMO/V/A One Lithonia Way • Conyers, Georgia 30012 • Phone: 1 -800 -705 -SERV (7378) • www.lithonia.com LIGHT//VG ® 2011-2020 Acuity Brands Lighting, Inc. All rights reserved. COMMERCIAL OUTDOOR ----- ,------ gotham@ JE v o® Multiple Layers of Light 0 m < m Feature Set • Batwing distribution with feathered edges provides even illumination on horizontal and vertical surfaces • Bounding RayTm optical design 50° Cutoff to source and source image Field interchangeable optic Fully serviceable and upgradeable lensed LED light engine medium _ medium wide wide 0.9 S:MH 1.0 S:MH 1.2 S:MH Superior Performance 70% lumen maintenance at 60,000 hours 2.5 SDCM; 85 CRI typical, 90+CRI optional Fixtures are wet location, covered ceiling ENERGY STAR® Certified product Nominal 250 500 750 1000 1500 2000 lumens Delivered 265 540 802 1073 1537 2094 Wattage 3.4 6.3 9.7 12.7 21.2 31.7 Efficacy 78 85 83 84 73 66 *Based on 3500K 80CRI 15D AR LSS Coordinated Apertures I Multiple Layers of Light General Illumination Layer I EVC Core Healthcare Special Applications EV02 page 1 of 8 High Center Beam Layer I Incito Luminaire Type: I ED1EM Catalog Number: r's 9 �o /0000��01 $"IN GW&4o, 1�72-02—v EVO + Incito — Multiple Layers of Light Downlight Adjustable Open Lensed Cylinder Pinhole Wallwash Wallwash S i �► MRI Surgical Patient Room Suite 4---- Dynamic Food Service Vandal/Tamper Clean Room Shower Steam Room GOTHAM ARCHITECTURAL DOWNLIGHTING 1 1400 Lester Road Conyers, GA 30012 1 P 800 -705 -SERV (7378) 1 gothamlighting.com ® 2014-2020 Acuity Brands Lighting Inc. All Rights Reserved. Rev. 03/10/20 Specifications subject to change without notice. The product images shown are for illustration purposes only and may not be an exact representation of the product. Bevel Hyperbolic D -Series Size 2 Number LED Wall Luminaire Notes ® � �igfrType NYKraME_ facts FROM r4P46� Hit the Tab key or mouse over the page to see all interactive elements. d"series mac,+ Capable Luminaire This item is an A+ capable luminaire, which has been Specifications designed and tested to provide consistent color Luminaire Back Box (BBW) appearance and system -level interoperability. Width: 18-1/2" Weight: 21 lbs Width: 5-1/2" BBW 1 lbs e All configurations of this luminaire meet the Acuity (47.0 cm) (9.5 kg) (14.0 cm) Weight: Brands' specification for chromatic consistency Depth: 10" Depth: 1-1/2" P (25.4 cm) (3.8cm) • This luminaire is A+ Certified when ordered with DTL® Height: 7-5/8" Height: 4„ controls marked by a shaded background. DTL DLL (19.4 cm) (10.2 cm) equipped luminaires meet the A+ specification for For 3/4" NPT D luminaire to photocontrol interoperability1 D W side -entry o ° ° o conduit e This luminaire is part of an A+ Certified solution H O H for ROAM® or XPointTM Wireless control networks, IIIIII�II�I 1 providing out-of-the-box control compatibility with 0 0 ® o o simple commissioning, when ordered with drivers and W_ control options marked by a shaded background' To learn more about A+, visit www.acuitybrands.com/aplus. 1. See ordering tree for details. 2. A+ Certified Solutions for ROAM require the order A+Capableoptionsindicated of one ROAM node per luminaire. Sold Separately: / . by this color background. Link to Roam; Link to DTL DLL EXAMPLE: DSXW2 LED 30C 700 40K T3M MVOLT DDBTXD DSXW2 LED DSXW2 LED 20C 20 LEDs (two engines) 30C 30 LEDs (three engines) 350 350 mA 530 530 mA 700 700 mA 1000 1000 mA1 (1 A) Shipped installed SF Single fuse (120, 277, 347V)' DF Double fuse (208, 240, 480V)' HS House -side shield' SPD Separate surge protection" 30K 3000 K 40K 4000 K 50K 5000 K AMBPC Amber phosphor converted' US Type II Short T2M Type II Medium T3S Type III Short BM Type III Medium T4M Type IV Medium TFTM Forward Throw Medium MVOLT' 120' 208' 240' 277' 347',' 480"•s Shipped included (blank) Surface mounting bracket Shipped separately' BBW Surface - mounted back box (for conduit entry) r DDBXD Shipped installed PE Photoelectric cell, button type' PER NEMA twist -lock receptacle only (control ordered Black separate)' PERS Five -wire receptacle only (control ordered separate)',' PER7 Seven -wire receptacle only (control ordered DBLBXD separate)'' DMG 0-10v dimming wires pulled outside fixture (for use White with an external control, ordered separately) PIR 1800 motion/ambient light sensor,<1 5'mtg ht10•" PIRH 180° motion/ambient light sensor, 15-30' mtg ht1, PIRIFC3V Motion/ambient sensor, 8-15'mounting height, ambient sensor enabled at 10," PIRHIFC3V Motion/ambient sensor, 15-30' mounting height, ambient sensor enabled at 1f:11• 12 Shippedseparately 13 DDBXD Dark bronze DSSXD Sandstone BSW Bird -deterrent spikes DBLXD Black DDBTXD Textured dark bronze VG Vandal guard DNAXD Natural aluminum DBLBXD Textured black DWHXD White DNATXD Textured natural aluminum '.L17M'Z7JV1A One Lithonia Way • Conyers, Georgia 30012 • Phone: 800.279.8041 • www.lithonia.com L/GHT/NG. 0 2012-2019 Acuity Brands Lighting, Inc. All rights reserved. DWHGXD Textured white DSSTXD Textu Height: WST LED Catalog (21.56 cm) Width: Number Architectural Wall Sconce Depth: 1.70" Notes II '� syr. 1■ ti.� Type SIDE -ENTRY o' ...-the Tab key or mouse over the page to see all interactive elements. Capable Luminaire Specifications This item is an A+ capable luminaire, which has been designed and tested to provide consistent color Luminaire appearance and system -level interoperability. Height: 8-1/2" • All configurations of this luminaire meet the Acuity (21.59 cm) Brands' specification for chromatic consistency width: 17„ (43.18 cm) • This luminaire is A+ Certified when ordered with 10-3/16" DTL® controls marked by a shaded background. DTL Depth: (259 cm) DLL equipped luminaires meet the A+ specification Weight: 20 lbs for luminaire to photocontrol interoperability1 (9.1 kg) • This luminaire is part of an A+ Certified solution r „ for ROAM® or XPointTM Wireless control networks, providing out-of-the-box control compatibility with simple commissioning, when ordered with drivers and options marked by a shaded learn more about Optional Back Box (PBB" vi visit www.acuit�brands.com/aplus. s.c Height: 8.49" (21.56 cm) Width: 17.01 " (43.21 cm) Depth: 1.70" (4.32 cm) FOR 3/4" NPT SIDE -ENTRY FOR 1/4" MOUNTING BOLTS Optional Back Box (BBW) Height: 4„ (10.2 cm) Width: 5-1/2" (14.0 cm) Depth: ( .8 cm) W For 3/4"NPT D side -entry conduit H See ordering tree for details. A+ Certified Solutions for ROAM require the order of one ROAM node per luminaire. Sold Separately: Link to Roam: Link to DTL DLL OFA L/21MVVI4 COMMERCIAL OUTDOOR One Lithonia Way • Conyers, Georgia 30012 • Phone: 800 -705 -SERV (7378) • www.lithonia.com WST-LED L/GHT/NG. 0 2011-2020 Acuity Brands Lighting, Inc. All rights reserved. Rev. 06/09/20 Wheat Ridge Roadway Lighting Standards 20' and 30' Mounting Height LED Fixture im 1 Wheat Ridge 20' Mounting Height LED Roadway Fixture GE Evolv, LED Roadway Lighting • - - - - - -• ERL1-ERLH-ERL2 Project name Date Type E R L I 0 04 B3 30 A BLCK L - - - - - -- -- -- - ---- --- E=Evolve 0=120-277V* 02* A3=Type 11 Narrow 27=2700Ko A= ANSI W.417 -pin GRAY= Gr �A=4Bolt Slipfittert R =Roadway 1-120 03 B3 =Type II wide - 30� D = ANSI C136.417 -pin with BLCK = Black F = Fusing 2=208 04 C3=Type 111 40=4000K Shorting Cap DKBZ=Dark Bronze G= internal Bubble Level L=Local 3=240 05 D3=Type IV o Select E = ANSI C136.41 7 -pin with 1=IP66Optical 4=277 1=Single Module 5=480 06 07 See Table 2700K or non -Dimming PE Control.* L=Tool-Less Entry R= Secondary 10kV/5kASPD D=347 08 *NominallESType 3000KCCT for IDA *PE Control Only available for 120-277V or 480V Discrete. Not U = DALI Programmable+^ H=347-480* *Nat 09 10 classing subject to typical variation, approved units. available for 347-480V or 347V X=Single Package# Y =Coastal Finish available with Fusing. See Table individual units TBD TBD TBD TBD TBD TBD TBD TBD TBD Discrete. XXX =special Options 5000 Must choose a *120V only, not may differ. 43 NOTE: Dimmin controls wired for g 0-10V standard unless DALI option t Contact manufacturer for Lead -Time. C3 discrete voltage with F option. compatible with 0-10V dimming. 06 A3 6000 "U" requested. # "X" option provides single pack box per fixture. Std Packaging= 20 units 47 52 I B3 C3 D3 07 per Magna pok container. * Recommended for installations 7000 6800 6600 58 B2 -1.0-G2 2-1.02 B2-1.02 ERL1 07A340 .IES ERLI 07A330 .IES ERL1 07A3271 .IES B3 within 750 ft. from the coast. Contact C3 B1 -1.0-G2 1 -UO -G2 Bl -UO -G2 ERL107C346 7FEs ERLI 070330 .IES ERL1 07C327 .IES D3 I TBD TBD TBD TBD TBD TBD 08 A3 Factory for Lead -Time. 7800 7600 71 112 -UO -G2 2 -UO -132 B2 -UO -132 ERLI OBA340 .IES ERLI 08A330 .IES ERLI OBA327 .IES 113 B2 -1.0-G2 2-UO�2 B2-1.0 2 ERL1 088340 .IES ERLI 088330 .IES ERL1 08B327 .IES +Compatible with LightGrid 2.0 nodes. B1 -1.0-G2 1 -UO -132 Bl -UO -G2 ERLI 080340 .IES ERLI 080330 .IES ERLI 080327 .IES D3 TBD TBD TBD TBD TBD TBD 09 A3 9000 ^ Not available in 347V, 480V or 8500 84 82 -UO -132 2 -UO -132 B2 -UO -132 ERL1 09A340 .IES ERLI 09A330 .IES ERL1 09A327 .IES B3 B2 -1.0-G2 2-1.0-132 B2-1.0-132 ERL1 09B340 JES ERLI 098330 .IES ERL1 09B327 .IES B2 -UO -G2 1-1.0-132 BI -UO -G2 ERL1 09C340.IES ERLI 09C330 .IES ERL1 09C327 .IES TBD TBD TBD TBD TBD TBD 347-480V for Lumen Output Levels 07, D3 10 A3 9800 9600 08, 09, and 10. OUTPUT DISTRIBUTION 4000Krrr TYPICAL TYPICAL rr •-277V BUG RATING IES FILE NUMBER 4000K 3000Krr 347-480V 4000Krrr rr r 4:0 r 4:0 120-277V 347-480V 02 A3 2000 1900 1900 14 N/A B1 -U0 -G1 1-1.0-131 B1-1.0-61 ERL1 02A340 -120VIES NIA ERLI 02A330-120VIES N/A ERL1 OZA327-1200ES NIA 63 Bl -UO -131 1 -1.10 -GI Bl -UO -131 ERL1 0213340 -120VIES NIA ERLI 0211330-120VIES NIA ERL1 0213327 -120VIES NIA C3 Bl -UO -G1 1-1.0-61 B1 -1.0-G1 ERL1 02040 -120VIES NIA ERLI 020330-120V.IES N/A ERL1 02327 -120V.IES NIA D3 TBD TBD TBD TBD N/A TBD N/A TBD N/A 03 A3 3000 2900 2800 22 26 Bl -UO -131 1-1.0-131 B1-1.0-131 R1 03M -120277VJES R1 03A340 -347-480VJB ERLI HU30-120.277V.IES ERLI 03A330 -347-0.IES R1 03A327 -120277VJES ERLI 03A327 -347-0.IES B3 Bl -UO -131 1-1.10-Gl Bl -UO -131 RI -120277VJ5 RI -347-0RIB ERLI 0313330 -12b27NIES ERLI 0313330 -347487VIES RI 0311327-120277VJ5 RI -347ABJB C3 Bl -UO -131 1-1.10-Gl Bl -UO -131 RI OK340 -120-27NIES ERLI 03040 -347AU.IES ERLI 03030 -120.27NIES RI OK330 -347-MIES RI -120d77V.IES ERLI 03C327 -347AD.IES D3 TBD I TBD I TBD TBD TBD TBD TBD TBD TBD 04 A3 4000 3900 3800 31 34 Bl -UO -131 1-1.10-G1 B1-1.0-151 ERL1 WA318-120277VJES ERLI WA318 -347-480VJES ERL104A330-120.27NIES ERL104A330 -347-0.IES E811 OW27-120277VJB ERLI OW27 -347-MJB B3 Bl -UO -G1 1-1.0-61 B1-1.0-61 R1 00340 -12027NJ6 R1 00340 -347-0BOVJES ERLI 043330 -120.27NIES ERLI 043330 -347ABOVIES R1 04B327 -120277VJB R1 00327 -347ABOVJES C3 Bl -UO -131 1-1.10-Gl Bl -UO -131 RI -120-27NIES ERLI W040-347AU.IES ERLI W030-120.27NIES RI 04030-347-080.IES ERLI 040327-120d77V.IES ERLI W027-347AU.IES D3 TBD TBD TBD TBD TBD TBD TBD TBD TBD OS A3 5000 4900 4700 39 43 B1 -U0 -G1 1 -1.10 -GI B1 -1.0-G1 R1 -120277V1ES R1 OM -347-480VJES ERL1 05A330 -120 27NIES ERLI 0500 -347-080 .IES ER -1 054327 -120 277ffi FALL OW27 -347-MJES Bl -UO -131 1-1.0-131 B1-1.0-131 E8110SB340-12027NJB FA1105B340-347ADJ6 ERL1058330-120.27NIES ERLI_058330--347480VIES R1 05B327 -120277VJB R1 05B327 -347ABOVJB 131 -UO -132 1 -UO -132 Bl -UO -132 ERL1 VXM -120-27NIES ERLI 05040 -347-005 ERLI 05030 -120.27NIES 81050330-347-0.IES R1 05327 -120-277V.IES I ERLI 05027 -347A VIES B3 C3 D3 TBD TBD TBD TBD TBD TBD TBD TBD TBD B2 -1.0-G2 2 -UO -132 B2-0-132 ER1106 X-120277V1ES ER110VX -347-480VZ ERL106A330 -120 27NIES ERLI 064330 -347-401ES R1 06A327 -120277V1ES ERLI 081327 -347-08r .IES Bl -UO -132 1 -UO -132 Bl -UO -132 E8110611340-12027NJES FALL-0611340--347-080VJES ERLI 0613330 -120.27NIES ERLI D63330--347ABOVIES E81106B327-12027NJB ERL106B327-347AIINIES B1 -1.0-G2 1-1.0-132 B1-1.0-132 R1 06040 -120-27NIES ERLI_06040-347-0BOVIES ERLI D6030 -120.27NIES E81106030 -347-0.IES E81106027 -120-277V.IES ERLI 06027 -347AV.IES TBD TBD TBD TBD TBD TBD TBD TBD TBD 06 A3 6000 5800 5700 47 52 I B3 C3 D3 07 A3 7000 6800 6600 58 B2 -1.0-G2 2-1.02 B2-1.02 ERL1 07A340 .IES ERLI 07A330 .IES ERL1 07A3271 .IES B3 B1 -1.0-G2 1 -UO -132 BI-UO-G2ERL107B340 .IES ERLI 078330 .IES ERL1 078327 .IES C3 B1 -1.0-G2 1 -UO -G2 Bl -UO -G2 ERL107C346 7FEs ERLI 070330 .IES ERL1 07C327 .IES D3 I TBD TBD TBD TBD TBD TBD 08 A3 8000 7800 7600 71 112 -UO -G2 2 -UO -132 B2 -UO -132 ERLI OBA340 .IES ERLI 08A330 .IES ERLI OBA327 .IES 113 B2 -1.0-G2 2-UO�2 B2-1.0 2 ERL1 088340 .IES ERLI 088330 .IES ERL1 08B327 .IES C3 B1 -1.0-G2 1 -UO -132 Bl -UO -G2 ERLI 080340 .IES ERLI 080330 .IES ERLI 080327 .IES D3 TBD TBD TBD TBD TBD TBD 09 A3 9000 8800 8500 84 82 -UO -132 2 -UO -132 B2 -UO -132 ERL1 09A340 .IES ERLI 09A330 .IES ERL1 09A327 .IES B3 B2 -1.0-G2 2-1.0-132 B2-1.0-132 ERL1 09B340 JES ERLI 098330 .IES ERL1 09B327 .IES B2 -UO -G2 1-1.0-132 BI -UO -G2 ERL1 09C340.IES ERLI 09C330 .IES ERL1 09C327 .IES TBD TBD TBD TBD TBD TBD C3 D3 10 A3 9800 9600 9250 97 82 -UO -132 2 -UO -G2 B2 -UO 132 ERL1 IOA340 .IES ERLI 1OA330 .IES ERL1 IOA327 .IES 113 112 -UO -G2 2 -UO G2 82 -UO G2 ERL1 108340 .IES ERLI 1OB330 .IES ERL1 108327 .IES C3 B2 -1.0-G2 2-UH12 112 -UO 132 ERL1 1OC340 .IES ERL1 1OC330 .IES ERL1 1OC327 .IES D3 TBD I TBD I TBD I TBD TBD TBD 4 cyclone CY1 IT - Round shape. Heavy spun aluminum hood with a cupola, a finial and guard. One piece injection -molded vessel, UV resistant. Applebee's Stering point, California VS3AC: Clear acrylic VS3AP: POND acrylic 75% diffusing VS3AR: Ribbed acrylic LAC/LPC: Prismatic acrylic / Polycarbonate Tool -free "Twist -lock' quarter -turn opening system. „V„ groove seamless silicone gasket. } IP66 rated. "Cyclo -Tech" coated stainless steel hardware. Slip fits on a 4" (1 Ocm)O x 3" (7cm) long tenon. Pre -anodized aluminum reflector with a 95% minimum reflection level. LEDHID SKY 2-3-5 GR3-GR5 IESNA type II, III or V IESNA type III or V Refractor lens. Glass refractor. HID HID RC2-RC3-RC5 RS2-RS3-RS5 IESNA type II, III or V IESNA type II, III or V Segmented Segmented reflector with reflector with chimney. cone. HID PR3-PR5 IESNA type III or V Prismatic globe. �L �Mij�- Sources Lamp • - Lamp 4K = High power LED 4000 K (neutral white) ± 150K. MH =Metal halide HPS = High pressure sodium S17=medium base S23, S28 & S18=mogul base Electric HID: High power factor of 90%. Tool -free removable tray with "quick' connectors. LED: Auto -adjustable driver, Class 1, min. of 90% power factor. Tool -free removable tray with "quick' connectors. 120, 208, 240, 277 or 347 volts available Consult factory for other source and ballast types 5 mils/127 microns polyester super durable powder coating. A wide variety of RAL colors are available in textured (TX) or smooth (SM) finish. Option DC Decorative cupola. DIM: Dimmable driver 0-10 volts. HS: House side shield. PC: Button type photocell. PT: Twistlock adjustable photocell. PTR: Twistlock photocell receptacle. PTDR: Dimmable PT receptacle (ANSI C136.41). PX: Shorting cap. R30: Reducer for 3" (7cm) 0 tenon. TP: Tamperproof hatfware. info@cyclonelighting.com I www.cyclonelighting.com QcycLone ORDERING TEMPLATE: Luminaire Globe Optic Watt Lamp Volt Fitter Guard Finial Options Color LED EXAMPLE: I CY11T4 VS3AR SKY -3 50W 4K 120 EA1 GCYOIP F1AP NONE BLACK -TX CY11T4 VS3AR SKY -2 34W 4K 120EAl S17 GCYO1_ F_AP DC_ BLACK -TX NONE 50W 208 With clear coat GCY02_ F_AB AB DIM ""'1 SKY -5 68W F AX: CY11T4 GCY03_ _AC [NONE HS DK BLUE -TX 70MH S17* 277 120 GCY04 F_AX PC DK GRN -TX F_AP F13AP DC_ EB1 GCY05_ VS3AR PT* GRAY -TX 70HPS S23 EC1 GCY06_ PTR* WHITE -TX F_AB EDl BRONZE -TX PTDR* Optional trim: RC5* 100MH EE1 ER GCY07 GCYO_B: Brass trim SILVER GCY03_ F_AC EG1 GCY08_ DK BLUE -TX R30 TP GCYO_C: Copper him CY11T4 CY11T4 CY11T4 withclear coat *RC240 optics NONEMETALLIC GCYO_P: Samecoloras GCY07P* GCYOBC* GCY09P** luminaire *Onlywim EB1 to EG1 **Onlywim EVl GCYO_X: Different color GRAPHITE than luminaire EVl GCY09_ 277 *PT, PTR, PTDR GCY04 FAX PT* DK GRN -TX & PX are NOT 15OMH 347 available GCY05 NONE PTR* GRAY -TX With EA1 :II1� EXAMPLE: CY11T4 VS3AR RS3 1 00M S17 120 EA1 GCYOIP F1AP NONE BLACK-TX� With clear coat F AC: Molded aluminum, copper painted DCC: Copper cupola F AX: CY11T4 VS3AC With clear coat RC2* 70MH S17* DCP: Same color as 120 EAl RAP GCY01_ F9AP F_AP F13AP DC_ BLACK -TX E VS3AR RC3* 70HPS S23 than luminaire 208 GCY02_ F_AB HS BRONZE -TX VS3AP Optional trim: RC5* 100MH �O oo GCYO_B: Brass trim GCY03_ F_AC PC DK BLUE -TX GCYO_C: Copper him CY11T4 CY11T4 CY11T4 withclear coat *RC240 optics GCYO_P: Samecoloras GCY07P* GCYOBC* GCY09P** luminaire *Onlywim EB1 to EG1 **Onlywim EVl GCYO_X: Different color than luminaire 100HPS available available 277 GCY04 FAX PT* DK GRN -TX 15OMH 347 EB1 GCY05 NONE PTR* GRAY -TX 150HPS S1 7 �monly EC1 GCY06_ PX* WHITE -TX GR5 ED1 R30 RS2 RS3 175MH EE1 ER GCY07_ TP SILVER RS5 25OMH S28 EG1 GCY08_ NONE *PT, PTR & PX METALLIC are NOT GRAPHITE LAC PR3 200HPS EVl GCY09 LPC PR5 250HPS S18 - available wth EA1 ** PT, PTR, PTDR & PX are NOT available With EA1 7 X000 **EA1 EB1 EC1 I ED1 EE1 ER EG1 EV1 CY11T4 CY11T4 CY11T4 CY11T4 CY11T4 GCY01 P GCY03P GCY04P GCY05P GCY06P Optional cupola: F AP: Molded aluminum, luminaire color (standard) DCB: Brass cupola F AB: Molded aluminum, brass painted With clear coat F AC: Molded aluminum, copper painted DCC: Copper cupola F AX: Molded aluminum, different color than luminaire With clear coat DCP: Same color as RAP F2AP F� F5AP F6AP F7AP F9AP F12AP F13AP Optional cupola: DCB: Brass cupola With clear coat DCC: Copper cupola With clear coat DCP: Same color as 000000000000 000000000000 uminaire E E DCX: Different color than luminaire 0 Optional trim: �O oo GCYO_B: Brass trim with clear coat GCYO_C: Copper him CY11T4 CY11T4 CY11T4 withclear coat GCYO_P: Samecoloras GCY07P* GCYOBC* GCY09P** luminaire *Onlywim EB1 to EG1 **Onlywim EVl GCYO_X: Different color than luminaire info@cyclonelighting.com www.cyclonelighting.com 51 WIRE 1. Contractor shall use 120/240 V single phase, 3 wire. 2. Wiring shall be daisy -chained parallel branch circuits. Wire Size to be determined by load (input watts), length of circuit and size of breaker in accordance with NEC. Wire shall be stranded copper, THWN, 600 V or IMSA 19-1. ELECTRIC METER - PEDESTAL 1. Re: CDOT spec M-613-1. Pedestal/control box shall be mounted in reinforced concrete pad 6" thick with %" chamfered edges and pad shall project 2" above grade. Pedestal/control box shall have a minimum of 2" overlap of the enclosure on all sides, front and back or precast Polymer concrete pedestal foundation. 2. The lighting control cabinet shall be NEMA 3-11 minimum. a:L0to] NILIILie] 1. All pedestrian lighting shall be controlled by photo control mounted to control cabinet. Photo control should be installed facing north, and away from ambient light sources. 2. Photo control shall be ANSI C136.10 compliant and UL listed. 3. The load on a photo control shall not exceed 80% of its rating. CIRCUITRY 1. Separate circuits for street luminaire and pedestrian lighting shall be required. 7 circuits for pedestrian lighting: a. A lighting contactor will be required for single point switching the lighting on the circuit. b. The lighting contactor is a single multiple pole power switching device (relay) 1 d -e located within the branch circuits and is connected in series to the photo control. Gii�k_11 c. The lighting contactor will also require control by a Hand -Off -Auto (HOA) switch 7 1v.zaZD 1. that uses the operation of the photocell when the switch is in the "auto" position. d. The photo control should control the contactor using a normally closed wiring configuration. This will force the lights "ON" if a failure occurs. =ES An electrical pull box shall be installed at each pedestrian light. Pull boxes/junction boxes will be a minimum 12"x12"x12" tier 15 Quazite polymer concrete (stackable) open bottom. In driveways or parking lots boxes will be 11"x18"x12" depth tier 22 Quazite polymer concrete (stackable) open bottom. Splices shall be in the hand hole of the pole and not in the pull box. If necessary to splice in a pull box, waterproof splices shall be installed. Pull boxes shall be bedded with 1/2"- 5/8" angular aggregate, minimum 6" deep and box set to landscape finished grade elevation. CONDUIT 1. Conduit within the pull box shall extend approx. 4"-6" above the aggregate. 2. Conduit shall be UL listed a minimum 1-1/4"0 sched. 80. no more than four (4) 90°bends shall be employed (shall not exceed 360°) within a 200' distance. 3. Conduit shall be buried a minimum of 18" deep in open ground, 24" in roadway and 12" min. under concrete walkways. CAISSON/FOUNDATION 1. Caisson/foundation, 24"0 X 48" for pedestrian lights, and 24"0 x 60" for street lighting with steel reinforcement. Set to landscape finish grade. 2. Steel reinforcement cage (refer to City -standard detail). 3. Lights shall be grounded onto cage in caisson or by separate grounding rod. IL4' DETAIL City of STREET & PEDESTRIAN CODE 'Orr*** ""�heat�ice LIGHTING NOTES DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE 7/20 MSL PART # 12SRA-4.5(220)TEN.3"X3"-OPT/GFI-VBC-GAL-BK /CY1 1 T4-VS3AR (ADD OR DEL "OPT/GFI" ABOVE DEPENDING IF YOU WANT THAT OPTION) CV co CV I 6Y" MOUNTAIN STATES CY11T4 SERIES CUTOFF LED FIXTURE MOUNTED ON 3" 0 x 3" HIGH TENON VERIFY LED COUNT AND DISTRIBUTION TYPE PER JOB OPTIONAL: GFI DUPLEX RECEPTACLE w/ dde TAYMAC ML40OG "IN USE" WEATHERPROOF COVER POLE SPECIFICATIONS: POLE BY MOUNTAIN STATES LIGHTING OUTSIDE DIAMETER: 4.5" WALL THICKNESS: .22" MINIMUM MATERIAL: ALUMINUM POLE WITH ELASTOMER BOLT COVER EPA: MINIMUM 20 IN 80 MPH ZONE PART # 12RSA-4.5 (.220) - TEN/3x3-OPTGFI-VBC-GAL-BK (INCLUDED IS A VANDAL PROOF 16"0 x 19" TALL GALLIVAN STYLE BASE COVER MADE OF 71 LB/FT3 HIGH DENSITY ELASTOMER) FINISH: PAINTED BLACK 2Y2" x 5" HAND HOLE CENTERED 12" FROM BOTTOM OF POLE LOCATED BEHIND DECORATIVE BASE. GROUND BOLT LOCATED ACROSS FROM HAND HOLE OPENING. �vza� ANCHOR PLATE DETAIL BASE PLATE PL 8'x108"x108"(Alum.) PLATE TEMPLATE 4 SLOTTED HOLES ($' x 34") at 90° Use 8" 0 BOLT CIRCLE. 4" 0 WIREWAY (CNTR'D.) ANCHOR BOLTS 4 - 11'0 x V-6" Long w/ 3" Hook PROJECT 32 " OUT OF CONC. MANUFACTURER: MOUNTAIN STATES LIGHTING PART # 20RTS 5.6/3-6" SGL HOR MAST -ABC -HH -AB -BK TOP CAP 6" LONG x 2 %" OD HORIZONTAL TENON MOUNTAIN STATES SUPPLIED GE ERL1 FIXTURE NOMINAL 4000 LUMEN OUTPUT, DISTRIBUTION TYPE PER CITY STDS. SEE SEPARATE FIXTURE CUTSHEET FOR DETAILS. POLE: 20' SHAFT: ROUND TAPERED STEEL EPA: MINIMUM 11.5 EPA @ 90 MPH, 1.3 GF WIDTH: 5.8" TO 3" 0 SHAFT MOUNTAIN STATES LIGHTING PART # 20RTS - 5.8/3 - 6" SGL HOR MAST - ABC - 1" AB -HH -AB -BLACK PAINT FINISH; POWDER OVER ZINC RICH RED PRIMER (GALVANIZED ANCHOR BOLTS) city of HANDHOLE 3" x 5" •- f2— (' TWO-PIECE HEAVY DUTY CORROSION RESISTANT ABS BASE COVER, PAINTED TO MATCH POLES. DESCRIPTION OF ITEM: 20' Round Tapered Steel Pole ANCHOR PLATE DETAIL BASE PLATE 8" THICK x10.6" x 10.6" (Steel) PLATE TEMPLATE O 4 SLOTTED HOLES (1y " x 4' at 90° use 12" 0 BOLT CIRCLE. 5t'O WIREWAY (CNTR'D.) ANCHOR BOLTS 4 - 1" 0 x T-0" Long w/ 4" Hook PROJECT 4" OUT OF CONC. Note: 1. Anchor bolts have to be centered on the concrete foundation. 2. This is for standard soil conditions. Verify with civil engineer for other types of soil conditions. 11-811 0 GRADE POLE HANDHOLE BOLT PROJECTION SHOULD BE 3 Y2". (4) #5 REBAR WITH #2 TIES OR HOOPS. ANCHOR BOLTS (3/4"0 x V-6") SEE PLAN FOR CIRCUIT. PVC SCHEDULE 80 ELBOW - SIZE BY CONTRACTOR CONCRETE BASE PEDESTRIAN LIGHTING POLE FOUNDATION City of ];0rN"6,at1<1jge, DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION CRY or ah - LG -A02 LG -A02 PED LIGHT BASE DETAIL CODE PEDESTRIAN LIGHT POLE FOUNDATION L ^ APPROVED BY: SN APPROVE DATE 10/2016 (j Note: 1. Anchor bolts have to be centered on the concrete foundation. 2. This is for standard soil conditions. Verify with civil engineer for other types of soil conditions. 0 10 2' GRADE POLE HANDHOLE BOLT PROJECTION SHOULD BE 4". —III ANCHOR BOLTS (1"O x 1'-6") TIE OFF TO REBAR 1.5" OR 2" PVC Sched. 80 ELBOW - MIN 2' BELOW GRADE VERIFY DEPTH W/CITY (4) #5 REBAR WITH #2 TIES CONCRETE BASE STREET LIGHTING POLE FOUNDATION .�'• City of ]PrNVh6atRdge DEPARTMENT OF PUBLIC WORKS FNGINFFRINC. nIVIRION LG -1302 STREET -LIGHT -BASE STREET LIGHT POLE FOUNDATION You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) city of \ G(%ze4 DETAIL CODE LG From: no-reolv(alci.wheatridae.co. us To: CommDev Perm is Subject: Online Form Submittal: New Commercial Construction Date: Tuesday, December 1, 2020 10:44:34 AM New Commercial Construction Items Needed to Submit THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. Do you have the Signed Proof of Submission Form to Water District, Signed Proof following ready to of Submission Form to Sanitation District, Signed Proof of attach to this Submission Form to Fire District application? These forms are required to submit for plan review. Upload Proof of Valley Water- Proof Of Submission.odf Submission to Water District Upload Proof of Clear Creek- Proof OfSubmission.odf Submission to Sanitation District Upload Proof of Arvada Fire - Proof Of Submission.Ddf Submission to Fire District Step 2 PROPERTY INFORMATION Property Address 4990 Parfet Street, Wheat Ridge, CO 80033 Property Owner Name Industrial Partners Qualified Opportunity Fund, LLLP Property Owner Phone 303-881-6611 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email aglova@westfield-co.com Address APPLICANT INFORMATION Applicant Name Andrew M. Glova What is your role in the Property Owner project? Contact Name for Plan Andrew M. Glova Review Comments Contact Phone Number 303-881-6611 (enter WITH dashes, eg 303-123-4567) Contact Email Address aglova@westfield-co.com for Plan Review Comments Plan Review Contact aglova@westfield-co.com Email DESCRIPTION OF WORK Detailed Scope of ROW Light Pole Based & Electrical Work for the Axis 70 West Work - Example: New Project. Commercial Building for Roger's Grocery Market Square Footage of 142200 New Construction Upload Soils Report 2020.04.23 -Axis - Geotech Report (Final),odf Engineering Letters Field not completed. and Other Letter Size Attachments Energy Calcs Field not completed. Structural Calcs Field not completed. Construction Plans Axis 70 Westahtino CDs and Cut Sheets pdf scanned on 11 "x17" or larger Project Value (contract 238138.81 Valuation of value or cost of ALL $238,138.81 is OK materials and labor) PLAN REVIEW FEE IS REQUIRED AT TIME OF SUBMITTAL Attach City of Wheat Electronic Payment Form Ddf Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Permit Andrew M. Glova Email not displaying correctly? View it in your browser. Permit may be ISSUED; Both Engineering & PW Operations have reviewed the lighting plans and find them acceptable for construction. Dave Brossman, Development Review Engineer, 12/14/2020 44" City of Wheat Ridge _A� Commercial New Structure PERMIT - 202100033 PERMIT NO: 202100033 ISSUED: 04/29/2021 JOB ADDRESS: 4990 Parfet St EXPIRES: 04/29/2022 JOB DESCRIPTION: Axis 70 West - New commercial structure - 142,200 sq ft total *** CONTACTS *** OWNER (303)881-6611 INDUSTRIAL PARTNERS QUALIFIED SUB (303)287-8128 FROM OLMOS & JOSH ROSENBERG 021586 CLEAR CREEK MECHANICAL INC. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 5 / AgriBus Vacant BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION:10,640,825.58 FEES Total Valuation 0.00 Plan Review Fee 29,893.60 Use Tax 223,457.34 Permit Fee 45,990.15 Engin. Review Fee 300.00 ** TOTAL ** 299,641.09 *** COMMENTS *** *** CONDITIONS *** Approval from presiding fire department required prior to final building inspection sign -off. All roughs to be done at Framing Inspection. A printed copy of the permit and city stamped on-site plans must be available on-site for the first inspection. Approved per plans and red -line notes on plans. Must comply with 2018 IBC, 2020 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. Approved per Case Nos. WZ-20-02 & Case No. WZ-20-03 The issuance of a building permit shall not be construed to be approval of a business license. Business licenses are independent of the building permit and can not be approved until completion of the associated building permit. As part of the foundation inspections and PRIOR TO proceeding with any further construction/inspections, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. All lighting shall be in conformance with Section 26-503 of the Zoning and Development Code with fixtures fully shielded so that the source of the illumination is not visible from adjacent properties and streets. Prior to project completion or granting of a Certificate of Occupancy, an As -Built Survey or Improvement Survey Plat shall be submitted to the City. All parKing and driving a shall be nformance with Section 26-501 of the Zoning and Development Code and the Axis 70 West ODP Case No. WZ-20-02 & SDP Case No. 20-03 as applicable. Owner/Contractor i esponsible £or locating property lines and c nst ructing improvements o rding to the approved plan and required development standards The City i not esponsible £or rate n£ormation submitted within the plan set and any construction inaccu errors resulting from inaccurate information. No C.O. may be ued until public improvements are complete as identified in the Subdivision Improvement Agreement. Site signage will require separate permits. Site fencing will require separate permits if greater than 6&#39; in height. Dump ster or trash storage est be ned o all sides v Bible to a public street o to any single -or two-£amilyrhomemwithin 100e£eet. A gate may beirequired in order to meet screening requirements. Dump stern shall be located o a hard s rface that s paved with c rete asphalt. Paving shall extend a and the dumpster a uch that any trash trucK s ng the also vici are is n pavement. The ing inspectionr£orsa dumpster inspection willenot be app rovedauntil paving is completeon No sight triangle obstruction allowed. All landscaping shall be nformance with Section 26-502 of the Zoning and Development Code and the Pads 70 West�ODP Case No. WZ-20-02 & SDP Case No. 20-03 a applicable. All landscaping shall be nstalled i ordance with the approved landscape plan prior to C.O., landscape agreementawith financial guarantee in the amount o£ 125% o£ the cost o£ the installation shall be required. I, bY tore, do heresy attest that the work to be performed shall comply with all accom yin proved plans and specifications, bppli a�lel�alding codes d all applicable mumci al codes, policies and procedures, and that I am �heplegal owner or have been authonzed y the legal owner of the ' roperty and am authonzed to obtain flus amrt and perform the work descnbed and approved in con'uncfion with trusfpe d�andelltwso��tbeaml�a�xned. �s�oaeain,�aa�,>.iee a.,aio=ea a��"o..°lnsaocumentaspda.i,esw asworsc�t,ons. per orme pe panying approve pans an peci Sigrtature of OWNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the infoamafion provided' the ami[ applicaq'on and accom anying P1. s and specifications and is s ubj ect to the compliance wrth those documentr, and all applicable statutes ordinances, regulations, policies andprocedures. 2. T}us.pea t shto the�date of uaysation. �An ea#epsilon of no more t�heans 180 da�ty' 3 gbestr f �d at the �sc=estiobn of the Clrief B�uil�n pnor pu ys ma gran g Official and may be subject to a fee equal to one-half of the onginal rmit fee. 3. If tlns pemut expses, anew VV ermit may be req d to be obtazne d. 1Psauance of a new permit shall be subject to the standard thgmrements, fees and r edures for approval of any new perrmt. Re -issuance or extension of expued perrmts is at the sole discretion of e Chief Builth �g Official and is not guaranteed. q. No work of an shall be perfoamed that shall results in a change. of the natural flow of water without prior and s ed fic a royal. 5. Thep tions anddahall not ohfy dor cson eat worksw.ath ut wn'tten aDs�sel of such work finm�thest$a�lidsihed podlic�of aIP re�uire� Division. p=ocee pprov ng an pec ion ermces 6. The is sb ce de orr anh� d naana o tre elation of [hist' add' ction. A �t el of workPs�sub� t to � ld ins�ontof any provision of any /qpp sa je co y or g duns pprov lec pec ion. Signature of Chief Building Official Date R8QD85T5 MOST B8 MADB BY 11 :59PM ANY BOS IN855 DAY FOR INS PBCTION TH8 FOLLOWING BOSIN855 DAY. From: no-reolv(alci.wheatridae.m. us To: CommDev Farm is Subject: Online Form Submittal: Commercial Interior Remodel/Tenant Finish Date: Monday, May 3, 2021 12:31:35 PM Commercial Interior Remodel/Tenant Finish Application for Commercial Remodel/Tenant Finish This application is for Commercial Remodels and Tenant Finishes. Do not being work until the permit has been issued to the General Contractor. Required to Submit Proof of Submission to Fire Department Proof of Submission to Fire Department Begin Application Arvada Fire Submission.odf PROPERTY INFORMATION Property Address 4990 Parfet Street, Wheat Ridge, CO 80033 Property Owner Name Industrial Partners Qualified Opportunity Fund, LLLP Property Owner Phone Number (enter WITH dashes, eg 303-123- 4567) KI8x1-1.1101-1§I Property Owner Email aglova@westfield-co.com Address Attach City of Wheat Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" Electronic Payment Form.odf APPLICANT INFORMATION Contact Name of Andrew Glova Person Submitting Application What is your role in the Property Owner project? Contact Phone Number (enter WITH dashes, eg 303-123-4567) Contact Email Address for Plan Review Questions 303-881-6611 aglova@westfield-co.com Retype Contact Email aglova@westfield-co.com Address DESCRIPTION OF WORK Is this for a new Yes tenant? Business Name of International Paper Tenant Detailed Scope of Work - Provide a detailed description of work including mechanical, electrical, plumbing work occurring, adding/removing walls, etc Iii .i . STiTtamr, Square Footage Area of Work Being Performed Asbestos Report - if applicable TI Buildout of the Axis 70 West industrial building at 4990 Parfet. 1500 Field not completed. Construction Plans 050321 4990 Parfet St Internation Paper TI 1st permit.pdf scanned on 11'x17" or larger Project Value (contract 1,370,000.00 value or cost of ALL materials and labor) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Andrew Glova Permit Email not displaying correctly? View it in your browser. 1* ► � i City of Wheat Ridge / � Site Work Permit PERMIT - 202002180 J PERMIT NO: 202002180 ISSUED: 01/14/2021 JOB ADDRESS: 4990 Parfet St EXPIRES: 01/14/2022 JOB DESCRIPTION: Early Work Request for Arvada Channel & Bayou Ditch Improvements for New Industrial Building - 142,000 sq ft total *** CONTACTS *** OWNER (303)881-6611 BEAR LAND HOLDINGS LLC GC (303)420-0234 JOEL SCOTT 020271 MURRAY & STAFFORD, INC . *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 5 / AgriBus Vacant BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 1,990,366.75 FEES Total Valuation 0.00 Plan Review Fee 61841.35 Use Tax 41, 797.70 Permit Fee 10,525.15 Engin. Review Fee 21200.00 ** TOTAL ** 61,364.20 *** COMMENTS *** *** CONDITIONS *** Approval of this permit allows for Bayou Ditch, Arvada Channel, and related storm improvements only per Phase I SWMP. A separate building permit shall be required for any work not comprised in this permit. No work can commence on the Bayou Ditch until such time as the Bayou Ditch Agreement has been completed and recorded. Upon completion of the Arvada Channel improvements, a Drainage Certification Letter from the Engineer -of -Record stating the system has been completed in conformance with the approved civil plans shall be required. The Letter shall be accompanied by an updated Construction Control Plan and AutoCAD file on the City's datum (2017 or older DWG format) prior to issuance of the Certificate of Completion. 1* ► � i City of Wheat Ridge / � Site Work Permit PERMIT - 202002180 J PERMIT NO: 202002180 ISSUED: 01/14/2021 JOB ADDRESS: 4990 Parfet St EXPIRES: 01/14/2022 JOB DESCRIPTION: Early Work Request for Arvada Channel & Bayou Ditch Improvements for New Industrial Building - 142,000 sq ft total I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain thispermit and perform the work described and approved in conjunction with this,permrt. I further attest that I am leg ally authorized to include alI entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1, This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180, days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and��procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all requ�ired inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, anviolation of any provision of any �pplicabje code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. 01/14/2021 Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. From: no-reolv(alci.wheatridae.m. us To: CommDev Perm is Subject: Online Form Submittal: SITE Work Permit - Large Developments Only Date: Thursday, October 22, 2020 1:05:41 PM SITE Work Permit - Large Developments Only Items Needed to Submit THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. Do you have the Signed Proof of Submission Form to Water District, Signed Proof following ready to of Submission Form to Sanitation District, Signed Proof of attach to this Submission Form to Fire District application? These forms are required to submit for plan review. Upload Proof of Clear Creek- Proof OfSubmission.odf Submission to Water District Upload Proof of Clear Creek -Proof Of Submission 1.Ddf Submission to Sanitation District Upload Proof of Arvada Fire - Proof Of Submission.Ddf Submission to Fire District Step 2 PROPERTY INFORMATION Property Address 4990 Parfet Street, Wheat Ridge, CO 80033 Property Owner Name Industrial Partners Qualified Opportunity Fund, LLLP Property Owner Phone 303-881-6611 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email aglova@westfield-co.com Address CONTRACTOR INFORMATION General Contractor or Murray & Stafford Architect's Business Name Contact Name for Plan Andrew Glova Review Comments Contact Phone Number (enter WITH dashes, eg 303-123-4567) Contact Email Address for Plan Review Comments 303-881-6611 aglova@westfield-co.com Plan Review Contact aglova@westfield-co.com Email DESCRIPTION OF WORK Detailed Scope of Early Work Request for Arvada Channel & Bayou Ditch Work - Example: New Improvements for New Industrial Building Commercial Building for Roger's Grocery Market Square Footage of New Construction Upload Approved Estimated Cost Summary showing On - Site Improvments 142000 On -Site Estimated Cost Summarv.odf Upload Full Size Set of Axis 70 West - Early Work CDs.odf Civils Upload Engineer Stamped copy of approved CCP (Construction Control Plan) Project Value (On-site 1990366.75 Project valuation approved Improvements Only) by DF and SS PLAN REVIEW FEE IS REQUIRED AT TIME OF SUBMITTAL Attach City of Wheat Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" Mei0E-1to]:».7X1110101AMarGA01.ln[e1Ga01.IF-mel »:1r�d:10r1 I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Andrew M. Glova Permit Email not displaying correctly? View it in your browser. Permit may be issued - David F Brossman, Development Review Engineer 11/04/2020 This permit is approved for Arvada Channel & Bayou Ditch Improvements only. Upon completion of the Arvada Channel improvements, a Drainage Certification Letter from the Engineer -of -Record stating the system has been completed in conformance with the approved civil plans shall be required. The Letter shall be accompanied by an updated Construction Control Plan and AutoCAD file on the City's datum (2017 or older DWG format) prior to issuance of the Certificate of Completion. City of '_]�9r Wheatljdge CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855.f 303.237.8929 Proof of Submission for Permitting/Plan Review (Water and Sanitation only) A copy of this form must be completed by each water and sanitation agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: 10/09/2020 Project Address: 4990 Parfet Street Wheat Ridge, CO 80033 Name of Firm/Individual submitting documents: HR Green Project Type/Description: One industrial building and accompanying infrastructure on 9.88 acres. Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY William P. Willis * , am a duly authorized representative of the agency indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. AgenCV represented: (Please check one) 0 Wheat Ridge Water District 0 Consolidated Mutual Water District 0 Valley Water District 0 Denver Water 0 Wheat Ridge Sanitation District cX Clear Creek Sanitation District 0 Fruitdale Sanitation District 0 Westridge Sanitation District 0 Other Agency Notes: Must meet all District requirements and standards as well as the availabili Signature: * District Consulting Engineer 10-09-2020 ./�AMAULT MARTIN/MARTIN 00000"CONSULTING SU LTING ENGINEERS October 10, 2020 WESTFIELD COMPANY, INC. 4221 Brighton Boulevard Denver, CO 80216 Email: Miller, Jason imiller@westfield-co.com;ksilva@westfield-co.com Re: Clear Creek Valley Water and Sanitation District -4990 Parfet Street, Wheat Ridge, CO ) Martin/Martin, Inc Project No.: 13.0860 Dear Mr. Miller and Ms. Silva, On behalf of the Clear Creek Valley Water and Sanitation District (CCVWSD), Martin/Martin Inc., acting as the District's Consulting Engineer, offers the following in response to the sanitary Proof of submission and availability request received October 10, 2020, concerning a proposed warehouse development at the above referenced address. The development area is generally defined as Parcel A and B with a third small triangular parcel C to the south. The Clear Creek Valley Water and Sanitation District has no objections with the proposed development conditional on the items identified herein are fully addressed. The following are general requirements for sanitary sewer service. Rules, Regulations and Standards of the District must be complied with at all times. The subject lot is within the service and boundary area of the Clear Creek Valley Water and Sanitation District and was partially within Fruitdale Sanitation District. Those Parcels that were within Fruitdale Sanitation have been properly excluded from that District, so no further action with Fruitdale is needed to our knowledge. The development Parcels A and B appear to be within Clear Creek Valley Water and Sanitation Districts. Treatment of sewage generated within the Clear Creek Valley Water and Sanitation District is provided by Metro Wastewater Reclamation District. This is not a review of plans nor does this letter represent approval of plans submitted. A deposit of appropriate funds discussed here -in, has been received for design and coordination of the sanitary mainline extension that. We understand the project will consist of a single warehouse building. The basis of this letter is that there will be a single ownership of the building. If the building becomes used for restaurants or commercial uses requiring either a grease interceptor or sand oil separator, these elements will be required along with certified PE stamped design calculations from the Developer / Owner. The tap connection is conditional upon the above being fulfilled. Existing District Sanitary Sewer Mainline(s) Clear Creek Valley Water and Sanitation District has the following sanitary sewer mains in the vicinity of the proposed property: • 8 -inch mainline running west to east, northeast of the referenced property within W 50th Ave. at Oak St. (developer to field verify size, horizontal, and vertical location prior to construction) • 8 -inch mainline running west to east within a private easement line, east of Oak St. at approximately the mid- point extended from the site. (developer to field verify size, horizontal, and vertical location prior to construction) It appears the property may be serviced by gravity flow depending on building location and elevations; however, the owner/developer is responsible for determining horizontal locations and vertical depths of the existing sanitary sewer main(s) to verify if gravity flow is feasible or if a private individual sewage ejector (lift station) is required. The site may well have a high ground water condition based on an existing irrigation ditch. Appropriate construction considerations must be accommodated. Ground water discharge is not allowed within the sanitary system. The issuance of a sewer MARTIN/MARTIN, INC. 12499 WEST COLFAX AVENUE LAKEWOOD, COLORADO 80215 MAIN 303.431.6100 MARTINMARTIN.COM Clear Creek Valley Water and Sanitation District -4990 Parfet Street, Wheat Ridge, CO) October 10, 2020 tap permit by the District does not in any way guarantee that the property can be served by gravity flow. No sump pump connections to District facilities are allowed. Utility Locates It is the developer's responsibility to provide the District, c/o Martin/Martin Inc., with an ASCE Utility Quality B utility locate mapping stamped by a Colorado PE as required in Colorado Revised Statute (CRS) Tile 9 and ASCE 38 standards. Depending on the design, an ASCE Quality Level A supplemental survey may be required which necessitates physical contact and survey of the existing utility at crossings. All projects must meet C.R.S. Title 9 for proper notification to the Notification Association by the Developer's professional engineer. It is also the owner's responsibility to include electronic locators on all new underground facilities, including service lines up to the structure or building being served. Submit details for tracer wire and associated test stations. Sanitary Sewer Extension and Easement Agreement All mainline extensions must be designed by the District's consulting engineer. An initial fee for design, construction observation, extension agreement, and easement agreement(s) has been received. A mainline extension requires an extension agreement, any necessary easements and easement agreements, District approvals, deposits, and necessary insurance and bonding prior to beginning construction. Tap applications cannot be accepted until conditional approval is made on the extension. A sanitary sewer main extension agreement with appropriate bonding and deposit is required prior to moving forward with construction. This agreement will be provided from the District's Attorney. Public right-of-way or a 25' easement (20' exclusive) with drive -able surface will be required to be dedicated to the District prior to construction. The owner/developer is responsible for providing a vesting deed and title insurance commitment for the easement prior to coordination with the District's Attorney. All costs associated with extensions are the responsibility of the owner/developer. Sanitary Sewer Extension Design The owner/developer will need to provide documentation for the District Consulting engineer to provide sanitary sewer extension design. The design documentation/exhibits need to include existing and proposed grades, existing and proposed utilities, sanitary and storm inverts, existing and proposed structures, and survey to include utility locates meeting C.R.S. Title 9 "Enforce Requirements 811 Locate Underground Facilities'. Survey information must also include depths of all upstream and downstream inverts of sanitary and/or storm manholes and inlets. Survey must be provided, signed, and stamped by a Professional Land Surveyor. Utility locates must meet quality level "B" and be potholed at utility crossings for a quality level "A" locate and is to be signed/stamped by a Professional Engineer in the State of Colorado. Costs All costs involved are to be deposited in advance—engineering, reviews, design, legal, construction, observation and inspections — are the responsibility of the Owner/Developer at the then current rate fee structure. Please be aware of the following: 1. Deposit moneys must be available prior to reviews and further coordination. 2. Extension agreement with required title, bonding, etc. 3. Application for tap fees and development fees can only be made upon completion of conditional acceptance of the mainline extension per extension agreement. 4. All fees connection fees are due prior to connection. A water provider verification for water meter sizing for all units/buildings will be required prior to a tap application completion. Full addresses of each sanitary service are also required. A tap application is available from the District and must be submitted to the District for review. No tap fees will be accepted until conditional approval is received for the mainline extension including such items as: mainline air testing, as -constructed drawings (certified survey), acceptable Page 213 Clear Creek Valley Water and Sanitation District -4990 Parfet Street, Wheat Ridge, CO) October 10, 2020 geotechnical testing, acceptable tracer wire testing, and final televising of the mainline(s). If credits for SFRE's are being requested for existing units(s)/buildings, the Developer must provide existing addresses, meter size, and if applicable, abandon the sanitary tap at the mainline (District observation and fee is required) prior to final new connection acceptance. A minimum 72 -hour notice prior to construction is required following District receipt of all fees. These fee amounts can be paid directly to the District Office prior to connection, payable to Clear Creek Valley Water and Sanitation District, which also collects Metro Wastewater's "connection fees'. Any questions regarding this document, please contact us at (303) 431-6100. Sincerely, Bill Willis, PE Cc: Mike Nelson —Clear Creek Valley Water and Sanitation District Page 313 Glove, Andrew From: Steven Parker astevenparker@arvadafreconn Sent: Monday April 13, 202010 09 AM Ta: Corcoran, PIN Cc: Hoffmelner, Kyle Su bjavF RE'. Axis 70 Wen DevelopmentWheatRidge This email came from outside the HR Green organization. Plow opening attachments Aly, The hydrant locations shown do provide the required 600' dlctanceto all portions Nth, Scherier ofthe structure. So you re lme with what is being proposed Also, for development reviews, all of my reviews will be don,throured the city of Wheat Ritlge development review process. AFP) will not require separate submittals until we reach the holding onstmction plan review phase Nth, protect. But within the development review phase, please include a turning dialysis othe irds our Tower 56 specifications that can befoond at htto:/Avww.arvadarue.com/codes and amp idrinuts/elctione Plan revew.lon. Let me know if you have any other questions. S!¢Mn Parker EEO Fire Marshal Meda Fire Pretectan Bidding MEL N11wn Way nwade. CO 80065 363,40306]] www.arvail nacom From: Cormran,Aly <acorcoran@brgreen.com, Sent: Thursday, April 9, 2020 6:26 PM To: Steven Parker <s even.parker@arvadatre.com, Cc: Hoffn irteq Kyle<khoffmeister@brgreen.com, Subject: Axis Jo West Development Wheat Ridge [FROM EXTERNAL SENDER] Hi Steven As we discussed I've atachad an exhibit showing the hydrant coverage ton the new of ustrial builtling we are developing In Wheat Ritlge. We have confirmed that the bdid ing will have ESFR sprinklers, so our di9anCc will Increase to 600 One question I didn't ask is whether you require any additional submittal items, or if that coordination will be taken care of through the City. Feel free to give me a call if you would like to discuss further. Thank you, Aly Corcoran, EIT Staff Engineer HR Green® I Building Communities. Improving Lives. ® 5619 DTC Parkway Suite 1150 1 Greenwood Village, CO 80111 Main 720.602.4999 Direct 720.602.4943 1 Cell 913.624.4808 HRGreen® HRGREEN.COM The contents of this transmission and any attachments are confidential and intended for the use of the individual or entity to which it is addressed. If the reader of this message is not the intended recipient, you are hereby notified that any dissemination, distribution or copying of this communication is prohibited. ♦SII City Of �7�Iheatdge COMMUNITY DEVEIAPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 October 26, 2020 OFFICIAL ADDRESS NOTIFICATION NOTIFICATION is hereby given that the following address has been assigned to the property/properties as indicated below: NEW ADDRESS: 4990 Parfet Street CURRENT ADDRESS: Vacant Land • Tract/Key 16 & 17, Section 16, Parcel #s: 39-163-00-016 & 39-163-00-015 NOTES: This is acourtesv notification. AUTHORIZED BY: ✓� 7 & DATE: 10/26/20 1. Property Owner 2. Addressirmajeffco.us Jefferson County Assessor: Data Control, Lacey Baker, Jefferson County Elections: Holly Roth; Jeffco IT Services (Mapping): Steve Mitchel 3. Jeffco Public Schools, ATTN: Communication Services, 1829 Denver West Dr., Bldg. 27, Golden, CO 80401 4. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 5. Emailtoarlene.a.vickrey(abusps.Qov; marianaazasz(abusps.Qov; carnnenaaaarez(Ciusps.poy; theresa.a.kraft&I sps.eov, Jennifer.m.sanchez&uspssov 6. Xcel Energy, jacob.yan.Iaere&2jcelenerPy.co 7. Century Link, Aaron.KellerpCenturvlink.com 8. Comcast, scott moore&cable.comcmt.com 9. Valley Water District: v.waterdist ardie&comcastmet 10. Clear Creek Valley Sanitation District: nelsonmsewerpgrnaiLcom 11. Fire Dept: steven.parkerparvadafire.com 12. Wheat Ridge Planning Division 13. Wheat Ridge Building Division 14. GIS Specialist 15. Log File NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY: www.d.wheat idge.co.ns Site Vic"n"tv Mao �R\OGE RD 13, Y on �' SAI a 50TH AVE t 7500 West 29th Avenue The City of Wheat RidQe, Colorado 80215 Wheat FAX 303/235-2857 November 2, 1999 Dennis Polk Holley, Albertson & Polk 1667 Cole Blvd. Suite 100 - Building 19 Golden, CO 80401 Dear Dennis: This letter is in regard to your temporary use permit application for property located at 4900 Pazfet: This case is scheduled for public hearing in front of the Boazd of Adjustment on December 12, 1999. There are several items of concern regazding the submitted site plan which need to be addressed: 1. Please indicate what type of fencing is being proposed. 2. Please indicate what type of lighting is being proposed. Please indicate minimum aisle widths and stalls sizes. 3. Please indicate what type of interim landscaping is being proposed along the perimeters of the property.. 4. What type of surfacing is being proposed? Parking on the existing turf is unacceptable. 5. Approval letters from the ditch companies will be required with any of their concerns regazding the potential use of the southem portion as a test track. Please provide this information for our review at your eazliest convenience. 6. A drainage report and erosion control plan will be required before any site work is initiated on the property. There are other items of concern which you need to be aware of if the temporary use permit application is approved: 1. The existing buildings on the property cannot be used commercially in any way until a permanent site plan is approved by Planning Commission and City Council through a public hearing process. 2. No access will be allowed to either the frontage road or Oak Street. 3. No improvements will be allowed in the area which falls within the W. 50'h Avenue aligxunent. It is unclear at the time oFthis writing whether Staff will be supporting this request. Part of the trouble is past performance by the applicant/owner as well as political pressure from the City's elected officials. We have had a similar experience with another land owner which has never been resolved to StafPs and the City's satisfaction. I will need the new information no later than December 2, 1999 and letters from the ditch companies as soon as possible. If these deadlines cannot be met, the case will be continued. If Les Metzger is still the owner of record, a specific power of attomey will be required to represent him at the public hearing. If you have any questions, do not hesitate to contact me at 303-235-2848. Sincerely, Meredith Reckert, AICP Senior Planner cc: TUP-99-05 Alan White Darin Morgan Greg Knudson