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HomeMy WebLinkAbout7340 W. 44th AvenueFrom: no-reolv(alci.wheatridae.m. us To: CommDev Perm is Subject: Online Form Submittal: Water Heater Replacement Permit Application Date: Thursday, November 11, 202111:54:46 AM Water Heater Replacement Permit Application This application is exclusively for RESIDENTIAL REPLACEMENT WATER HEATERS - LIKE FOR LIKE ONLY. YOU MUST ATTACH A VALID CREDIT CARD AUTHORIZATION FORM IN ORDER FOR THE PERMIT TO BE PROCESSED. Your Permit will be emailed to the email address provided below once it is processed. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. Is this application for a Yes replacement water heater like for like? PROPERTY INFORMATION Property Address 7340 W 44th Ave #304 Wheat Ridge, CO 80033 Property Owner Name Town Center North Apartments Property Owner Phone 720-420-1564 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email Address (Leave blank if not known) Attach City of Wheat Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" candy@broomhallbrothers.com CONTRACTOR INFORMATION Contractor Business Broomhall Brothers Name Contractor's License 20647 Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contractor Phone Number (enter WITH dashes, eg 303-123- 4567) Contractor Email Address Retype Contractor Email Address DESCRIPTION OF WORK Number of gallons Is the water heater GAS or ELECTRIC? If GAS, enter # of BTUs. If electric, enter n/a Where is the water heater located (for example, basement, crawlspace, etc)? 08191PA151aY1n candy@broomhallbrothers.com candy@broomhallbrothers.com 50 Gas 60,000 unit water heater closet Project Value (contract 3465 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 candy Atwell Permit Email not displaying correctly? View it in your browser. lrerracon March 15, 2011 BC Builders 7108 South Alton Way Building E, Unit 1 Englewood, Colorado 80111 ZMMMEW�� RE: Construction Materials Testing and Inspections Wheat Ridge Town Center North 44th Ave & Wadsworth Blvd Permit No. 2014-0149 Wheat Ridge, Colorado Terracon Project No. 25141822 rracon Consult n Dan E. Redman Project Manager Terracon Consutart s, 3nc, 10625 W. i-70 Frontage Rd N, Ste 3 Wheat Ridge, Colorado 80033 P [303] 423-3300 F 1303] 423-3353 wwwJerracon,corn ANCHOR ENGINEERING, INC. So wwwall Ch Oren g Com March 21, 2016 Kephart Architects ATTN: Ryan Taylor 2555 Walnut Street Denver, CO 80205 Re: 'Wheat Ridge Town Center North Wheat Ridge, CO Structural Conformance Mr. Taylor, Per our contract, our office has provided construction Phase consulting services on the above -referenced project. These services included review of structural component shop drawings, construction material testing reports, and special inspection reports. Terracon Consultants, Inc. provided construction material testing and special inspection services on the project, Representatives of our office also performed structural observations of the post -tensioned concrete 'foundations and framing periodically during the course of the project to verify that the construction was in general conformance with the structural contract documents. Based on our review of the above -referenced documentation, and conditions observed during our structural observations, it is our opinion that the construction is in general conformance with the structural contract documents and the design intent reflected therein. Should questions arise, or if further information is required, please contact our office Sincerely, Anchor Engineering, Inc. Rodney W. Hanchert, RE, S.E. Senior Project Manager 0 2535 17" STREET, DENVER, CO 80211 *4 303-783-4797 01 303-830-9133 FAX 40 Z� Assembly Serial #: 4140412 t 16 10:15:16 AM Tester Certification #: 06-00615 it Assembly Water Supplier. Service Location: lir •l�i ENTER Meter facility Address: a Zip: City: WHEAT RIDGEContact Person* BIG, BILLST.CO` Phone: CIw 356-5272 Co i62 Primary Contact t Type' 14 RP 0 Lqh*A Outlet k+lDomestick"f �Containment w HorizontalSize: 2 Date Installed: 0 Fire 0 Containment Isolation t &fidy Glycol Isolation 0 Vertical Down. 0 Previous Assembly 0 Irrigation Recycled Feeds To: PSI: a.. s.. Re -Test r Differenti r' Buffer w, a r z Co DFS Certification # w w + : R. Contacted :.....: Turn Off Dato/Time- Turn On Dat „ # W •i" ;x Serial , iion Date: +: Isolation ator Testing Compa ,; " Phone: FOR OFFICE UNt vyiq L.1t. of COMMUNITY Df-"Vtt,(:)iP*,mEN-r plawp&mite ." :; e Building & Inspectfon Seivices Division 7500 W. 29" Ave., Wheat midge, CO 80033 Office: 303-235-2855 * pax: 303-237-89 Pl*n Review Fee. 17 Inspection Line: 303-234-5933 Building er it Application Meiling dross: (if different than property address Address: r At) i Iz ArOhIt gtr r E -mal . w Sub Contractors: Electrical: Plumbing: W.R. city License #t+ Mechanical: W.R. city License # W.R. city License # Other city Licensed Suer: City License # Other City Licensed Sub: City License # Complete all i format on oto B-OTH skies of this forma Gash Btu's. iF+{L ---------- squares P t,V (Contract t7t#tCc3i Vii r the t of 11 rn t ri is r1 tabor included !ii the ittt it do U i+il 1 +Cil C I CJS i lit T " +p lil�it I# a TA [PND XGREEMEandNTviolate it � praaposed b this pe it ap(tlice ordinances, rule' or ation accurst that � mat urentents owns and allegations made are I hereby certify that the seibaek d compliance all conditions printer on this application and that I ume full responsibility ib lat I am for e legal owner` reulaticsns of the pity of Wheat nide or covenants, easements ar restrictions of record; li tion; accurate; that 1 have read and agree to abide y der y permit issued based on this app with app e to Performthe describedwork and am also authorized y the legal owner of any la ble pity of Wheat Ride odes d ordinances for work or have been authorised by the legal ctvvner of the p entity included on this application to list that entity on this application. OWNER) (CONTRACTOR) aCat?N 0r^ (AUTHORIZED REPRESENTATIVE) of ( CIRCLE ' 0XV: ( .4 ) I DANE: I- iMol c \=r }iii, �'��,tih�lt��j�ltij ,., M 11111, ii 'ri` fit► : 4Frisco, CO 4 III! X t t. 7340 W `4 Wheat • 4 g" CO 80031 DATE OF REVIEW January i i i December REVIEW Adam 4.. #. Colorado Code Consultin+ 478-6778 tx Schindler Elevator GENERAL CONTRACTOR: BC Builders LLC ARCHITECT: Kephart Architects I =I- - L7 7Z, M Ri TA 0 OMMMM 32 ft. 115/8 in. Total Rise Four Landings Four Front Openings Notice to comply with the requirements contained within them. This review is not a building permit. The local jurisdiction is responsible for issuing the appropriate permits based on this review, The approval of plans and specifications does not permit the violation of any section of any federal, state or local regulations, All comments in this report are, based on the information. provided on the drawings and supporting documentation provided for review. Colorado Code Consulting, LLC does not accept any responsibility for any condition that was not known at the time of this report. We reserve the right to amend this report if additional information is received. This report does not purport to review, interpret, apply, or certify compliance with the accessibility requirements set forth within the Americans with Disabilities Act (ADA). The application, interpretation and enforcement of the ADA are vested with the Federal Department of Justice. Applicants are encouraged to seek professional review to ensure compliance with the ADA. M for compliance with the applicable section. The drawings have also been marked with the same designation in the area in question. B = Building Code, M = Mechanical Code, P =Plumbing Code, E = Electrical Code, EL = Elevator Comments EL- I Materials in their end use configuration (plastic laminate and associated adhesives) shall conform to the following requirements, based upon ASTM 84: (a) flame spread rating of 0 to 75 (b) smoke development of 0 to 450. ASME A 17.12013 - 2.14.2. 1.1 B-1 Sheet 2 of 8. Provide ABC type Fire Extinguisher in close proximity to and accessible from Machine Space (4th Landing). ASME A] 7.12013 — 8A 1.6.5 P-1 Sheet 2 of 8. For elevators provided with Firefighters' Emergency Operation, a drain or sump pump shall be provided. The sump pump/drain shall have the capacity to remove a minimum of 11 .4 m3/h (3,000 gal/h) per elevator -Provide "Oil Minder" type Sump Pump. ASME A 17.12013 - 2.2.2.5 E-1 Sheet 2 of 8. Provide GFCI duplex receptacle in the Elevator Control Space. NEC 620- 85. E-2 Illumination Requirements: Pit lighting to be minimum 10 FC at Pit floor. A17.1 2013 - 2.7.9.1 Elevator Control Space (4h Landing) to be minimum 19 FC at floor. A17.1 2013 - 2.2.5.1 Please note that the elevator(s) must be registered with the State of Colorado and Conveyance Identification Number (CP 15- ) provided prigr to calling for the Final Acceptance Inspection. Please contact us with any questions that you may have regarding the registration process. In RRC -F-5 15/16' V-6 5/16° E4563 14663 .,, CAR 01 RUI rPrRYMRRRIR�RR . eye R .. . MIN .: 12 '%sr,�rrr.�.r,�..rrr..,�.r,�.rrsr�r.��.r � err..,Pyr,I��.+��rr,�.r.�.+.r.�.✓✓.r,� VEM IM #iivEiTll Cor 02 Accommod4tos * convenlorwip stretcher, size of 64' x 241 recept*de ne*r 12134 x 6103 ught SwRth in V-1 9/16' CAR 02 L6503 MOW M. CAR Cf�--- DCL -V-3 3f4 C1.CVR.3 3/16 MIN E4003 [gly Hanover, PA 17331 USA iiit673 c� °� rtu rti 12793 CRCL�3`-11 if16'� 4`-4 15/16" [11953 to e w. � ua 017463 RD -5'-O 1f4` 3"-3 3f4' *! 115313 E10093 CAR Cf�--- DCL -V-3 3f4 C1.CVR.3 3/16 MIN E4003 [gly Hanover, PA 17331 USA iiit673 °� _ 5 ifa' VKS=6`-II�15/16' 01303 021323 12793 CRCL�3`-11 if16'� 4`-4 15/16" [11953 013453 e DRM=5'-S 3f4' MiIGENERAL CONTRACTOR -BC BUILDERS LLC 017463 RD -5'-O 1f4` 3"-3 3f4' *! 115313 E10093 uGht #Aa by m Locate an r roar" or on rear e*tti no teas 10 Corp,Schindler Elevator 14 Barnhart Drive Hanover, PA 17331 USA ■ «NOW 14=11w. It MlARCHITECT, KEPHARTARCHITECTS e MiIGENERAL CONTRACTOR -BC BUILDERS LLC *! R,. R - R1. * . ,... «. ... --ACRONYM DEFINITION CLM CWT RAIL TO C/L OF MACHINE --EWBH CWT BUFFER HEIGHT HE FLOOR TO FLOOR DISTANCE liK CAD HOT TO UNDERSIDE CiF CANOPY r=tkeotss HPE CAR BUFFER HEIGHT by others VFD Drive 00 VW x Ze 5n6' 1257x567) by SEC HSG PIT DEPTH TSU Power &,*ytt Akry " by SEC pD1power wst'� a.. Sbw by DwCarowt owl-fuseco HSK OVERD HEIGHT PDO XFMR - Um when 4PpUC*b(e by sEG HT ENTRANCE OPENING HEIGHT XFMR tu 0 TSU /L SRACKLT CKY AT Pp PIT RD _PLATE j lei ROUGH OPENING THE TtF FLM SKO TOP RUNDY VFD iu SKU BOTTOM RUNBY t TCC TOP OF CAR CLEARANCE TORR TOP OF CAR RAIL TCWR TOP OF CWT RAIL TLM TOP LANDING TO C/L OF MACHINE fi R i& VA s.., ... Cwt Car Bracket Bracket .......... ...... Bracket Mounting buffer Brkt Mount L-Brkt Mount pitl Concrete Anchors Concrete Anchors Typicati Concrete Anchors Steel (bolted or, wetcled) Maximum allowable bracket span, 143.31 E36403 Car Side, 129,9' [3 003 Cwt Side, 143Z 036403 Cwt side w/ Intermediate tie brkt T 4- $1 SPACE e4l la V Schindler Elevator Corp, 14 Barnhart Drive SECTION A—A Hanover, PA 17331 CK- ELEVATION PIT & OVERHEAD USA > BUILDIWs TOWN CENTER N13RTH APARTMENTS 89w LJ ENTRANCES MANUFACTURED BY SEC 94 LOCO 33CATIIN 7300 V 44TH AVE WHEAT RIDGE, 02 R&R, FINALS 04-Dec-2015 ACF GWWRt WAZEE PARTNERS LLC . . ... .. .. ....... ----1 - - LE, _.�j R&R, HW FrFAT -11--Mar-2015 ACF ARCHITECT� KEPHART ARCHITECTS r- ENTRANCE FINISH SCHEDU L) SUB REVISIBN DATE APPL ENGINEER, Anthony Frost UJ wtj _.Landinq_ Finish APPROVED FOR CONSTRUCTIONt GENERAL CONTRACT BC BUILDERS LLC-- 1 BE - E039 APPROVED FCR MANUFACTUREt DRAWN BY, DATE, 12/4/2015 C> Car 01 02 SECTION A—A MAIN EGRESS AT 1 2 BE - E039 LAYOUT APPROVED BYt DAf-Et CONTRACT CAR SUR SHEET 0- 4 BE - E039 J 3 BE - E039 ELEVATION — BRACKETS & RAILS FIRE RETURN FLOOR AT 1 13714VE9 2 30F8 GR5 WE INVITE YOU TO VISIT EM WED SITE, http//www.uzschkxger.com ESM -------------- 4 W ra0Q wstuds,Y Spacing • not to exceed M» r-4' Vim' (7623 17627 "-11 1"6' • L` -i1 M/16= E%41 09141 Cut Out Door 7'-B# 123371 j LOAD TABLES - CAR 01 ew.f t* CVT -RAIL LGABS.a f E A F Q) 1 wstuds,Y Spacing • not to exceed M» r-4' Vim' (7623 17627 "-11 1"6' • L` -i1 M/16= E%41 09141 Cut Out Door 7'-B# 123371 j LOAD TABLES - CAR 01 s rt 4 3/8' to 5 7/8" � 1to 4] 3'--10 28/96' 3'_5 1/16' E1113 t0 12497 Matt , 111927 120431c, a 04 8x8 studs, as ^.. shown, Spacing � � 9iel�tkseara Entrance Jam e"tait not to exceed c GO Doo Sift Retail no tzar at < Min. Car, /L (Side Openin > (Side Opening) an time i Load 75011#E3336 KNID Note to GD Work PtatForm Provided by Others Douglas Plywood2, Platform to be covered by 751 1191 plywood 31 decking to be 751 [193 thick CDX grade, tontf,1011'r and groove 4, Pt, m mounting to «d load of 1500# E6803 with front of platform sitting on top floor k ♦. y i - 111 lf mmended M' M M + M•In platform5, Recommend ,ot'top landing not be installed until this BS 7 4' E22353 Front ..K"UMP Hanover,14 Bamhart Drive USA INVITE Y13U MIT 3. , CVT -RAIL LGABS.a f E A s rt 4 3/8' to 5 7/8" � 1to 4] 3'--10 28/96' 3'_5 1/16' E1113 t0 12497 Matt , 111927 120431c, a 04 8x8 studs, as ^.. shown, Spacing � � 9iel�tkseara Entrance Jam e"tait not to exceed c GO Doo Sift Retail no tzar at < Min. Car, /L (Side Openin > (Side Opening) an time i Load 75011#E3336 KNID Note to GD Work PtatForm Provided by Others Douglas Plywood2, Platform to be covered by 751 1191 plywood 31 decking to be 751 [193 thick CDX grade, tontf,1011'r and groove 4, Pt, m mounting to «d load of 1500# E6803 with front of platform sitting on top floor k ♦. y i - 111 lf mmended M' M M + M•In platform5, Recommend ,ot'top landing not be installed until this BS 7 4' E22353 Front ..K"UMP Hanover,14 Bamhart Drive USA INVITE Y13U MIT 3. , ON ----T- 42' [10661 21' 15331 LUMBER 2) ONE PART TO BE REMOVABLE FOR ACCESS Door Opening Barriers 24' (By GC) [6091 I -MjW�-,1►#7UM GROMMETS AT THE TOP OF THE PANEL FLUORESCENT SAFETY NETTING (3/16- MESH SIZE) CLAMP CONDUIT TO 2 X 4 Door Opening Barriers (By GC) um ACRONYM DEFINITION CLM CWT RAIL TO C/L OF MACHINE EWBH CWT BUFFER HEIGHT HE FLOOR DISTANCE HK CAB HGT TO UNDERSIDE OF CANOPY rrzS HPwts E CAR BUFFER HEIGHT by others . .......... ... VFD Drive CO I/Ir x eZ 5/161 EMU3673 by SEC KSG" PIT DEPTH TW nPo="r ST y lack& by SEC ww*t r u"box> by JM H OVERHEAD HEIGHT PDR Power D[strVarft PUB XFMR wtwn 4ppft4Mv by SEC HT ENTRANCE OPENING HEIGHT aj V TSU L BRACKET M&Y AT PP PIT PLATE THE TOP FTC R RD ROUGH OPENING zi X VFD TOP RUNBY CU r, SKU BOTTOM RUNSY VM TCC TOP OF CAR CLEARANCE TCRR TOP OF CAR RAIL ---- - --- ---- -- ----- TCWR TOP OF CWT RAIL R f"V 7 fo i S PAI-1 .. ...... . . ... Cw Car Bracket Bracket V_" eWVA AUTURN4FOR0" BY SEC We x 17d x Mh t4W* x Md x 594h) 61 RA Ctr, P4 UXATMR OUTSIDE OF ELEVATOR HOUTWAY NY 6C (PREFERRED AT TOP LANDING ADJACENT TO MSTWAY) L Bracket Mounting (car buffer Z-Brkt Mount L-Brkt Mount xho*n> Pit, Concrete Anchors Concrete Anchors Typical, Concrete Anchors Steel (batted or welded) KTL" AREA Maximum allowable bracket spatv 1413' E36403 Car Side, e4lx4W (MM (61042M J 129.9' E33003 Cwt Side, 143.3' 036403 Cwt side w/ intermediate tie brkt 41VERTMAL FWFUM INN I.- SPACE 9!41 OW C610I J Schindler Elevator Corp, SECTION A-A 14 Barnhart Drive Hanover, PA 17331 ELEVATION PIT & OVERHEAD USA C3 > BUILDINGS TOWN CENTER NORTH WARTMENTS _j LOCATMM 7300 V 44TH AVE WHEAT RM, M 6FQ3 ENTRANCES MANUFACTURED BY SEC 02 FINALS 104-Dec-2015 ACF DWNER, WAZEE PARTNERS LLC R&Rw -1 11-Mar-20151 ACF ARCHITECT, KEPHART ARCHITECTS ENTRANCE FINISH SCHEDULE� 01 R&Ri HV CONST Ce C.) REVISION DATE & ' APPL ENGINEER, Anthony Frost Cwt Landing_ Finish W APPROVED FOR CONSTRUCTION, GENERAL CaNTRACTORsBC BUILDERS LLC U'J I BE - E039 APPROVED FOR MANUFACTURE, DRAWN BY, DATE' 12/4/2015 C=> a. 2 BE - E039 LAYOUT APPROVED BY, C> Car 01 02 SECTION A-A MAIN EGRESS AT 1 3 BE - E039 DATEt CONTRACT CAR sut SHEET ELEVATION - BRACKETS & RAILS FIRE RETURN FLOOR AT 1 4 BE - E039 L""rRJ3_.'7.1.4 P I—OV02 16 OF 8 eo WE INVITE Y13U TO VISIT OUR WED SITE, http1//wwwu%J;chh*erJ:om E� §�A M MI-211K."ll 6 I M 24' 16103 at any time Note to GD, - Work Ptatf orm Provided by Others Note� 1, ALI 2x8s to be gracle 2 Dougtas Fir 2. Platform to be covered �'y .751 C191 pt wood 1 Plywood decking to be �75 C193 thick ClIX grade, toand groove 4Pt,7?rlllerm mounting to hotd toad of as E6803 with front of platform sitting on top floor lan,An Use of shetf angte bracket recommended for �gjstway mountin'? point, 51 Recommend front wal. at top Landing not be Insta(led untK this platform Is removed. cut 7 Out -1 Door T-8* 123371 CAR RAIL LUABS NON-SEISWC SEISWC F P--- - -- - F I P 3111 LBF 1611 LBF 3111 LBF 71-4-06N) --<-747N> 71-40-6 CWT -RAIL LGABS 04 -SEISMIC SEISKC P F P 66 LBF 7 LBF 80 LBF 1 7 LBF -SrAnC M& U1W naW EROWNT AffMTM F8 F16 F17 FI8 LOAD TABLES — CAR 02 F9 & FIO do not occurr slmultQneousty with FS & F16 RS -8'-4' [25403 • 4 3/81 to 5 7/8, E1113 to 01493 4 MEW109011=0 Entrance Jamb lietalt (Side Opening) --MT- 14 Barnhart Drive Hanover, PA 17331 USA wMarimoll - ----------------- . .. ... ... WE INVITE YOU TD VISIT OLR WED SIM http�//wwwms.schkufterl,com 3 5/16' l'-3 3/16' E$41 E39M FS F9 F;� 7-6 3/4' F16 3 MW if 0871 RO-5-0 1/4' Entrance Jamb lietalt (Side Opening) --MT- 14 Barnhart Drive Hanover, PA 17331 USA wMarimoll - ----------------- . .. ... ... WE INVITE YOU TD VISIT OLR WED SIM http�//wwwms.schkufterl,com x 42' [10 63 1' 15333 LUMBER 2) ONE PART TO BE REMOVABLE FOR ACCESS Door Opening Barriers 24' GC) 16091 FLUORESCENT SAFETY NETTING (3/16" MESH SIZQ Door Opening Barriers (By GG) 14 Barnhart } verDnve Han, PA 17331USA m 1 uffam ".4 i i to �s, a. E -, m k 0 Cr4 i �Cx,o i 4+.xP � a i C14 m LU 00 4 Cita I � �s, a. E -, m • um I il m w WHEAT RIDGE TOWN CENTER NORTH APARTMENTS SITE PLAN AMENDMENT NO. I LOT I OF TOMV CENTER NORTH SUBDIVISION, FILING NO, 21 LOCATED IN THE THE NORTHWEST QUARTER OF CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO ..... . .... ......... 44TH AVENUE V2.00, VAfflEM -X Ix R g e'WAtK WALL (TYPI s"GM-11111 t7yp,� MODULARBLOCK-\ TMANGLE MAX, REIGHT4' 0 0 -K, STMRSWI HANDRAILINGS , N LOT I acycLe RACK rA TOWN CENTER 6 SPACES,,\\ NORTH SUBDIVISION COOT RAMP TYPE 3A iL WALL L*HT MP)-" nrry HC VAN IVDRANAC4CDOT RAMP_ ACCESSMU I 'YFE,2A PARKING _FWALK u r` ja'YPj 4- 1 Effi DOENT T Pth1AP", y r c J f s*N r(PE 3A t-- 7 17 MAWAGE low- -j . ..... EASEMENT - —7, a earmw 411 511' fi EASEMENT.... ....... .. C00I LOT 2 RAMP TYK 2A TOWN CENTER 51w"- X NORTH SUBDIVISION allnEffm KE-PHARI 25551NALNUI $TREET DENVER. C-0 802%, �X3:i E32-4474 KEPHART CONTACT. CRR. DOUGVANLERSERGHE ME ENGINEER WE -A — ----- 6000 SCOT H UNCOLN STREET SUITE S4$ TcCrah Co eolzz J20a263,6783 CONRA""I MR FiREDTAPOYA m APPROVED, D All f: all COMMENTS' EXISTING LEGEND i,lE=T 44, EXSY tNr, R 0W GARA.IE (Tl,) FAtSliNC EASEMENT J SECTIONwX vumlly& ROAD CENTERUNE DRAW -AGE ECK' 3F OF PAVE, MEET 9 CORS MD GUTTER CONCRErl, w FELCE a. a. L l ---';ENCE (Typ.) V H*H ALUW Col. RUN KE-PHARI 25551NALNUI $TREET DENVER. C-0 802%, �X3:i E32-4474 KEPHART CONTACT. CRR. DOUGVANLERSERGHE ME ENGINEER WE -A — ----- 6000 SCOT H UNCOLN STREET SUITE S4$ TcCrah Co eolzz J20a263,6783 CONRA""I MR FiREDTAPOYA m APPROVED, D All f: all COMMENTS' EXISTING LEGEND EMSRNG PROPERTY UNE EXSY tNr, R 0W FAtSliNC EASEMENT J SECTIONwX "t'll j d ROAD CENTERUNE ECK' 3F OF PAVE, MEET 9 CORS MD GUTTER CONCRErl, FELCE — RfTARANGWALL - - ------- EX.MTING WATEKLUNE EMSItNIGSIOPM SEMR EMST�NG ELECIR�C UNE Ex STNG GAS UNE .-EX* TiNGIELEPHONEUNE EX�OTDnFISFRUNE PROPOSED LEGEND PROPOSED PROPERIYUNf PROPOSED LOT UNE PROPOGEO BUZLD 70 AREA PROFIGSED EASEMENT PROPOSED DDA ,NA, EEASEMENT PROP0SCDCUR8MNDP,LfnER PROPOSEC� SRL L CURB PROPOSED SR)EWA4,K PR, -"5F0 STORM SEbW�R PROPOSED SANITARY SEWER IN PROPOSED WATER U NE PROPOSED IRANHIXE PWAIOSEDWLET g PROPOSED FLARED END SECIION w PROPOSEONREHYDRANT PROPO$EG PALL PROPOSED H,sNDRML PRORDSEOFENCE PROPOSED CONCRETE z LU F"RopolEOPNVERS ROPOEEDCONCRETE < LU CL 0 3: 0 FIDIE VOUNIED 00HT STRuCTURE MOUNTED UGHT 0 N z w w z LU + W G 0 SCALE: I` - 20' LANDSCAPE ARCHITECT I 7600GR"4VV'EOiAVfNUr,ASVJ ARVADA CO iX4102 (303) 4!&-,M, P 20F5 CONTACT MR 606 COUR SRITINA THE OPTIMIZED SOLUTION Sofer Solar r ekleve�l disconnect to r mot ly deactivate modules Arc, fire and safety hazard mitigation More Efficient * Parser€ -level monitodng to inpointmale ms Detailed real-time alerts and analytics Highest Power Density Irisi n more modules ors any roof Uneven string 8engttss enables d sign flexibility Maximized Energy Harvest Irpada ce? matching technology el n-iinot s mismatch loses - More power from each module bin --- products, we be. isow crole Noczp raft ra with our par'tner's Lower BOS Costs from Smart Curve Technology h c3rific l to success, With issrucai - 0% lower max open circuit voltage, 30% longer strings presence or esn d the giobe, Trina is o Fewer combiners, finers, fus s and copper firing required sUe to provi'd'e +max a;;pfionoi service to each cost rn r in eoc h market W_M_------ -_ and supplement our brtnovatwex, reiiabie products backing fully Integrated ratTt�rara a; a strong. bonkrsUe � Compatible with any inverter partner, We are ornrn rlr�r,t Iss astrategic, � �� additional boxes lei rY C7 r}t }r iw{ lr.fing strr rtegic , rrr tcta Ry F Vule ben ft.. id collaboration with ----- -- snstders, dews� opers, distributors and other partners os the Highly reliable due to stringent quality control backbone of our bored success ss in P0 resistant rrrrart Solar Urnit c# ._.,r,..LINEAR PERFORMANCE WARRANTY vvwvv tr nosolor co ------ — 10 Yeor Product Warranty - 2S Year Linear Power Warrorty 100 ILI ttaSaratr ver TOinasola �s �� tarns rrtr }� 7 „w?'"`:"'atuSa��.u�k.,ova:iks;�:.haw.tl.�t�.ilW4urYv,,.w'lbw'aa,�`,wwaraa��,mw�l.%wwdv.,:;cew`,wuwa,.av�duwS�,�:a;t� TrInasmart DC Trincismart modules incorporate innovative power electronics from Tigo Energy to achieve module -level diagnostics, maximur-r) energy harvest through module level DC power optimization, and redu:ti on of arc, fire and safefy hazards. Infegration of the module optimizer into the junction -box enables patented Smart Curve technology, which allows up to 30% longer strings and significant balance-of-systern (BOS) savings, Trinasmart system components work together with any inverter to maximize energy harvest. Trinasmart real time. IN M RIOMM49 M M91 AIM ANQ 6 r Noy of W Applications M 0 mss- Without Smost,-Curve THE OPTIMIZED SOLUTION MAXIMIZER MANAGEMENT UNIT (MMU) The management unit controls processes in real time and sends data to a remote server for monitoring, Communication Data Backhaul Ethernet (Cloud Connect to Data Center) On -Screen Prompts Module (power, voltage, signal), internet Check, basic troubleshooting ow 0* %# 11111M I PV Sate Button deactivates the orroy (at the module level) 0 ��`,Nlll ---------- ---------- Accessories Pull data from Most Meters that speak Modbos (Ee- AC Meters) In ve r ter Dot a Cart I - pull d a I to - fro I m 11 me 11 s I . i 11 n I v I e 11 r I I - e - t I s 00ua Connect (SMA, Power One, Fronlus, Kocot An Internet connection Is required for full Power Compatibility Ili) / 230V compatible converter monitoring functionality. (comes with international plugs) .... . ....... Mechanical Dimensions (L x W x H) 159.5 x 90, x 2 57.5 arm Specifications I- W I eight I - leg . .... ... ...... ...... . ... ---------- - Endronmentat Rating NEMA 3R Operating Temperature 0' to +7t3° C ............ GATEWAY The Gateway provides wireless communication with up to 120 Trinosmart modules and the MMU. Up to seven Gateways can be connected to a single MMU. MMU Communications Wireless (802,151 RS -485 cable connection; in series with other Gateways Mounting Location Cenieroforroy ........... . ............ ..... ... ........ Mounting Method Mounted to module frome or rack Clips Included for frome mounting Wireless Range 15m, fine-cf-sight Maximum number of Trinasmart 120 modules per Gateway Mechanical Specifications Dimensions Ai .3 x 48.Sx ;3 .3m ....... .... .. .. Goleway Weight Cl 9kg The wireless communications system Is FCC Operating temperature range -30*C +70*C and CE Class 2 tertilled. Fixing hot* comes .. . ....... with a M3.5X6 SST pan hood screw. Enclosure envilonrylentor rating In 65 se performance of any system. Yoaoo u cn chose t D upgrade online once your system is installed. Explore the -nonito,ding portaat eww.trincismart. com TrInasmart DC THE OPTIMIZED SOLUTION * DIMENSIONS Of PV MODULE ELECTRICAL DATA (STC) ikaa 9aP(3 05 J Peak Power Watts-Psaax nets) 245 250 255 260 Power Output Tolerance-PMAr 1%) 0 _ � a Maximum Power voltoge-VoYs, (V) 29,9 303 30.5 30.6 ce°u r tvtaxlrtaum Power Currefit-Irt" JA; 8.20 8,27 x.37 x.50 fii 61ATr Smart Curve-V_ftmJt(Vp" 33.0 th'4TA(.ilr�3im ktJle Maximum Current IM(A(Y 4,50 � .*t 1 Module Efficiency n, � 15.0 15.3 15.6 rr 9 � 15.4 ffjl s 7 ? STC: Prrodi=CO ii)OOWtMY CONTernperaWift 25*C: Air„terss .NINA occwding to Fit 6004-3 Typimn erscioncy usdrrcf orr sof 4o%ot 200Wlfms according to EN 6004-1 Tr6^aa rmirf modules limit the open cRlcuit vrntsigo 1 ELECTRICAL DATA (NOCT) ! ! i Maximum Power PMAX (Wp) 182 186 140 143 Ma murn Power Volloge-V-+1F {V;( 27.6 2 0 283 28 Maximum Power Current-Imasr (A) 6,59 6.65 bald 6.84 A fc'a4 aUW'�s'EN17i:4ts Nr�i St P'{Srt tirY^�� b3iYt3$('T±1p 33.0 Maximum Current-IM(A) 9,50 114OCT. irradtanc:e or 800'W/mr, Arace nt Temperaature 2010, Wind Speed t rn9s,. Bock View MECHANICAL DATA #.. _ Solar cells Multicrystoiline 156 * 156 mm (6 inches( Colt odsinteafion 60 cetRis #6 ra 10( Module dimensions 1650 x 992 x 35 mrn (64.45 x 39,05 x 1,37 inches( j t d"' I Weight 34 k (41.416( Gloss 3,2 mm j0,13 inches(„High Transmission, AR Coated tempered Class „ Isocksheet White A A frame Silver Anodized Atuntintuart Alloy (PLi05.002(, Black (Pi005,082) iwox iP 65 rated Cables Photovoltaic Technology cable 4.0 m' (0.006 inches'), 1200 mm (47:25" Inches) I-V CURVES Of Py' MODULE (245W) Connector (1,44( Arrip erdU*MC4uponspecial request Fire Type Type 2 TEMPERATURE RATINGS MAXIMUM RATINGS 4.01.1000WIM Norntnoi Operating Ceti 44C (2 *C) r perationalTern nature 8. Temperature (NCJCT) *r 44 5f}pbvl g Maximum System 1000V DC(UQ . TOmplefra�te?r 4�oeiRctesat cat PmAx-O<4T%/1C Voltage 1000V DC(IEC) b. > bdSCrWIM, p 5 x t 1 Temperature Coefficient of Voc 0%/'C : Max Series fuse bating ISA ' 3.w at Temperature Coefficient of, hi. 0,06 J°t 2,1m 2Cttrvttrn' X11 „n 0.�°. ilio WARRANTY TY t 0.su ro"O 20:W 30,e 40.E j (v( 30"year wcrrkrrtanship warranty 25 year fine> rperformance vrarronty r P Memo offer to product warornty for creta tap Q 3 CERTIFICATIONb y p p app .ww.��y pyC p ;} ppA� qy PAC AGlN N,.kf Y°QNGUR iTION r Y ' Modules per box: 30 pleces u Modules per 40' container 840 pieces a:cata*rwur' PVCYCLE "" j CAi}TiC, he READ SAFETY AND 0 2015 Trona Sitar Limited AR flNSTALLAT*N WSTRUCTI ONS BEFORE USING THE PRODUCT. rights nsserved, 5pec&caf ons ni6uded in this dotod to # fef are subject change without nidice. _ TrInasmart DC THE OPTIMIZED SOLUTION WA' r Y: 1"WVULC UnWisern ELECTMCAL DATA (STC) 94)(37,05") Peak Power Wafts-PMAX (Wp) 295 300 305 310 0 Maximum Power vottage4mr-Y IV) 355.£3 36.2 36.6 Maximum Power Current-ImAp W $15 8.28 3..33 37.O 8,38 NAMEhATE 'a Smart Curve-Y_0mit(V)* 39A Maximurn Cursent-IM(A) 9150 Module Efficiency riga 1%) 1$.2 15.5 153 16d STC: 01011rrettns tc)OWW, CeiliTemperar.re 25°C, Ail toons AW.5 occowing to EN 60904-3 A ryrstcvst efAciency reduciton of 4.5% at 200 W/ml occording to EN 60904-i t6nos"'t mstdWas rant the open circuit voilatris 'At ELECTRICAL DATA (NOCT) MOAMUM Power- PMAX (Wig) 220 223 227 231 maximans Power Volloge-vate, TV) 33.2 316, 33,8 343 Maximum Power Current-im" (A) &61 6.66 6.72 617 Smart Curve -V_flM1fJV) 39A Maximum CurrentAM(A) 9,50 NOCT; rnadiance at 80OW/m� Ambient Temperofure 200C, Wind Speed m/s, MECHANICAL DATA Back View Solar coft Muiticrystalline 156 x 156 man (6 inches) Cell orientation 72 cells (6 x 12) 1, Module dimensions 1956 x 992 x 40 mm (77 x 39.06 x 1.57 Inches) Weight, 28 KO'W irlb) Glass 3.2 rmn (0,13" irsches),High Transmission, AR Coated Socksheet White Tempered Glass Frame Silver Anodized Ajurninium Ahoy 1 -Box IF, 65 toted Cables Photovoltaic Technology cable 4.O mrrh' (0,006 inchee), A -A 1200 mm, (47,25" Inches) Connector (44) Amino snol Fire Type Type 8 'Nice q— 1p-.6111, I-V CURVES OF Ise MODULE (295W) TEMPERATURE RATINGS MAXIMUM RATINGS Nominal Operating Cell 440C (±2-C) Operational Temperature -40-+$SIC 10 Temperature (NOCT) 9 Maximum System 1000s' DC(UL) 8Temperature Coefficient of FmAx -041trC Voltage 1000V DC(IFC) 7 Temperoture Coefficient of Vor, 0%/,C MoX Sedes Fuse Rating ISA 5 AA Temperature CoeflIclent of Ito 045%/"c k A 2 4 WARRANTY 0 t6 20 25 30 35 40 TO year workmanship warranty volhage(v) 26 year linear, performance warranty {Neose reef to product wanants, for draoiis} 'Y CERTIFICATION PACKAGING CONNGURATPON Modules per box: 26 pieces Z Modules per 40' container: 572 pieces COMPLrANT Trinasolar CAUTiOW READ SAFETY AND CrISTALLATION iNSTRUCDONS BEFORE US$NG THE PRODUCTL 0 2015 Trina War Limited. AH rights reserved, Specilicofions inciuded in ink daroareet are subject to change without notice, Tigo' POWERFUL COMMUNICATIONS & SAFETY PLATFORM The Trinaswitch Cloud Connect is the networking hub of the Smart Module Platform. It connects every smart module to the monitoring and management software and enables on-site and remote control and safety capabilities, 0 INTERNET CONNECTION Internet connection via Ethernet, WiR or optional cellular connectivity" Disconnect every module in the system, compliant with Rapid Shutdown requirements ALWAYS CONNECTED e'` l ti Cl rParty Devices 0 U USB Ethernet PV 2100 F777s, ,.; iil4 t:.itllSafety IWR lei ,.1:NEC 690,12 Rapid Shutdown compliant, Anten 1?,l supports safety button I mom 0 u� a i Power Singie Cloud Connect Supports up to 360 PV Modules (ire Case Of : 180 9ptlrni rs) Ethernet lnterfsc ; 10/1 0- ss T Wireless interface, -fit Cellular LTE Modem- For supported protocols and devices, sen: https:Hs pport,tigo r� r .com/hc/erg- sls ctions/20040 64 -Asories-3rd-P rt w- Option l addifions sold separately, U and L2d E' V ?AUP2t�VaG Production }lon N Meter TO CWW Conned G Equ t ground, Grounding EWrode Conductor, and ACVC grounding electrode system bonding conductor per 690.47 (C)(3), #8 Cu per NEC 2%166 (A) .INE DRAWING 340 W 4't Ave Wheat Ridge, CO 8003 N_; 1 CalculationsSee 6sizing. All conductors are copper unless othenvise noted, voltage per NEC 690,61 Service Panel rating of 200A o accomodate Nerconnecton of PV Systern to Servk.,e indicated by 162 x 25OW TSWPDO5.002 Vain = 3033V imp =8:27A Voc = 33.QV Isc = 93GA Service Paned NEMA3R 400A Maim Breaker rated 400A i on eiecftai W (A) W4'EW a #46 T** ,O,aa (a) , . V EMT OA #YO Tf#OVTHVM 3 #10 Q fWN fc) rra.. err 3 #i THHNfrHVM 1 0 Tt"A (o) a« Maxx b Tiihai 102 0 THHhVTlt1WN 614 10th Golden, • 80401 200 A 400 A +. Date: ri . Prepared • els (64) Panels C xrt k 66 i66W Tuts 15.5° (A) m S w6 mB String #5,6,7,8 (64) (A) , (Panels x69oev an 6o` Tilt. 18.5* Sting #9,10,11,12 . .. . • (}�X!g}y 4),�+.'M.fP+�an is ,wsnnt} t'n ott��... G MFme ak 8698PV Wpm 7F'Y l680mm Tilt: V lab 40.5 kW UtiInteract�v (4) Fronius Primo 12.51 Pi C NEMA4X M 208/240VA 1250OW ELRoduction Mehr Notes. Max DC input; 33A 1.The -contained metering will be in compliance Max AC output: 60, 1A with the April 30, 2013 revision of the Xcel energy Standard: specifically Section 4.13. Combiner and 2.The PV production meter will be required to have DC Disconnect ' the PV generation wird to the lime side terminals (top of meter ). .The meter socket for the PV production meter Located inside shall be marked with a stamped brass, aluminurn, electrical mom or stainless steel tag, indicating the address including the unit, typically "PV PROD" in accordance with the requirements for "Meter Identification" n in Section 4.14.4 of the Xcel Energy Standard. tcl 4ci tcIwg, s3' .. 4.The PV production meter shall be located within ten (10) feet of the existing utility meter. If there is any reason this cannot be accomplished, a site plan TO Ewrical s4 proposed equipment locations shag be submitted for review, The local meter shop must approve the site plan for application approval; site meetings can be arranged upon request est uc "200A Meter 2 30 e MW' r� n Acm%We,a ai Le. WW LabeWd 200A 24i 08VAcPV Prod (aI .... (i3) ..... .. (� •, boa tea'.: a0a-: U and L2d E' V ?AUP2t�VaG Production }lon N Meter TO CWW Conned G Equ t ground, Grounding EWrode Conductor, and ACVC grounding electrode system bonding conductor per 690.47 (C)(3), #8 Cu per NEC 2%166 (A) .INE DRAWING 340 W 4't Ave Wheat Ridge, CO 8003 N_; 1 CalculationsSee 6sizing. All conductors are copper unless othenvise noted, voltage per NEC 690,61 Service Panel rating of 200A o accomodate Nerconnecton of PV Systern to Servk.,e indicated by 162 x 25OW TSWPDO5.002 Vain = 3033V imp =8:27A Voc = 33.QV Isc = 93GA Service Paned NEMA3R 400A Maim Breaker rated 400A i on eiecftai W (A) W4'EW a #46 T** ,O,aa (a) , . V EMT OA #YO Tf#OVTHVM 3 #10 Q fWN fc) rra.. err 3 #i THHNfrHVM 1 0 Tt"A (o) a« Maxx b Tiihai 102 0 THHhVTlt1WN 614 10th Golden, • 80401 200 A 400 A +. Date: ri . Prepared • APPROVED A . v c t>o Fa l d Inspections Wheat Ridge Building Dept N, City of Whe at R c1ge- COMMUNji,y DE-VIA.01"MENT Address: Date.* P'8n1PwM't# I IN 00400WOWU~ , - pook- Electrical: WR. City License #rr Plumbing: t"', t? =- t • City Uce;Se # Mechanical: icense Complete all information on BOTH sides of this form 0 I r }; im Hm I= STAIRS / HANDRAILING Uj -Xa o UTILITY CZ? EASEMENT EXISTING ' UTILITY DRAINAGE EASEMENT TAI / HANDRAILINGS w OVE;Ps Building rrtnt me Approved A pp' BUIL 10UIL COld VaN44 of Pe Tto assmce of a a* swificsfiraws mW computations aha# not be a permft for, or an sporoval of, any witrialion any of the provisions of the building code or of any City ordinances. 'ng to give authority to violate or cancel the provislon -&MIng codes r other ordinances of the Chy shall not be a. T EF ri. Nut t TH SubUIVIZ5 r Es 11 �I II "'P � , Pbx II 11 11 [ Ii li { glig #[ it .. ; pi, 4i,. E. II", II a r 5 _., .w_.. ALUMINUM CASiN15T PAINTEO 5M H R 551ta5. INTERNAL T-12 FLUORESCENT L.ICIHTING. 0101T I ME GUT VINYL. APPLIED TO FAGS TO MATCH C. COPY TO 55 UTF-0 OUT ANO HAVE 102„ IT5 PUSH THRU W/ OPA0U5 OIG71TAL PRINT VINYL. OVERLAY TO MATCH PM9 4052. DOPY TO 55 ROUTEO OUT ANC? HAVE1/2" I PUSH THRU / OPAQUE OIGITAL PRINT VINYL. OVERLAY TO ',"MATCH PM5 462. CONCEPTUAL NIGHT VIEW OF NEW SIGIN I/ t A SIGN OF GOOD BUSINESS SINCE 1954 MONACO 3893 p. Cot 00207 X« TOWN CENTER NORTH APARTMENTS HE SIGN #: MV�1�11 rms J (/ TOWN CENTER. NORTH AYAR'i'MENIS D� SIGN ,#. El FOR. OFFICE USE ONLY Date: w *�' ! •ItA e s w Mailing Address: (rf different than propertyaddress) Address. City, State, t _A �.. `' Architect/Engineer E-mail: i Contractor: L. Contractors City Licenset Phoney Contractor E-mail Address: Sub Contractors: Electrical: Plumbing- Mechanicals WR City License # W.R. City License ## WR City License ## Other City Licensed Sub: Other City Licensed Sub: City License ## City License ## Complete i information on BOTH sides of this farm A 1 A iIR MI ' A AM IMA � 91k Y A • � # sx ■ A MM M A Mx � iM M # Sq. FULF Stu's Gallons Amps Squares Other Module Specification Spec. Sheet 7.- Inverter Specification Spec Sheet 1 Rapid Shutdown Spec Sheet 11-13 Racking Specification Spec. Sheet ti . w;. Footing Specification Spec Sheet 1 OLOR �rWWhea 541d tin isc (Equipment tit Sheets) 17-23 Departmii Pproved I Engineering 24-26 .. a It of gift: The ' .• ��• .. � ...v 7340 w ' v'. and computations $hail nn8 e a permft for, or an rn sl f, any s any f i n of the building r f n oaf eati eCO. 3 Perm#$ resu In to give authority to violate or C8001 tho v°s ' s 801dinq comps r other ordinances of the City shall not be valid. to a`d a 7 1 t e ti lul; i* � v ung • W 44b Ayes f ,,... Electrical Room, Promus Prim 12.5.1 Inverter 200A Sub-pan208/240V 40,M W CA-) x(162) 250VV Eldora VSP.60.250 . Exterior: PV Production Meter 2,00A Disconnect Phase) 25' ..,.,..,. a.n. ., ..�,,.. ,. ,,. ,Mm .«..,..v,. .,.. ,.m :... .. ........ .»...... ,-.. .,«.. n, ., v,:W. ............ .,. ,...,,a...., ., .. .„»e,.„. ..., ,..... ..,.. m... ,, ,,.,..,,., ., ,. .. ,., .,..,..........., .. 4., ,. .. ., a.,.. _ ...,..,, w. P. s � �/ j (,meq fir 40 W � 4t�' Ave. ` qMV € olden Solar Electric . . th .., ,......,. .............. . .. �....,. 61410 5t Wheat C COe, 80033 ; AR Si Golden, CO 8 4011 D 20151102 P303-955-6332 Prepared by: EG F 720-881-5049 m ,. �s� #CVAty, PAW '. String #1,2,3,4 See Calculations for conductor sizing. (44) Panels .sceam,x n<w (A) }$tuAdhWn etas. �mtrt ���rtaA rt Tilt: %5' 5'UCUDV Vd!•*"a N3ifSf`2 t&#rt QeWetfn voltage per NEC 690.61. inverter has integral ground -fault protection per NEC 690,5. VMP = 30.58V imp =816A #5,6,7,8 VOC = 37.55V interconnection, (44) Panels interc nrx-,,c ion of PV System to Service indicated try ,oarmor. w'+:nff�..:y aro rt.. TIt.1 BN0$PV tyre daNCTSY40YP MAt whLStfiirwef .50 tunas&C4MM6 tring #9,10,11,12 (44) Panels JxC#.ESfM ik.x # .n 4y rtt $JKIEdRn"rV GOMtuOl6n5 tnfrna au Tilt: .5° i#80me ®rassea4 lef .. i:ACSRY 40.5 kW Ufifitv Interactive (x3) Fronius Prime 12.51 PV S ystem NE 4X 20Ei240VA 1250OW ±v Production iter Notes l ax DC input: 33x`1 1:The self-contained metering will to in compliance lvlaxAC:output: 60.1A with the April 30, 2013 revision of the Xcel Energy Standard, specifically Section 4.13, Combiner and 2,Tte PV production meter will be required to have DC Disconned the PV generation wired to the line side to nals (top of meter block), 3,The meter socket for the PV production trieter Located ride shall be marked with a stamped brass, aluminum, electrical room or stainless steel tag, indicating the address including the unit„ typically TV PROV in accordance with the requirements for "Niter identification" in ion 4.14.4 of Xcel Energy Standard. tpl i P til 4.The PV production meter shall be located within ten (10) feet of the existing utility meter. If there is any reason this cannot be accomplished, a site plan showing proposed equipment locations shall be submitted for review, local meter shop must approve the site plan for application approval; site meetings can be arranged upon request. 200AMeter 34) , Utility C,hnra�ee... i AcceswWei, Wood on bwidN omme, ,..... '.i.ockaWe' and Lateied 3P 20DA 240aVRt, : , $OA SOA SOA f' 1..: L2 lir% l iProduction t. ` N Meter -Equipolent ground, Grounding Electrode uctor, and AC/DC grounding electrode system ng conductor per 690.47 (C)(3), #8 Cu per NEC 250.166 (A) Wheat Ridge Town nrw North U WT 9^x#6 TWMTHWN 9 ## dd THH 8cl I ltd" 9MT 3 #k THKWTHVM c TH" (D) I ifs" EMT 9 #4 0 Net Meter 614 10th St Golden, CO 80401 P 303-955-6332 4 See Calculations for conductor sizing. All conductors are copper unless othe se noted. Inverter listed (tli 1741) to de -energize upon loss of utility 162 x Wont VSP.60.250.03,01 voltage per NEC 690.61. inverter has integral ground -fault protection per NEC 690,5. VMP = 30.58V imp =816A Service Panel rating of 200A to accornodate Pine side VOC = 37.55V interconnection, Esc = 6,71A interc nrx-,,c ion of PV System to Service indicated try ..... visible yellow/black level placed on meter hoiismg4 Thotov,Jtaic System Connected", U WT 9^x#6 TWMTHWN 9 ## dd THH 8cl I ltd" 9MT 3 #k THKWTHVM c TH" (D) I ifs" EMT 9 #4 0 Net Meter 614 10th St Golden, CO 80401 P 303-955-6332 4 FOOTING LAYOUT wGolden Solar Electric th 614 10 st GOLDEN P 303-955-6332 Golden, CO 80401 s 0 ?' A, R F 70-881-5049 Renusol VS The Renusol VS racking system has been developed for easy installation of solar pv system on pitched roofs. It includes proprietary "one size fits all" clamps for all module thicknesses ranging between 34-51 mm. Please refer to VS Design Guide for system layout and grounding instructions. Please read this guide carefully before starting the installation. Always follow proper safety precautions. Be sure to check local building codes to ensure compliance. Please check for the latest version of the installation guide at www.renusolamerica.com. Installation Guide SYSTEM COMPONENTS LIST t �t ttx' Renusol', LAYOUT l en sol America Renusol 201 17th Street, Atlanta, Georgia 036 www.renusolamerica.com Soler Mounting Systems +1877-847-8919 a9 u tt� ..::.........Nat ....,:: l en sol America Renusol 201 17th Street, Atlanta, Georgia 036 www.renusolamerica.com Soler Mounting Systems +1877-847-8919 lu, 2 E 6 B ......... . ti 8a. B 1501 B-001 HEX CAP SCREW 3/8-16 X 3/4 t 2 7815003 001 FLANGE NUT 3/8-16 6 A20050-001 5 A20037-001 HEX CAP L ATTACHMENT 4 C 10006-001 FLAT WASHER 20MM ID X 2,2mm 3 A20051-001 ROOF MOUNT SHOE 4' 2A20052-001 --------- ROOF MOUNT FLASHING 1 815015 002 ITEM I PART NUMBER HEX LAG BOLT 5/16 X 4.00 DESCRIPTION A QTY MATERIAL - ----- -- —SEE N10TE'S._ Sunmod o Corp. 3 Third Angle Projection: ,SPECIFICATIONS g� sons in inches [millimeters) 1118 NW KLICKITAT LANE, CAMAS, WA 9860Teleran7 K M) Break all sharer edWs TITLE XX Ji in) 010-,020 unless s ise s specfed, L ROOF MOUNT KIT -1-.1—otheneise BrWy-------- 12/30/2009 NUMBER B KI 0040-001 THIS DRAWING IS CONFIDENTIAL PROPERTY OF SUNMODO AND ITS CONTENTS MAY APPR ALS NOT BE DISCLOSED WITHOUT THE PRIOR WRITTEN CONSENT OF SUNMODO CORP. SCALE: NONE SHEET 1 of 1 -------- -- 3 2 x ow'(41(3 q(t (0d0(Utf0f'C 2( . ..... .. .... FOOTING LAYOUT ..... ....... th . ........ . . ...... Rev: A Golden Solar Electric 7340 W 44 Ave, 614 Id' St Wheat Ridge., CO 80033 G01,DEN S( R Golden, CO 80401 Date :11/11/2015 P 303-955-6332 Prepared by: EG ............... F 720-881-5049 <i i a LIMITEDWARR NTY LIMITEDWARRANTY FOR PV MODULES L ? vision in action vision € Cl action PRODUCT * PERFORMANCE , w OM y LIMITEDWARRANTY . Warranted Products This Limited Warranty for PV Modules )`Limited Warranty") shalt only apply to the modules supplied by Vikram Solar as mentioned in the table below,. The models covered under this warranty are. LIMITED PRODUCT" WARRANTY ,W REPAIR„ REPLACEMENT OR REFUND Vikram Solar warrants the customer that each module will be free from all defects in materials and workmanship under normal application, installation, usage and service conditions for a period of ,t• 5 years Product Warranty for Micro A Mini Serres Modules 0 10 Years Product Warranty for Core, Prime, Grand and Grand Ultima Series Modules # 12 Years Product Warranty for Ultima Series Modules Starting from the Warranty Start Bate (as defined in Section 13. "Vat'idity° ), if any module fails to conform to the warranty in this Section 2, Vikram Solar wit[, at its sole discretion, either a) repair or replace the module or b) refund the purchase price paid by the customer for the module as compensation, An deterioration in appearance f th yo e product (including any scratches, stains, mechanical wear, rust, spots and aesthetic defects ), or any other changes to the product which occur atter delivery to the customer, do not constitute defects under this Limited Warranty. This type of change does not lead to a deterioration In the operational capabilities of the module, Claims in the event of glass breakage shalt only be enforceable to the extent that there was no external cause for the breakage. The foregoing remedies shalt be Vikram Solar's sole and exclusive obligation, and the customer's sole and exclusive remedy, for any module's failure to conform to the Limited Warranty in this Section 2, and any repair or replacement shalt not extend the warranty period set forth herein, The warranty in this Section 2 does not warrant a specific power output, which shall be exclusively covered in Section 3 of the Limited Power Warranty, 3. LIMITED POWER WARRANTY — 25 YEARS Vikram Solar warrants that within a period of TWFNTY FIVE (25) years from the Warranty Start Bate, the module will exhibit a nominal power output of 90% for a period of 12 years and 80% for a period of 25 years gander the Standard Test Conditions (STC) of 25°C. 1.5 AM, 1000W/m2 as stated in the product data sheet. . LIMITED REMEDY if any module faits to confirm to the Limited Power Warranty thresholds in Section 3 and, provided that such toss in power is determined by Vikram Solar to be due solely to defects in materials or workmanship, then Vikram Solar wilt replace such loss in power by either of the following in consultation with the customer by a) repairing or replacing the module bI supplying an additional module to the customer to make up for such loss inppower or, c) providing financial compensation for the reduced output power performance of the module. Vikram Solar will pay for the shipping and installation costs of the replaced module . The foregoing remedies shall be Vikram Solari obll ation, and the customer's remedy, for any module's failure to confirm to the warranty in Section 3, and any repair or• replacement shalt not extend the warranty period set forth herein. S. EXCLUSIONS AND LIMITATIONS In addition to any other exclusions, limitations or conditions set forth in this Limited Warranty, the following exclusions and limitations apply hereto, a) Ali warranty claims must be received within the applicable warranty period for this warranty to be effective. b) This Limited Warranty does not apply to any module which, in Vikram Solar's sole judgment, has been subjected to: misuse, abuse, neglect or accident * improper transportation, storage or handling alteration, 'improper installation or application non-compliance with instructions in the installation manual o repair or modifications by someone other than an approved service technician of Vikram Solar installation in direct contact with salt water, that is to say in offshore )e,gr platforms) and marine (e.g, piers, boats) apptications, or contamination resulting from exceptional exposure to salt water or other chemicals power failure surges, lightning, installation failure, flood, fire, natural disaster, accidental breakage, heavy snow toads, vandalism or other events outside Vikram Solar's control negligence or willful misconduct or other improper acts or omissions of the customer, its employees or agents or other third parties c) The customer (anditor its Forwarding Company) shaft be responsible for inspecting and accepting the modules delivered by Vikram Solar. Any claim related and/or linked to damages in the packaging, such as impacts on pallets, wilt only be accepted by Vikram Solar if these occur during delivery itself, in alt other cases, damages should be claimed from the Forwarding Company or Insurance Company. d) Warranty claims will not be honored if the type or serial, number of any module has been altered, removed or made illegible. This serial no, should remain free from tampering for the warranty to be honored. . LIMITATION OF WARRANTY SCOPE a) Disclaimer This. Limited Warranty is expressly in lieu of and excludes all other express or 'implied warranties, including but not limited to warranties of merchantability, title, non -infringement and fitness for a particular purpose, use or application, and all other obligations or liabilities on the part of Vikram Solar, unless such other obligations or liabilities are expressly agreed to in writing, and signed and approved by Vikram Solar, b) Limitation of Liability To the maximum extent permitted by the applicable laws, Vikram Solar shalt have no responsibility or liability whatsoever for damage or injury to persons or property, or for other toss or injury,. resulting from any cause whatsoever arising out of or related to any module, including, without limitations, any defect in any module, or from use or installation of any module, To the maximum extent permitted by applicable taw, under no circumstances shalt Vikram Solar be liable for incidental, consequential or special damages, howsoever caused.: even if Vikram Solar has been advised of or reasonably could have foreseen such damages. Loss of use, toss of profits, toss of production and toss of revenues are hereby specifically and without ['imitation excluded to the maximum extent permitted by applicable taw. Notwithstanding anything contained elsewhere in this document, Vikram Sotar•s aggregate liability, if any, for damages or otherwise, shalt not exceed the amount paid by the customer for the module that gave rise to the warranty claim, ;r. WARRANTY CLAIM SUBMISSION AND VERIFICATION If the customer believes it has a justified claim covered by this Limited Warranty, and wishes to seek a remedy hereunder, the customer shalt promptly contact the local Customer Service Manager, where applicable, submitting written notification by registered mail or by sending an email, who wilt then provide instructions and a claim form for filing the: claim. If not applicable, the customer shalt submit written notification directly to Vikram Solar by mailing a registered letter to the address of Vikram Solar listed hereunder £Section 14) or by sending an email to the emelt account of Vikram Solar listed hereunder (Section 14) in order to receive instructions and the claim form for filing the claim. The customer shalt provide Vikram Solar with all the serial numbers of the faulty modules to validate the claim. Upon receipt of all the documentation required and specified in Vikram Solar's claim form, Vikram Solar may, at its sole and absolute discretion, seek further verification of the customer°s claire. The return of any module wilt not be accepted unless prior written authorization has been given by Vikram Solar and the customer has complied with the packaging and shipping instructions provided by Vikram Solar. Any claim for remedy under this Limited Warranty shalt be submitted by the customer to Vikram Solar within three (3) months after discovery of the faulty modules. S. SEVERABILITY If a part„ provision or clause of this Limited Warranty, or the application thereof to any person or circumstance, is held Invalid, void or unenforceable, such holding shalt not affect the validity or enforceability of any other part, provision or clause of this Limited Warranty or its applicability to any other person or circumstance, and to this end such other parts, provisions, clauses or applications of this Limited Warranty shalt be treated as severable, 13. TECHNICAL DISPUTES In the event of any dispute between Vikram Solar and the customer as to the validity of any claim made under this Limited Warranty, an ISO 17025 accredited test laboratory recognized by Vikram Solar at its sole and PACE A;,E i absolute discretion shalt be called upon to judge the claim. Any measurements wilt be conducted in accordance with iEC: 60904 standards and under Standard Test Conditions ISTC as defined in Section 3). All fees and expenses associated with engaging such institutes shalt be borne by the losing party. Nothing contained in this Section 9 shall preclude one party from bringing any legal suit, action or proceedings against the other party before the courts of India. 10, MISCELLANEOUS The customer may have specific tegal rights outside this warranty, and may also have other rights that vary from jurisdiction to jurisdiction. This Limited Warranty does not affect any additional rights the customer may have under mandatory rules of law in its jurisdiction. Some jurisdictions dao not allow the exclusion or limitation of incidental or consequential damages, as a result of which the limitations or exclusions in this Limited Warranty may not apply to the customer, in the event that Vikram Solar replaces any module under this Limited Warranty, a) the replaced module shalt become the property of Vikram Solar and Vikram Solar wail deliver exact Nominal Power module to match the string design of the PV modute If Vikram has discontinued production of that particular sire PV module, Vikram wilt replace the same size and same Pmax module within 50 days from the complaint date, 11. WARRANTYTRANSFER This Limited Warranty is transferable to any subsequent owner of a module solely in circumstances in which that module remains installed in its original location. Any transferee is subject to all the exclusions, limitations and conditions set forth herein. 12FORCE MAJEURE Vikram Solar shall not be responsible or liable in anyway to the customer or any third -party for any non-performance or delay in performance of any terms and conditions of sale, including this Limited Warranty, due to acts of God, earthquakes, tsunamis, volcanic eruptions, war, riots, strikes, warlike conditions, plague or other epidemics, fire. flood, or any other similar cause or circumstance beyond the reasonable control of Vikram Solar. In such cases,. this Limited Warranty shall be null and void. 13. VALIDITY This Limited Warranty shalt apply to modules manufactured by Vikram Solar with production dates from Feb 1, 2015 onward. The start date of this Limited Warranty f"Warranty Start Cate%) shalt be defined as the earlier of either the sales invoice date from when the module was purchased by the customer„ or one (t) year after the module was dispatched from Vikram Solar's production or storage facilities. This Limited Warranty shalt be valid until a revised version is issued by Vikram Solar, Vikram Solar reserves the right to revise the warranty conditions without any prior notification. 14. CONTACT INFORMATION VKRAM SOLAR PRIVATE LIMITED Tobacco House, 1, Old Court Nouse Corner, Kolkata-700001 (India) Phone: +9133 2230 7299, Fax: +9133 2248 4881 Email„ sates@vikramsolar.corn tz•canius USA LL 6 797 Froxiatas Drive Portage, IN 46368 WS th }aa Support usaia`r-i'a�sasaito"cvita m", Sh',fionius osa'3.fltktaa PIMILBANIC 200 AMP -4 & 5 TERMINAL-RINGLESS-600 VAC 7 U1773 -XL -TG -KK 200 AMP- -4 & 5 TERMINAL—RINGLESS-103W L 3850 HUSS: For proper hub selection see the hub suffix chart on the accessory page. BYPASS: U1211: Lever operates bypass device only; does not provide clamping action on meter spades, On the U1773 & U3860, the '-W, hom, type bypass permits changing and testing of the meter without interrupting customer service when us with utlity-supplied jumpers, The U4801 is a heavy duty lever bypass and the lever supplies clamping action on jaws, CONNECTORS: Units are supplied with extruded aluminum connectors and bonded, triplex neutral. *FIFTH TERMINAL- For field mounted fifth terminal, order as extra K3866 for the U1211, U4801 -XL & U4801-0. For field mounted fifth terminal for the U1773 & U3850, order catalog number K5T to fit into square opening at the 9 o'clock position, FACTORY -INSTALLED FIFTH TERMINAL: Includes factory installed fifth terminal in the 9 o'clock position for use on Allian Energy lines when a fifth terminal is required. Utility requiFementi hyr this equipment may vary, Alwa)8 consult (he, T utility for their requirements before orderiq or irtstalling equipnJent in dii % catal 7 IN Memel* mounting holes make for easy conversion to Class J to$". We# Tangential Knockouts Product Description • Dual cover interlock keeps the cover shut when switch is ON. When the cover is open, it interlocks the switch OFF, unless the interlock is bypassed. • Factory4ristalled fuse puffers on 30-100 A NEMA Type 4,4X, and 5 stainless steel and NEMA Type 12 or 12K switches. Field installable on 30-100 A NEMA Type I and NEMA Type 3R switches. • Class J fuse provisions on 30 A-600 A, 600 V switches and 100-600 A, 240 V Switches. 600 A devices require a mounting kit (catalog number H600J). • 30-600 A switches are shipped with standard Class H fuse spacing. These switches will accept Class R fuses also. A field installable rejection kit is available which, when installed, rejects all but Class R fuses, See pages 26 through 30 for Class R fuse kits. • Multiple padlock provision in OFF position, • Lock -on provisions factory or field modification. • Tangential combination knockouts lessen the need for conduit offset bends, sm • NEMA Type 1 general purpose, Indoor. • NEMA Type 3R rainproof, outdoor. • NEMA Type 4, 4X, 5 indoor or outdoor, watertight, dustilight, and corrosion -resistant (Type 304 stainless steel). • NEMA Type 4X indoor or outdoor, watertight, dustfight, and corrosion - resistant (fiberglass reinforced polyester enclosures). • NEMA Type 7 and NEMA Type 9 hazardous locations: — Class 1, Groups C and D. — Class 11, Groups I-, F and G. — Class Ill. • NEMA Type 12, 12K Indoor, dustfight, and dripproof. NEMA Type 12 has no knockouts (suitable for outdoor use). NEMA Type 12K provided with knockouts. • NEMA Type 3, 3R, 4, 4X, and 12 indoor or outdoor watertight, dusttight, and corrosion -resistant epoxy powder coated cast aluminum. 21 U12/99 0 1967-1999 Schneider Electric A# Rights Reserved Features and Benefits * Greater flexibility to meet specific job requirements * Accommodates 125 ampere maximum branch ccircuit break or back -fed main circuit breakers ' osion it 5 in n * Tin-plated Bus J construction on 00 Load Centers p vi enhanced corr resistance Patg'614 Kit iticcluded - no ad, florist parts to order!! Q0" AND HOMELINE* 4-8 CIRCUIT SPACE LOAD CENTERS 00" Load Center HOM ELIN E" Q01481_125GS Load Center HOM48LI25GC New 4-8 Load Center Provides Greater Flexibility for Sub -Feed Solutions The new SQUARE D" 4-8 load center accommodates both 125 ampere maximum branch Circuit breakers and back -fed main circuit breakers, offering greater flexibility for popular sub -feed applications, such as dual lone HVAC, hot tubs, pools, and more. Ideal for use in residential and commercial applications, these panels provide up to 8 circuit subfeed capability in at) indoor or outdoor loadcenter, Art Equipment Ground Bar Kit is included with each device. Square D Cornparky manufactures the most comprehensive line of load centers in the industry - and with QO' and HOMELINE' 4-8 circuit space load centers, you have even more flexibility to Trieet all of your application needs. SOUARE 0 Schneider Electric QOMOMELINE 4-8 Circuit Load Center Selection Guide Caltal" Product Discount List Number Code kl int idth 'Doth chedule price QO Main lug LOAD CENTER with 0014- 48440 14.80 in, 8,80 in, 3.80 fir, DE3A $59,00 Indoor surface cover, no door. 81.126GS 125 ampere rated tin-plated copper bus construction with back -fed main circuit breaker capability. Accepts 00 branch breakers 10 to 125 ampere, and 00-GFCI, QO-AFCi, and QOT Equipment ground bar kit included QO Main lug LOAD CENTER with 0014. 48438 14,80 in, 8,80 in, 3,80 in. DE3A $59.00 Indoor flush cover, no door. 8L125GF 125 ampere rated tin-phsted copper bus construction with back -fed main circuit breaker capability. Accepts 10 to 125 ampere QO branch breakers, 00-GFCI, 00-AFCI and 007. Equipment ground bar kit included. QO Main lug LOAD CENTER with 0014- 48439 14,80 in, 8.88 in. 427 in, DE3A $96,00 outdoor top -hinged cover. 8L125GRB 126 ampere rated tin-plated copper bus construction with back -fed main circuit breaker capability. Accepts 10 to 125 ampere 00 branch breakers, 00-GFCl, 00-AFCi and COT Equipment ground bar kit included. HOM Main lug LOAD CENTER with HOM4- 48436 14,80 in. 8.88 in, 3,80 in, DEX $54<00 Indoor combination cover, no SLI25GC door, 125 ampere rated lin-plated aluminum bus construction with back -fed main circuit breaker capability. Accepts 15 to 125 ampere HOM branch breakers, and HOM-GFCI, HOM-AFCI and HOMT Equipment ground bar kit included. HOM Main lug LOAD CENTER with H0M4- 48437 14.80 im 8-88 fm 4.27 in, DEX $87,00 outdoor top -hinged cover, BLI26GRB 125 ampere rated tin-plated aluminum bus construction with back -fed main circuit breaker capability, Accepts 15 to 125 ampere HOM branch breakers, and HOM-GFCI, HOW AFCI and HOMT Equipment ground bar kit included, Unsurpassed Circuit protection Square D circuit breakers provide fast tripping QWIK-OPEN" circuit protection on all 15A and 20A circuit breakers for unsurpassed protection. No other break- er trips faster! Arid our exclusive QO', VISI -TRIP" Status Indicator provides a highly visible red indicator flag so you can quickly identify a tripped breaker. Square 1), 0, 00, HOMELIKE and VISI -TRIP are registered trademarks of Square D Company or related companies All others are trademarks of Square to Company of related compasses, SQUARrE 13 Visit our Web site at Order Number 1100HO9901 PutuadinUSA 111111M.Squared.com. 0 1999 square D Company AD Rights Reserved Schneider Electric ------- 6____ Wiley Electronics LLC Washer, Electrical Equipment Bonding and Lug (WEEBLug) Figure 1, WEEBLug Figure 2. WEEBLug mounted on rail. Usage: Insert a stainless steel bolt in the aluminum rail or through the clearance hole in the aluminum piece. Place the WB washer on the bolt, oriented so that the teeth will contact the aluminum piece. Place the lug on the bolt over the WEB washer, Install the stainless steel washers and nut, Tighten the nut until the WEB teeth are completely embedded in the aluminum and the lug is flat against the body of the WEEB (10ft-lb/13,5N-m). The embedded teeth make a gas-tight connection and thus ensure reliable electrical conduction between the aluminum and the lug. • Material: 304 stainless steel, tin-plated copper • Listed to ANSI/UL 467 by Intertek BTL • Use with hardware size listed below • Torque fastener to 10 ft-lb/1 3. 5N -m using general purpose anti -seize • Maximum equipment ground conductor size: 6 AWG • Multiple equipment ground conductor allowance: 2 x 10 AWG or 2 x 12 AWG • Torque screw to 7ft-lb/lON-m to secure lay -in conductor • Outdoor rated Part number: WEEBL-6,7 for use with 1/4 inch mounting hardware (included) WEEBL-8.0 for use with 5/16 inch mounting hardware WEEBL-8,2 for use with 8 mm mounting hardware WALTER KESKE CONSULTING INC. Structuxal Engineer 8550 A� 64th PLACT # ARVADA, C0 80004 PHONE 303.422-1051 - w,k(alw,kkeskccoiisulting.cotti November 16, 2015 RE: PV Roof Modules Solar Modules, Framing and Connections Wheat Ridge Town Center North' 7340 West 44th Avenue Wheat Ridge, CO 80033 To Whom It May Concern, This letter is to certify that Walter G. Keske reviewed the toot framing at the existing structure, Photovoltaic modules are to be added to the roof. Calculations were made to certify the integrity of the connections under combined maximum wind uplift load and maximum We shear load or maximum wind uplift load. The module connections are made with 5/16" diameter x 4" long tag screws with a minimum 2 1/2" penetration into the roof structure. The tag screws are adequate to support combined maximum wind uplift load and maximum wind shear load, and maximum live shear load or maximum wind uplift load. Please call if there are questions concerning this letter or if I may be of further service. Sincerely, fif 4, Walter G. Keske, P,E. WALTER KESKE CONSULTING IN'S 8550 W. 64th PLACE ARVADA, CO 80004 PHONE a 0, SHEETNO, W- .,.. ._._ ...,�., �. . _ . ,wAin&-Goldar r ;tr 61k A5ff5 tkl�d .w 46.E � ( e Y, I A Via 14 (W �b ro('A 100 0 ' e ( �'o x stay i I c t fry 5o joi 16 ; 5 . c sel 0A foo 0 fe, 10Z 0 &L( CA I&> ` 'x4t . �" 161)C53 )(37,1 )'0-w 50 66 54t M tWtw W,W ) ?"If 1044 ,1 3 5, 7 p,al (, �ayjft Tier 4&g lodi`z f Ut X 3(6) M 100 O t l' ; ate;W e65 f-. 17000,- 751' 1,60 OK t&0 tett r "(0 ��� �`WAM 0 x r� U11(l* o QJ h'Au0A t't, 4( 0( log r t oo ate, k (" 0 5611f0if Q ` e y;4'y " ` H .$ AA . ry r'0 t6ftj e�4(ts, Loa fie( fiohef Ose Absovf ( '1/1 s r (a p$ test, rrfj�q r ,'" 4 ? #UM 5 (t' �d loud olf� a1r, Witif '10 Io,, f,Ap 1604, X001 A lit INNOVATIVE SOLAR INC Rapid ShUtdown With Capacitor +r The First Universal Single Box Solution Discharges -r capacitors in < 10 seconds. + Three 600v versions: -a in initial release. + (1000v UL1741 versions available on request). NEC690,12 compliance• + Available in the SolaDeck Available + Works with all grid -tied 600v rapid Shutdown with Capacitor Discharge * Runs on nearly any low voltage source. # Turns off when grid power is removed. * Can be triggered by Solar AC disconnect or optional E -stop. + Will accept dual input strings, when using panels with Isc:5 8A. + Control power can be daisy chained for larger systems. + Both positive and negative legs are switched. pec ications: nter of channels 'IIIIIIIIIIIIIIIIIVIIIIIIIIIIIIIIIII��III�II M'''I' o a aIII -------------�I�I10-------------- 20A continuous (16A Jac) 1�16`a-W—g- (2 positions/polaft) size 14-6 aw g (stranded or sofid) Capacitor discharge Pv I 000uf I RSD channel (discharge to <30v in <1 Osec) 20kA at single 8/2OpS iffpulse n 2,5w/contactor,pulf-in 0.7w1contactor, holding 15-30vdc ±10% or 12-18vac ize 18-12 aw q (stranded or solid) L 4=1MM I Po�fcarbonate k4ounfing angle lninirnum) 2 Any pitch Lw- --- 8,7xlO,4x2,6 23,6x7.9x3,1 ...... ---- ----- t w eight (approx,) -40-C to 70-C (-40-F to 158-F) L& 1741 6W 12 cornphant 6000 Rapid Shutdown with Capacitor Discharge Cilly of' WhcatPid L�gc ,ENT �CCntM.AMOUMTYDEVELOPMEN B; • a ! # . • Com plete all information on BOTH sides of this for Sq. FULF Btu's Gallons Amps Squares Ether Access point for power to construction trailer, , ROCKY MOUNTAIN AREA D EAN W. BRIGGS, PE MODUL OFFICE BUILDING Yl �Yi N1RL s�au a w r u+u ssxar�s S COTS MAN SAD & PIER TYPE FOt,lNNATION 4a N- NOTES - DETAILS Poo= x W(m,m ara M It P C mi N U l BO O 'a M'i"�.k'ri„Y:Na. tWaM d f53P tt .re'W'k &3 Yh�v Dk't �$n Wo 1R AY7 YM�IR WAXY am ae T. I M90 4 E 201-7 1412 P AS S.. W1 nr CVU.AWS ISCMSUM 20!,; e r 0 IV M l isp -- — W K ' i. as x} 12° MOC I `°` r v o a I, 0 . xa to � !8 OED a ROCKY MOUNTAIN AREA DEAN W. BRIGG P r+ Af$Ik &NA a €aM.t9Y MODULAR OFFICE UILDING S g aw Msnet �wk r '� 'w au sc aa. :P�:A:DD PIER TYPE FOUNDATION Typ SCOTSMAN : ii 1 PLANR NOTES S - DETAILS • HrJ 1 i2! } ;P S u�'Y.w: :`�X brow �t"n A 0A'd Q iW. } � MK p6 6k iB` P 9 kR alq k n5 ................................. ................. T - Rz� � .0 � Building Permit Application U Please complete all highlighted areas on both sides of this form. Incomplete applica ons may not be processed. Property Address: 7340 W. 44th Ave. Wheat Ridge, CO 80033 Property Owner Phone- 720-420-1568 Property Owner Email: tdowns@wazeepartners.com Mailing Address: (if different than pro perty address) Address: 2300 15th Street, Suite 325 gA , S �tate, . Denver, C0 8�02C Zi AmhUGIM001 Doug Van Lerberghe (Architect) Architedt/Enginser E-mail. Dougv@kephart Phone: 303-832-4474 Contractor: B.C, Builders, LLC Contractors City License Phone: 303-863-0889 Contractor E-mail Address. bthayer@bc-builders.com Electrical: Plumbing: Mechanical: W,R. City License WR City License # WR City License # Other City Licensed Sub: Other City Licensed Sub City License # City License # Complete all information on BOTH sides of this form Sq. FULF Stu''s Gallons Amps Squares _ Other Project Value; (Contract value or the coast of etl rnaterials and labor included in the entire project) OWNEWCON I TACT OR SIGNATURE OF UNDERSTANDING AND AGREEMENT 1 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, casements or restrictions of' record; that all measurements shown and allegations made are accurate; that 1 have rend and agree to abide by all conditions printed on this application and that I assume frill responsibility for compliance with applicable City of Wheat Ridge: codes and ordinances for work tinder any pen - nit issued based on this application; that 1 am the legal owner or have been authorized by the legal owner of the properly to perform the described work and am also authorized by the legal owner of any entity included on this application to list that earthy on this application. CIRCLE ONE. (()l3"d l R) (C0A'TR C°I`0#) rtr (AUTHORIZED R P#tL`SEh17"ri7BIE) of (t)t3'A FI') l'COA TRAC'TTORZ) ♦ •, Melissa Mack!eY---_-- WIN III IRWIN NINE From: Bob Thayer <BT ham r@BC-Builders.com> Sent: Monday, December 22, 2014 9:27 AM To: Melissa Mackey Subject: Wheat Ridge Town Center North Apts • Foundation- C & L Development • Plumbing — Ovation Plumbing • Electrical - SFL Electric • Heating — LDI Mechanical • Roofing — Academy Roofing All of the above should be licensed in Wheat Ridge. Let me know if you need anything else from me. a if I am good to pick up the permit today. Bob Thayer 7108 S. Alton Wav Ell - =__ - a minums k Melissa Mac 901 U 11111 1 1 1 1 111 MINIM 1 1 1 1 1 11 11 1 Jil 1 1� --- I NIPPON 11 IIIIIIIIIIN From: Bob Thayer <BThayer@BC-Builders.com> Sent Monday, December 01, 2014 2:35 PM To: Melissa Mackey Subject: RE: 7340 W. 44th Ave. Electrical- SFL Electric — HVAC- LDI Mechanical ­ Sent Monday, December 01, 2014 2:34 PM To: Bob Tbayer Subject:* RE: 7340 W 44th Ave. 11 111 11 pi 1 � ip�l p r 1=11 I 111'11101�� I IN gggl lumg.-a I C i �1 III Melissa Mackey Permit Technician Office Phone: 303-235-2855 Fax: 303-237-8929 From: Bob Thayer [ma—ilLo—*DT—ha—yffjU—C -Build —g-rL.i;p—m] Sent: Monday, December 01, 2014 2:32 PM To Melissa Mackey Suiiiect: RE: 7340 W. 44th Ave. Kea= From: Melissa Mackey [ mail to:mmackevCcbci.wbeat rid ge.Lo.us Sent: Monday, December 01, 2014 10:26 AM To: Bob Thayer Subject: 7340 W 44th Ave. 'r=Yfuns nalre-•een aotprrovF • - �� I � !!! , ,, 74Ff4T2 to permit issuance, we do need the list of sub-contractors. The fee amount due for permit fee and use tax is $123,797.69. Let me know if you have any questions or need additional information. Melissa Mackey City of _�( Wh6atl[ �ie PUBLIC WORK City of Wheat Ridge Municipal Building 7500 W, 29"' Ave. Wheat Ridge, CO 80033 -8001 £': 3f13,235.2 61 F. 303.235.2857 Date: tt Z&- Location of Construction: Purpose of Construction: r �.. S ingle Family Commercial Multi -F oily J Devellollment Review Processin E`ee......_ .. .......... ........................ 100.00 (Required of all projects for document processing) 4fi mmercialt ' ulti -Fam Bever Fees: • Review of existing or minimal technical docunments:.,,.... ... .<..,........ $200.00 • Initial review' of technical civil engineering documents (Fee includes reviews of the I" and 2 7,a submittals):.. ......... ........... $600A0 • 'Traffic Impact Study Review Fee: (Fee includes reviews of the I' and 2" ` submittals) ......... $5 • Trap Generation Study Review Fee, ......... 200.00 • 0 & M Manual Review & SMA Recording F ee- ... ......... ......... ».. 100.00 1 Each Application will be reviewed by staff ranee and returned for changes, es, If after review of the second sutarlittal changes have not been made to the Cavil documents or the Traffic Study as requested by staff, further reviews ofthe Application will be subject to the following Resubm ittal Fees: Restib `teal Fees: 3'` submittal (/'2 initial review ,Fee) $300.00 cr, submittal (frill initial review fee) ......,.. » ........ ........................ $600.00 All subsequent submittals:,. ......... ......... . „.,,.... .:......, ... ».,..,... 600.00 (Full initial review fee) 10 TAL RE VIEW F (due at titne of Building Permit issuance): PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL 13.E ADDITIONAL LICENSING, AND PERMITTING FEES REQUIRED FOR CONSTRUCTION STRUCTION OF IMPROVEMENTS Wl°l`HIN PUBLIC RIGHT-OF-WAY, www.&wheatrftJge.co.us Ro 1212 City of Wh6atR1e LIC WORKS Date: / ATTENTION: BUII,DING DEPARTMENT I have reviewed the submitted application documents to construct a located at the above referenced address. Please note the cornments checked below. Si�!Ilature David F. Brossinan, P.L.S. Dale 12, MEMH= 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 Certification Letter with by As-Built plans shall be required prior to the issuance of the Certificate of Occupancy. R c, 06 2 0 13 C ity of W at P4�jge CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION IMEMMM '�ilillillIillillill 111111111lipiiii� IIIIIIIIIIIIIII Ulm A copy of this form must be completed • each agency indicated • 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 P,gency will not be accepted or processed� z J Date: 2 ��. Project Address: Name of Firm/Individual su rmltt ing documents: 114, I M am a duly authorized representative of the agency ,,si§ftAt , 0 f , b "below, hereby acknowledge receipt of documents necessary cated above. • Wheat Ridge Sanitation District • Clear Creek Sanitation District • Fruitdale Sanitation District • Westri•ge Sanitation District • Other Agency Notes: Signature: Date: (Ag�Repres ntative) City W heat "A/ I WA t 'RRDUL 1 1)4 AND I NISITC I Re ' SIRVICIVS k")iVMON ?, Avc Wbeal IZIJigc', CO _ p 103" "855 ( " '351 '03137,M0 Proof' of Submission for Permitting/Plan Review A copy of thil folff) MUSt be COMPleted by each agericy indicated on the N',rmit SubmAttal Checklist for q- project type and be attached to the Buflding Permit Application at the hfne of subrnission, Appl� j) , resented for submission, without n completed Proof of Submisso,)n form frorn a required ayienc rlf not be accepted or processed. Date": P7qjf AdJress� ' � " Nam i,'i of Firm/Individual SubnItt'biq &Curneflts: Signature of Pirn Representative o' Indlividii3l: ? am a duly authorized representative of the agency —AL (T,�7 4- — �re�y acknowl( r ece s of docurnent s nec essary in �ed b0ow a7 by my signature below, c f review and approvai of the prqject indicated above, (Neate, chp�:k one" Whev. Ridge Fire Protection -ire Protection Arvada F t,--W east Ridge V Vater C)istrict Consolidated Mutual Water Distr ict Valley Wziter District Denver Water <, wf-a eat Ridge Sanitation District c, Clear Creek Sanitation District Fruitdale Sanitation District Westridge Sanitation District Other y 42 v CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 1500 29th Ave Wheat Ridgy., CO 0033 -8001 p, 3133.2351855. f: 303,237,8929 P roof of Submission for Permit ting/Plan °I cif Flrm/Individu l 1�bmitting docum nt�sw f� <is'K..r .t on �; . §M., > f T n, €.,, ' , t _ A a5 t =, r �,.1.i. °y 5l.P unit ap rtr3n'eCt IBC €Ming +,::t !"fill vv4jte system 0 vr3 aC.»`'Sitre xt, Project Type/Description S ignature of Firm J am a duly authorized representative of the agency s .. d' y - my,sig 1, n " a , t , u r hereby acknowled receipt of do cuments for review and approval o i o ` ject indicated abo ve. tt €t � l/ 1 Wheat Ridge Sanitation District 7100 West 44 Avenue, Suite 104 RO, Box 288 I Ridge, Colorado 80034-0288 Phoi 303-424-7252 Fax: 303-424­2280 MMEOM City of Wheat Ridge Community Development 7500 W. 29 Ave, Wheat Ridge, CO 80033 Attn: Lauren Mikulak Email: lmikulak@ci.wheatridge.co.us Re: WRSD — Sanitary Sewer Availability — 7340 W. 44th Ave, — WCP-14-02 — MS-14-05 — WSP-14-03 Martin/Martin, Inc Project No. 456,C.01 30= following in response to the community development referral form for the property at 7340 W, 44" Ave. as received by email on July 28, 2014, It appears that the proposed development is a four-story, 50 unit senior apartment building on an existing vacant lot. The subject lot at the address referenced above is entirely within the boundary and service area of th 'heat e W Ridge Sanitation District, Treatment of sewage generated within the Wheat Ridge Sanitation District is provided the Metro Wastewater Reclamation District (Metro), The property is currently vacant and is not serviced by the District. I r#7M7-TL7=:,3M_F5It- located to the west of the referenced property. man i ITINIT Te in I * Uri I le sannarT FF777 and the existing 8" WRSD sanitary sewer main. 11 1!1 qI!I lip 11 i III I , I III I 0 24 Diameter Ring and Cover — Cover with "Sanitary" 0 Cast in Place Manhole Base Detail 0 Typical Base Channelization Details # Manhole Invert Tie-in Detail Wheat RIdge Sanitation District 7100 West 44th Aveiiue,'Sttite 1,04 P.O. Box 288 Wheat Ridge, Colorado 80034-0288 Phone 303-424-7252 Fax: 303-424-2280 • MH-Pipe Water Stop Gasket • Standard Extruded Aluminum Manhole Step • Polypropylene Reinforced Plastic Manhole Step • Trench Detail properly sized grease interceptor certified by a licensed engineer will be required, Grease interceptor rules and regulations can be provided on request. 5M Wheat Ridge Sanitation District 7100 W, 44 Ave, #10-4 P.O. Box 288 Wheat Ridge, Colorado 80034-02M' 1 303-424-2280 Flioiio: 303-424-7252 Ta p Fees 2014 WRSD and Metro Sewer Connection charges are quoted. These fees are subject to modification depending on connection timing. Wheat Ridge Sanitation District 7100 W, 44tlz Ave. #104 RO. Box 288 Wheat Ridg C( I A(vado 80034-0288 °AX 303424-2280 Phone: 303-424-72-52 Bill Willis District Engineer MARTIN/MARTIN, Inc, WHEAT RIDGE SANITATION DISTRICT Phone 303-424-7252 Fax 303-424-2280 Office Address: 7100 W. 44 Ave, #104, Wheat Ridge Mailing address: P.O. Box 288, Wheat Ridge, CO, 80034-0288 E-mail: info@wheatridgesanitation.com District Engineers: Martin/Martin. Phone 303-431-6100, Fax 303-431-4028 District line maintenance and inspections: Ramey Environmental Compliance, Inc, 303-908-2860 (call for inspection 24 hours in advance) Direct to inspector 303-746-3175. SEWER CONNECTION APPLICATION (Please Print) Application date___,____ Permit number (yyyy-rnm-xxx) Applicant (Person making the application): Name Phone Address----,— e City­ - State Connection (Service) Address: Name Wheat Ridge Toxyn Center North Apartments Phone Address 7340 W. 44' Avenue jLot 1.) e-mail ftafova(ii)redland.corn City Wheat Ridw State Colorado Zip 10033 Billing Address (if different than service address) Narne Phone Fax-- Address City _,___... State New Construction_ Other (describe)__ Sewer tap size in inches 6' "_ Water tap size in inches Building type (circle one): Single-family residential (SFE 1.0) Duplex (SFE 2.0) Multi-family (See table below) Commercial (See table below) Multi-family & Commercial; Single Family Equivalents (SFE) based on water meter size (circle one): -1 /4 inch —l.9 SFE I inch=4.5 SFE 1,5 inch=l I SFE 2 ineh=20 SFE 3 inch=42 SEE 4 inch=76 SFE Name of licensed contractor doing the connection, if known _ See Rate Schedule for current connection and inspection fees: 'ro , rAL FEE (check number $128,791.00_ f 00339833.DOC / 21 The undersigned (APPLICANT) hereby applies for sewer services connection permit and states that lie is the owner, authorized agent, or officer of the owner of the premises herein described and is empowered to bind the owner and all successors and assigns of the owner to comply with the Rules and Regulations of the Wheat Ridge Sanitation District. The Rules and Regulations of the District are available at the office of the District Call District line maintenance contractor for inspections. CONDITIONS OF APPROVAL Signature of Applicant Date Signature of District Engineer, Signature of District Agent, IM Date Connection Inspected and Approved by: Date, f 00339833.130C / 2) I m CL a ff a -4 ;D io -n (Ole 0 0 C7 C9 0 0 cc co 000 0., 00 .a Z N 0000w—'00000 0 cc &0 ?! F o o 0 m ; 4 J r ( 00 z m CL a ff a -4 ;D io -n (Ole 0 0 C7 C9 0 0 m CL a ff a -4 0 4 4 C7 C9 0 0 cc co 000 0., 8 N 0000w—'00000 0 cc m CL a ff a 'o C)wl 0 v cc ca SRI it $ $ sit Q -4 • 0 z 0 0 • 0 > m co co I I �Jral a FROM m I • it $ $ sit Q -4 • 0 z 0 0 • 0 > m co co I I �Jral a FROM m I I X 0 M --4 0 z 0 M z 4 M • ;0 z 0 s i 11 !XTF �V:p -4 Ca J . ICJ n CS C9 a a 6to -n 3 O z to ci ca C vii 0 a 0 0000 00 10 (A w • 000 SUB P" c D Al z 2 :r coo 0 SO = 0 kF CD Ocn Tam 1-4 P M m a a 0 p �w *is (o 08 � �& 4-;, 00 ,as 4 z 6 i:> �0 1 '0 a a$ 6 6:-4 cr !XTF �V:p r Ca J . 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Is 9 009 M . z 1 0 at 0) CJ Z (0 G AS R 143 OD • yypp Z ton z 0 C9 CS C7 1 0 0 (A 0 0 to PO z 9 0 > M a 0 ?* F al ( M A 10 t r - MM • 9 PO -To • 00 gS� Cog z I -4 9 009 M . z 1 0 at 0) CJ Z (0 G AS R 143 I 'A M 0 o z 1 0 at Yt M G AS R 143 -4 • yypp Z 0 z C9 CS C7 (A 0 0 to PO tA 9 99 99999,99 99 > M I 'A M 0 o z -4 at o 2 4 ' o 0 co M G AS r o- 6f 0 • yypp Z 0 z (A 0 0 to PO tA 9 99 99999,99 99 > M a % r ftl M al 10 t tot G;7, -To I 'A M.. wt- M 0 o z -4 ty? o 2 4 ' o 0 co h3 0 0 G AS r o- 6f 0 • yypp 9::! ?-> 0 z (A 0 0 to PO tA 9 99 99999,99 99 to A Cow M.. wt- girt 1 M 0 o z -4 p p G AS r o- 6f 0 • yypp 9::! ?-> 0 z (A 0 0 to 9 99 99999,99 99 a M w OD Si m gS� Cog -4 girt 1 M 0 o z -4 p p G AS Ca (A 'a 0 rn , s • zi 4 z (A 0 0 to 9 99 99999,99 99 a girt 1 M 0 o z t. z M Z� M X z • o (A 0 0 to C t. o (A 0 0 to M z 0 0 = 2(v M M w ;D 2 c t. Rhvac is an ACCA approved Manual J and Manual R computer program, Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Project "title: Wheatridge Town Center Unit Al Project Crete: Monday, October 27, 2014 Client Name: Kephart' Client Address: 2555 Walnut Street Client City. Denver, CO 80215 Company Name: GLH Engineering Company Address: 2555 Walnut Street, Suite A Company City. Denver, Co 80205 Company Phone. 303 -923 -3533 Company Fax 393 - 648 -4821 Company Website. www.GLHeng.com Reference City. 12,495 Wheatndge, Colorado 12495 MBH (Based On 0.840 Derating) Building Orientation: 9,977 Front door faces North 98 Daily Temperature Mange: 223 High 2 °l Latitude: 39 Degrees 0.85 Tons (Based On Sensible + Latent) Elevation: 5283 ft: 1.33 Tons (Based On 75% Sensible Altitude Factor: 0.823 Capacity) Elevation Sensible Adj. Factor: 0.832 (and 0.832 Sensible Derating) Elevation Total Adj. Factor: 0.964 Elevation Heating Adj. Factor: 0.840 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry B ulb Wgi Bqlb el „Hum RelH rn Qry Bulb Difference Winter: 1 0.21 nla nla 72 nla Summer: 91 59 15% 38% 72 -14 "total Building Supply CFM: 649 CFM Per Square ft.. 0.947 � Square ft. of Room Area: 686 Square ft. Per Ton: 515 Volume (W) of Cond. Space: 6,174 Total Heating Required Including Ventilation Air: 12,495 Btah 12495 MBH (Based On 0.840 Derating) Total Sensible Gain. 9,977 Btuh 98 'total Latent Gain; 223 Bth 2 °l Total Cooling Required Including Ventilation Air: 19,266 Stuh 0.85 Tons (Based On Sensible + Latent) 1.33 Tons (Based On 75% Sensible Capacity) (and 0.832 Sensible Derating) Rhvac is an ACCA approved ffilanual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All c omputed resu building use and weather may vary. y our s co nditions. C :t ...12014 -025 he ... unit A1.rh'9 Monday, October 27, 2014,11:44 AM Miscella I Winter: 1 0:21 Summer: 9 59 'es taint r 0.00300 aum�n 0.1000 in.wg. /100 ft. 650 ft. /min 900 ft. /min 0 in. 0 in. Yes taint r U1000 aum�n 0.1000 in.wg. /1X10 ft. 450 ft./min 750 ft. min 0 in. 0 in. ., n/a 72 nl 38% 72 -1 4 .1 7 Infiltration & Ventilation Sensible Loss Multiplier: 6430 = (1,10 X 0.823 X 71.00 Winter Temp. Difference) Winter Infiltration Specified: 0.410 AC /hr (42 CFM), Construction. Semi -flight Summer Infiltration Specified; 0.220 A C/hr (23 CFM), Construction: Semi-Tight taint r aum�n Infiltration Specified; 0.410 AC 0,224 AC/hr 42 CFM 23 CF Infiltration factual: 0.410 AC/hr 0,220 AC/hr Above Grade Volume: 6,1 L4 Cut. X 6.1 74 Cu:ft. 2,531 Cu.ft. /hr 1;358 u.ft./hr Xt. 16T X 0, 167 Total Building Infiltration: 42 CFM 23 CFM "Total wilding Ventilation: 50 CFM 50 CFM -.- System 1 - -- Infiltration & Ventilation Sensible Gain Multiplier: 17.21 = (1,10 X 0.323 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -7.93 = (0.68 X 0.323 X -14.17 Grains Difference) ) i Infiltration & Ventilation Sensible Loss Multiplier: 6430 = (1,10 X 0.823 X 71.00 Winter Temp. Difference) Winter Infiltration Specified: 0.410 AC /hr (42 CFM), Construction. Semi -flight Summer Infiltration Specified; 0.220 A C/hr (23 CFM), Construction: Semi-Tight .1...\2014 -02 tWhe ... Unit A1.rh9 Monday, October 27, 2014, 11 44 AM IR t Y s' Sc T IT t Ar � Gsin� Gain ain' � � 4 6LOiding U5 133 515 686 9,577 223 10,200 IO A96 115 649 649 system, 1 0,85 133 515 686 9 223 10,200 10,496 115 649 649 9Zt1 Verrtilab 860 -397 860 3.215 Z one 1 686 9,317 620 9,737 7,281 115 649 1- Living 264 5,168 276 5,444 4,548 72 368 � f 2 -Kitch l-as drylF# l 152 246 0 248 281 4 18 3-Bed room 1 194 3,5"77' 344 3,921 2,312 36 25 4 , 6ath J2553-- 76 124 0 124 144 2 9 g i .1...\2014 -02 tWhe ... Unit A1.rh9 Monday, October 27, 2014, 11 44 AM A -V -O. la ing- Double pane low -e (e _ 0.60), operable 78 1,939 0 4,207 4,207 Total Sensible Cain. ndow,,vtnyl frame, u -value 0.35, SHGC 0.5 BOh 98 % Total Latent Cain': 223 A -v -d: Glazing-Double pane low -e e _ 0.60), surfing 24 596 0 637 637 Btdh glass door, vinyl frame, u- valve 0.35, SHGC 0.5 Toes (Based On Sensible + Latent) 1.33 12F -Obw: Wall - Frame, R -19 insulation in 2 x 6 stud cavity, 159 767 0 113 313 Capacity) no board insulation, brick finish, wood studs (and 0,832 Sensible Derating) 365x36. Roof(Ceiling -Under Attic with Insulation on Attic 666 1,266 0 874 674 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Clark Asphalt Shingles or Lurk Metal, Tar and gavel or Membrane, t -38 insulation Subtotals for structure. 4,568 0 5,831 5,831 People, 4 800 920 3,720 Equipment. 0 0 0 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM, 42, Summer CFM. 23 2,713 -180 390 210 Ventilation: Winter CFM. 50, Summer CFM: 50 3 „215 -397 860 464 Exhaust: Winter CFM: 50, Summer CFM: 50 AED Excursion, 0 0 1,976 1,976 Total Building Goad Totals, 10,496 223 9,977 10,200 Total Building Supply CFM: 649 CM Per Square ft.: 0,947 Square ft, of Room Area: 686 Square ft. Per Ton: 515 Volume (W) of Cond. Space: 6,174 I otal Heating required Including Ventilation Air: 32,495 Bath 12.495 MBH (Based On 0,840 Derating) Total Sensible Cain. 9,977 BOh 98 % Total Latent Cain': 223 Btdh 2 �"I� Total Cooling Required Including Ventilation Air. 10,200 Btdh 0.85 Toes (Based On Sensible + Latent) 1.33 Togas (Based Can 75% Sensible Capacity) (and 0,832 Sensible Derating) Be Rhvac is an ACCA approved Manual J and Manual D computer program, Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual b. All computed results are estimates as building Use and weather may vary. sure to select _ both sensib . and latent loads acco . the manufacturer's performance data at your design conditions. C:\ ...\2014 -025 Whe ... Unit A1.rh9 • 1 Living loom *368 348 242 260 290 300 264 336 4-6 2 Kitchen /Laundry /Ha 11 * 18 15 14 15 15 14 16 - 4 3 Bedroom 1 *'255 202 112 158 214 189 135 202 -- 4 Bath *9 9 8 7 7 7 7 8 1-4 45" Northeast 576 8,940 223 016 1.19 90 1, Bast 377 6,146 223 0.53 0.82 'I 135 Southeast 439 7,621 223 9.69 9.94 .I 1801 South 526 8,246 223 9:71 1.1 t3 ,? 225° Southwest 511 8,036 223 {3.69 1.07 2703" West 421 6,767 223 0.58 0.90 315 Northwest 562 8,748 223 0.75 117 ! Indicates highest value of all rotations. Building Rotation Tonnage 1.4 t.t} EP North Northeast East Southeast South Southwest West Northwest Direction Front door Faces Building Recothrrended Tonnage Building Net Tonnaq :\ ...\2014» -025 Whe ,,, Unit A1.rh9 Monday; October 27, 2914, 11:44 AM All rotation degree values in this report are clockwise with respect to the project's original orientation. 1 Building orientation as entered (iero degrees rotation): Front door faces North * Indicates highest CFM of all rotations. Fill! illi�illi�ill�ill�ililllliiii������illillillillililli��iiiiiiiiii 14,000r ......... ^^.'^^...^.�^`..^.�..�..^.^..,,.�..,.,.^....�,.^..`^.,^�.�.�.^,.,.^`.'���^....^.�, 13,000t� �JAL��^.^..�- ^^'^^^^^^`^^^^^'`~'^^^�^`'�^'^`��'^^^`�^''^^^^^ 8am gam 10am Ilem^ 12pm 1pmm 2pm Time of Day ' QN .. \2014-025 Whe ... Unit Al.rh9 Monday, October 27,2014,11 AM Front door faces Northeast Frort door faces Southeast Frort door faces South Front door faces Southwest Fbwt door faces West From door faces Notthw� ' QN .. \2014-025 Whe ... Unit Al.rh9 Monday, October 27,2014,11 AM Rhvac is an ACCA approved Manual J and Manual d computer program: Calculations are performed per ACCA Manual J 8th Edition; Version 2, and ACCA Manual D. Project Title: Wheatridge Town enter Unit Al ANSI Project Date: Monday, October 27, 20114 Client Name: Kephart Client Address: 2555 Walnut Street Client City. Denver, CO 80205 Company Blame. GLH Engineering Company Address: 2555 Walnut Street, Suite A Company City. Denver, Co 80205 Company Phone. 303 - 923 -3533 Company Fax 303 -648 -4321 Company Website. www.GLHeng.com Reference City. Wheatridge, Colorado Building Orientation: Front door fads North Daily Temperature Range: High Latitude: 39 Degrees Elevation: 5283 ft Altitude Factor: 0,823 Btuh 12,501 MBH (Based On 0.840 Derating) Elevation Sensible Adj. Factor: 0.832 Bash 98 °f Elevation Total Adj. Factor: 0,984 Btuh 2 % Elevation Heating Adj. Factor: 0.540 Btuh 0.85 Tons (Based On Sensible + Latent) Outdoor Outdoor Outdoor Indoor Indoor Brains Dry Bulb W t Bulb B Rel. ttm ) g1b Diff rend Winter: 1 0.21 nla nla 72 n/a Summer: 91 59 15% 38% 72 -14 Total Building Supply CFM 850 CPM Per Square ft.: 0,945 Square ft. of Room Area 587 Square ft. Per `on: 515 Volume (W) of Cond. Space: 8,183 Total Heating Required Including Ventilation Air: 12,501 Btuh 12,501 MBH (Based On 0.840 Derating) Total Sensible Gain: 9,978 Bash 98 °f Total Latent Cain: 223 Btuh 2 % Total Cooling Required Including Ventilation Air: 10,201 Btuh 0.85 Tons (Based On Sensible + Latent) 1.33 Tons (Based On % Sensible Capacity) (and 0.832 Sensible Derating) C,l ...\2014 -025 Whe .e. 1 ANSI A.rh9 Monday, October 27, 2014, 11:46 AM C:\...\2014-025 Whe ... 1 ANSI A,rh9 Monday, October 27, 2014, 11 A6 AM Ma in Trunk un Calculate: Yes AC/hr Yes Use Schedule: Yes CM Yea R oughness ` 'actor 0.00300 AC/hr 0.01000 Pressure Drop: 0.1000 in.wg. /100 ft. 0.1000 in.wg. /100 ft. Minimum Velocity: 650 ft. /min 450 ft. /min Maximum Velocity: 900 ft: /min 750 ft /min Minimum Freight: 0 in 0 in. Mayimum Freight: 0 in. 0 in. C:\...\2014-025 Whe ... 1 ANSI A,rh9 Monday, October 27, 2014, 11 A6 AM Winter Summer Infiltration Specified: 0.410 AC/hr 0.220 AC/hr CM 23 CPM Infiltration Actual: 0.410 AC/hr 0.220 AC/hr Above Grade Volume: X 6.183 Cu.ft. 61 03 C .ft. 2,535 Cu.ft./hr 1,360 Cu.ft. /hr L 0.01 L7 X 0.0167 Total Building Infiltration: 42 CPM 23 CPM Total wilding Ventilation: 50 CFM 50 CPM --- System 1 -- Infiltration & Ventilation Sensible Gain Multiplier: 1721 = (1.10 X 0.823 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier. -7.93 = (0168 X 0,823X-14.17 Grains Difference) Infiltration &'Ventilation Sensible Loss Multiplier: 6430 = (1,10 X 0.823 X 71.00 Winter Temp, Difference) Winter Infiltration Specified: 0.410 AC/hr (42 CPM), Construction: Semi -Tight Summer Infiltration Specified: 0.220 AG/hr (23 CPM), Construction: Semi -Tight C:\...\2014-025 Whe ... 1 ANSI A,rh9 Monday, October 27, 2014, 11 A6 AM C:\ :.:\2014 -02 h .- 1 'ANSI A.rh9 Monday, October 27, 2014,11:46 AM ,ZV f 637 no board insulation, brie, finish, good studs 12,501 Btuh 12.501 MI H (Ba ^ 5 6,840 # crating) 168 -38: Roof/Ceiling-Under Attic with Insulation on Attu 687 1,267 0 375 375 Floor (also use for Knee Walls and Partition Ceilings), 223 Btuh 2 ° Vented Attic, No Radiant Berner, Dark Asphalt 10,201 Btuh 0.85 Tons (Based On Sensible + Latent) € Shingles or Dark Metal, Tar and gravel or 1.33 Tons (Based On 75% Sensible Membrane, R -38 insulation Capacity) Subtotals for structure: 4,569 0 5,832 5,632 t People. 4 800 920 1,720 Equipment: 0 0 0 Lighting: 0 0 0 Ductwork, 0 0 0 0 Infiltration: Winter FM. 42, Summer CFM. 2 3 , 2,717 -180 390 210 Ventilation: Winter CFM, 50, Summer CFM. 50 3,215 -397 860 464 Exhaust: Winter CFM: 50, Summer CFM: 50 AFC? Excursion: 0 0 1,976 1,976 Total Building Load Totals: 10,501 223 9 „978 10,201 Total wilding Supply CFM: 650 CFM Per Square ft.: 0,945 Square ft, of Room Area: 687 Square ft` Per Ton: 516 Volume (ft') of Cond. Space: 6,183 Total Heating Required Including Ventilation Air: 12,501 Btuh 12.501 MI H (Ba ^ 5 6,840 # crating) Total Sensible Cain: 9,978 Btuh 98 % Total Latent gain: 223 Btuh 2 ° Total Cooling Required Including Ventilation Air: 10,201 Btuh 0.85 Tons (Based On Sensible + Latent) 1.33 Tons (Based On 75% Sensible Capacity) (and 0,832 Sensible [berating) 0;1...12014 -025 Whb ..W 1 ,ANSI A.rh9 Monday, October 27, 2014, 11 :46 AM R otation All rotation degree va lues in this report are clockwise with respect to the project's original orientation. Building orientation as entered {zero degrees rotation }: Front door faces forth t t ,, ..,,: t •.t p it t u i ,... i tt .t. .x 1 vy 1. t:. t .J, - a?' Y.a ... ': t :l S u" x Y 1 i'y �'ttl x 1i l . yl�t ii` 1 \d� `111'1 \ttly s ilt;z ill iii}.,, System 1 . Zone 1 : 1 Living Room *368 348 242 269 2903 30303 264 ' 336 - -6 Kitchen/Laundry/Ha *19 19 16 15 16 16 16 17 1 -4 11 Bedroom 1 *253 20303 111 157 212 188 134 2031 - -5 4 Bath *9 9 8 7 7 7 7 8 1-4 * Indicates highest C M of all rotations. 00 North *650 *9,978 *223 *0.85 *133 45* Northeast 576 8,941 223 0.76 11 90 East 377 6,147 223 03.53 6.82 135 Southeast 439 7,0322 223 03.603 00.94 1803" South 526 8,247 ` 223 03.71 1.1 225° Southwest 511 8,0137 223 03.69 1.037 270 West 421 6,768 223 9.58 03.90 3150 Northwest 562 8,749 223 0.75 117 * Indicates highest- value of all rotations. Building Rotation Tonnag 1. 1.2 'tag o. North Northeast East Southeast South Southwest West Northwest Direction Front door Faces Building ., . ,.. Tonnag ---4— Buildinq Net Tonnaq i C:\—\2014-025 Whe ... 1 ANSI A.rh9 Monday, October 27, 2014,11:46 AM I 'p°^ z pill PIT] '4 pm opin 0 pm ,pmm Time of Day C:\..\2O14-O25VVhe ... ? ANSI A.rhB Monday, October 27, 2014, 11 - 46 AM 303-923-3533 303-648-4821 www.GLHeng.com Building Orientation: 14,751 Front door faces North 14,751 Daily Temperature Range: Total Sensible Gain High Btuh 96 Latitude: 39 Degrees Btuh 4 Elevation: 5283 ft. Btuh 1,19 Attitude Factor: 0,823 1 �83 Elevation Sensible Adj. Factor: 0.832 Elevation Total Adj, Factor: 0.964 Elevation Heating Adj, Factor: 0.840 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bqlb Wet _Bulb Rgl.Ligm Rgl.Hgm Da, &lb Difference Winter: 1 0.21 n/a n/a 72 n/a Summer: 91 59 15% 38% 72 -14 Total Building Supply CFM: 903 CFM Per Square ft.: 1.099 1 Square ft. of Room Area: 821 Square ft . Per Ton: 449 Volume (W) of Cond. Space: 7,389 Total Heating Required Including Ventilation Air: 14,751 Btuh 14,751 MBH (Based On 0.840 Derating) Total Sensible Gain 13,694 Btuh 96 % Total Latent Gain: 589 Btuh 4 % Total Cooling Required Including Ventilation Air: 14,283 Btuh 1,19 Tons (Based On Sensible + Latent) 1 �83 Tons (Based On 75% Sensible Capacity) (and 0.832 Sensible Iterating) C:1 ...\2014 -025 Whe — 1 ANSI A-rh9 Monday, October 27, 2014,11:52 AM iter: 1 0.21 30% n/a 72 n /a' rimer: 91 59 15% °! 72 - 14.17' C:\ ...12014 -025 Whe ...1 ANSI A.rh9 Monday, October 27, 2014, 11:52 Alts In are �... ... ono _ ___.__. _ Calculate: Yes AC /hr Yes Use Schedule: Yes CM" Yes Roughness Factor: 0.00300 AC/hr 0.01000 Pressure Crop: 0.1000 in wg. /100 ft. 0.1000 in.wg. /100 ft: Minimum Velocity: 050 ft. /min 450 ft.. /rain Maximum Velocity: 900 ft: /min 750 ft. /mitt Minimum Height: 0 it 0 in. Ma Height: 0 ire. 0 in C:\ ...12014 -025 Whe ...1 ANSI A.rh9 Monday, October 27, 2014, 11:52 Alts Winter Summer - Infiltration Specified: 0.410 AC /hr 0220 AC/hr 50 CM" 27 CM Infiltration Actual: 0.410 AC/hr 0.220 AC/hr Above Grader Volume: X 7. 389 Cu.ft. X.-I 382 CuA. 3,029 Cu.ft. /hr 1,625 Cu.ft./hr X X 0.0167 Total Building Infiltration: 50 CM 27 CM Total Building Ventilation: 50 CM 50 CM _-- System 1-- Infiltration & Ventilation Sensible Gain Multiplier: 1721 = (1:10 X 0.323 X 19.00 Summer Temp. Difference) Infiltration & Ventilation patent Gain Multiplier: -7.93 = (0.68 X 0:523 X -14.17 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 64.30 = (1.10 X 0.923 X 71.00 Winter Temp. Difference) Whiter Infiltration Specified: 0.410 Ater ( 0 C M), Construction: Semi -Tight # Summer Infiltration Specified: 0.220 AC/hr (27 CAM), Construction: Semi -Tight C:\ ...12014 -025 Whe ...1 ANSI A.rh9 Monday, October 27, 2014, 11:52 Alts • Monday, October s 1 Otal Heat Kequire including Ventilation ,fir. 14,751 Btuh 14 .751 MBH (Based On 0.840 Derateng Total Sensible Caen. 13,694 Btuh 96 % Total Latent teen. 669 Btuh 4 % Total Cooling Required Including Ventilation Air: 14,283 Btuh 1.19 Tons (Based On Sensible + Latent) 1:63 Tons ( On 75% Sensible Capacity (and 01.832 Sensible Derateng) � i # R' 1 Otal Heat Kequire including Ventilation ,fir. 14,751 Btuh 14 .751 MBH (Based On 0.840 Derateng Total Sensible Caen. 13,694 Btuh 96 % Total Latent teen. 669 Btuh 4 % Total Cooling Required Including Ventilation Air: 14,283 Btuh 1.19 Tons (Based On Sensible + Latent) 1:63 Tons ( On 75% Sensible Capacity (and 01.832 Sensible Derateng) � C:\...\2014-025 Whe ... 1 ANSI A.rh9 Monday, October 27,2014,11:52 AM e r • _ • = .s T • • a •sa Zane 1: 287 ' 296 263 Living Room *368 339 227 Kitchen *20 20 16 3 Master *253 195 163 dream I 3 - -5 7 7 4 Bath *9 9 7 5 Bedroom 2 *253 195 103 r - s s'. • 253 287 ' 296 263 340 4 - «6 15 17 15 16 18 1-4 153 216 185 133 203 3 - -5 7 7 7 7, 8 1-4 153 219 185 133 203 3 - -5 45° Northeast 758 11,632 589 1.432 1.55 90 1, East 456 7,350 589 6.66 0,98 135° Southeast 581 9,123 589 9.81 122 1801 South 731 11,253 589 0.99 1.501 225 Southwest 689 10,660 589 11.94 1.42 276 West 552 8,713 589 6.78 1.16 315 Northwest 77.1 11,829 589 1.03 1.58 * Indicates highest value of all rotations. Building Rotation Tonnage i . #n P d'+ North Northeast East Southeast South Southwest West Northwest Direction Front door Faces Budding Recornrnanded Tonnage Buildinq Tonnaq .1.;.\2614 -625 he ... 1 ANSI Aarh9 Monday, October 27, 2014,11:52 AM Building Rotation Hourly Nast Gain 19,00or ITOM.... -A 16,000- if . - - I - . . , . . I , . , . . A- . ... . I Sam 9 a 10 am 11 am 12 pm 1 p 2pm 3 m 4 m Sprn 6pm 7 p Time of Day --#— Front door faces North —W— Frond door faces Northeast Frort dow faces East Pi0hit door faces Southeast Fr6tit door faces South Frord doorfadoe $44thotest Rott 004046" WoOt pro4it 406rlioei Northoft C:\...\2014-025 he ... 1 ANSI A.rh9 Monday, October 27, 2014, 11:52 AM thvac Is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, 'Version 2, and ACCA Manual D. Project Date: Monday, October 27, 2014 Client Dame: Kephart Client Address: 2555 Walnut Street Client City: Denver, CO 80205 Company blame: CLb Engineering Company Address: 2555 Walnut Street, Suite A Company City: Denver Co 80205 Company Phone: 303 - 923¢3533 Company Fax: 303-548 -4821 Company Website: www.GLHeng.com Building Orientation: 17,132 Front door faces forth 17,132 MBb (Based On 0.840 Deratin ) Daily Temperature Range: 15,005 High 94 Total Latent Gain: Latitude: 39 Degrees % Total Cooling Required Including Ventilation Air: 15,052 Elevation: 5283 ft. Altitude Factor: 0.823 Elevation Sensible Adj. Factor: 0.832 1 Elevation Total Adj. Factor: 0.964 Elevation beating Adj. Factor: U40 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb W t. uIt R kI, I rn Rel.b m Dot&lb Differ ° nea Winter; 1 0.21 n/a nla 72 nla Summer:. 91 59 1'5% 36% 7 2 -1 Total Building Supply CFM: 908 CFM Per Square ft.: 0.983 Square ft, of Room Area: 924 Square ft.. Per Ton: 461 Volume (W) of Cond, Space: 8,316 Total beating Required Including Ventilation Air: 17,132 Btuh 17,132 MBb (Based On 0.840 Deratin ) Total Sensible Gain: 15,005 Stuh 94 Total Latent Gain: 1,027 Btuh 8 % Total Cooling Required Including Ventilation Air: 15,052 Btuh 1:54 Tons (Based Can Sensible + Latent) 2.00 Tons (Based Can 75% Sensible Capacity) (anti 0,832 Sensible Derating) C :\ ,..(2014 -025 W e ,..r unit B2.rh9 Monday, October 27, 2014,12:01 PM Vinter: T ?. 1__ 80 n /a 72 n /a' summer:, 91 59 15% 38% 72 -14.17 C:\...\2014-025 Whe ... Unit B2.rh9 Monday, October 27, 2014, 12:011 ISM , Main Tr Summer Calculate: Yes AC/hr Yes Use Schedule, Yes CFM "Yes Roughness Factor: 0.00300 AC /hr 0.01000 Pre' ure trop: 0.1000 in.wg. /100 ft. 0.1000 in wg,/1 ft: Minimum Velocity: 650 ft /min 450 ft. /min Maximum Velocity: 900 ft /min 750 ft /in Minimum height: 0 in. 0 in. Ma sl eight: 0 in. 0 in. C:\...\2014-025 Whe ... Unit B2.rh9 Monday, October 27, 2014, 12:011 ISM , int r Summer Infiltration Specified: 0310 AC/hr 0.1610 AC/hr 43 CFM 22 CFM Infiltration Actual: 0.310 AC /hr 0.160 AC/hr Above Grade Volume: X 8.316 Cu.ft. X___&3_16 Cu ft. 2,578 Cu.ft./hr 1,331 Cu ft. /hr X x.01 7 X 0.016 Total Building Infiltration: 43 CFM 22 CFM Total Building Ventilation: 50 CFM 50 CFM i __- System 1 Infiltration & Ventilation Sensible Gain Multiplier: 17.21 = (110 X 0,823 X 19.00 Summer Temp. Difference) Infiltration & Ventilation latent Cain Multiplier; -7.93 = (0.68 X 0,823 X -14.17 Grains Difference) Infiltration & Ventilation Sensible toss Multiplier: 64.30 - (1.10 X 0.823 X 71.00 Winter Temp. Difference) Winter Infiltration Specified: 0.310 AC/hr (43 CFM), Construction: Semi-Tight Summer Infiltration Specified. 0.160 AC/hr (22 CF ), Construction: Semi - Tight I C:\...\2014-025 Whe ... Unit B2.rh9 Monday, October 27, 2014, 12:011 ISM , Preview ReDort Scope 1j Tom diet Tom ft - I t k dam aSen# tas t' Netj 1 Loss' 9 k t l A ct .k k �ssa n y � i BL#Idng 1.34 2.00 461 924 15,005 1,027 16,032 14,391 176 908 908 wt m 1 134 2.00 461 924 15,005 1,027 16,032 14 „391 176 908 908 10x1 Verttil 860 ; .397 860 3,215 Zone 1 924 14,144 1.424 15,566 11,1761 176 908 908 10x'1 I-Livirg Room 243 4,455 352 4,807 3,346 53 286 286 3 2-KilcherAswdry 198' 311 0 311 366 6 20 20 1„ 3-Master BedroomlWIC 238 4,882 327 5,209 4,285 68 313 313 3 4 -1at1t 77 1,181 35 1.546 1,484 23 76 768 1,u .5-Bodroom 2 168 3,316 380 3,696 1 27 213 213 2- CA .;12 14-025 Wh ... Unit B2.rh9 Monday, October 27, 2014, 12:01 PM wi; 2A -v®d: Glazing-Double pane low-e (e = 0,69), sliding 24 596 9 394 394 Total Sensible Gain: glass door, vinyl frame, u-va lue 0.35, Sl t3C 0.5 Btuh 94 % Total Latent Cain: 1,027 12B -t3bw: Wall - Frame, R -19 insulation in 2 x 6 stud cavity, 447 2,158 ? 315 316 ` no board insulation, brick finish, wood studs Tons (Based On Sensible + Latent) 2.00 96538. oofl eslin - UnderAttic with insulation can Attic 924 1,706 0 1,177 1,177" Capacity) Floor (also use for Knee Wells and Partition Ce ilings), (and 9.832 Sensible Derating) Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or bark Metal, Tar and gravel or Membrane, R -38 insulation Subtotals for structure. 8,492 0 9,231 9,231 People: 8 1,600 1,840 3,440 E quipment: 0 9 Lighting.- 9 0 9 Ductwork. 9 9 9 0 � Infiltration: Winter CPM. 43, Summer CPM. 22 2,764 -176 382 , 206 Ventilation: Winter CP M: 50, Summer CFM: 50 3,215 -397 860 464 Exhaust: Minter CPM: 513, Summer CAM: 59 ABD Excursion: 9 9 2,699 2,691 Total Building toad Totals: 14,:391 1,027 15,005 16,032 � Total Building Supply C'M. 9fD8 CPM Per Square ft.. s�' u e t�.983 ,x "` d p Square fta of Room Area. 924 Square ft. Per Ton. 461 Volume (W) of Cond p : 8,316 i otai Heating Kequirea including Ventilation Air: 17,132 B tuh 17.132 MB (Based On 0 .840 Derating) Total Sensible Gain: 15,005 Btuh 94 % Total Latent Cain: 1,027 Btuh 6 % Total Cooling Required Including Ventilation Air: 16,1332 Btuh 1.34 Tons (Based On Sensible + Latent) 2.00 Tons (Based On 75% Sensible Capacity) (and 9.832 Sensible Derating) lI C:\_\2014-025 Whe _ Unit B2.rh9 Monday, October 27„ 2014, 12:91 PM i(t Zone 1: 233 249 1 Living Room *286 269 Kitchen /Laundry *29 203 3 Master 313 *317 Bedroom /WIC 1..:,4 234 4 Bath 76 *88 5 Bedroom 2 *213 164 Indicates highest CM of all rotations. 68 191 233 249 255 216 269 3- -6 16 16 16 16 16 18 1..:,4 234 243 232 261 254 369 3­6 135 68 56 68 77 89 1 -- 87 135 174 153 1019 176 2­6 01 0 North *908 *15,01035 *1,027 *1:34 *2.00 45° Northeast 857 14,2016 1,0327 127 1.96 90 1, East 696 103,396 1,027 01.94 1.38 135 Southeast 696 11,696 1,027 1.036 1 ®56 180 1, South 728 12,197 1,0127 1.19 1,63 225 Southwest 753 12,587 1,027 1.13 1.68 2701° West 672 11,323 1,0327 1.93 1.51 315 Northwest 847 14,448 1,027 1.26 1.88 * Indicates highest value of all rotations. Building Rotation Tonnage Alf ;2.0 .G1 i. 771 ... 4 ^1 ..... North Northeast East Southeast South Southwest West Northwest Direction Front door Faces Building . -. Tonnage Bu#dinq Net Tonnaq l C:1..:\20314 -025 Whe ... Unit B2,rh9 Monday, October 27, 20 :01 PM 0 Ime of Day n= M, Wheat Ridge Town Center North Garages UU � IAL AF us Y k Subject to .... .. pi a 0 2535 17" STREEr, DENVER, C 80211 4" 303 - 783 -479 7 303-830-9133 FAX i 'j 1 MEMBER REPORT Garage Roof Framing PASSED T" # Garage P-fec#�sr 2 l ) 1 3 4"x 9 1/2" 1.9E> l lla L Overall Len tW 9 All tocations are measured from the outside face of left support (or left cantilever ), Ali dimensions are horizontal, ,' " i .S ; r r , a ;F xA aY ai( . ; n , ^ , # ;•,w .. .. hter R can lb) 2 0 dt t 0 0 10 S (A!L pars) SlTear Clbs) ' 2146 1211"" 7265 Passed( a) 1,15 1.Q 0 + 1. (A9! Spans) System . wall , w Member T ype Header # Building Me Residential TtTr ( t {bs� 832 i 4° 5`" 13541 Pas {47°x) 2 3 i d3 [7 1 f? SAId r�} µKK Iiutldtr t ac4e : IBC Live ttaad t1di1 ih t} 357 i 4T Q ? Passed IJ7 7 �w. wm + S Ali S W Design Mebuxk,09y . ASD _ 11 _ q ?.4 _ .. �.: 0.475 .., Passed ( tj477) °- 1,0 D + 1 S...(All Spans) Deflection criteria; LL (T360) and TL (tl240). 6tacing (Ur). Alf compression edge (dos and bottom) must be braced at 9° 5" o/c finless det alled otherwise, Proper attachatent and positioning of lateral bracing is reduced to act member slabsfty. T �w� A Mix r {r a r ss Y •� "4v #i h�Y�' t § i dh } r " ' $3+H f •� ��1 *� \ S + �'.* D t ° e d Y k _ L A �' `. Y+�. �t ��l OY� �! a`� ^m++yy `S • ln , Jl 4 pi. :i q i y yb a �uit�c«,�..a».xnm...:"a�a.. ,.«,..owpi..l t�� 2:i P'�!R ��� d`t P^,. `� l`, d"Pka�Fw���,�».t� n od,.• `. =„e,.e ".=..:w.,.«« `` P Trimmer i#C 2.SCl I'so 1.Sdi" 916 1746 2662 None 2 -1 r m tih 1 5Q Z 6Q 1 5d 916 1746 2662 bone ..,.... 1 em..w� 1 �. It tt"l�i b + 4 h } 4 t �.Y.)J* 9 - Uniform (PSR) 0 to 7 6 1 �. 12'3' .. 1510 30 Di R�rof .k�r . . �4}r �@1 t `1t0> ,. , uf' .. ,1,,�t`?�i`, k ��Y �?.,. 'c : ".:., "`...'..a.,;,a ...».•.,.�...w..�,...,� ,.... �Stt StRatNABU FORESTRY iNiTIATIV Weyerhaeuser warrants tha the suing of b produc will be in accordance Win Weyerhaeuser t design criteria and published design vatues• Weyerhaeuser expressly disclaims any other warranties mlated to the software, Peter to current weyerhaeusts tttera#ure for installation details, (www,woodbVwy,cmrd Accessories (Rim Board, Blocking heads and Squash Stocks) are not degigned by ft software, Use of this softw is not intended to circumvent dire need for a design pro tessional as determined by the authority haying Jurisdiction, g of record, taa r or Now Is responsible to assure first ttus calculation is compatiple with the events project. Products manufac at Weyerhaeuser picl des are third-party to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have own provided by Forte Software Operator 19/14 11:53:14 AM F orte tr4 6, Design Eng ine; V6. 1,1 Garage C ors. to Page 1 of 't igIFORTE"' MEMBER REPORT Garage Roof Framing, ICY-3 Ganqe Header 2 p e () 13/4" x 9 1/2" 1 M icrol fam(l) LVL. Overall Length: 10'6" r 0 E Alt locations are measured from the outside face of left support (or left cantilever egad ). Alt dime nsions are horizontal. System � Wall Member Type Header Building Use ential Sulklinii Code ; T9 Design Mtaiiodolisiv : ASD Deflection critetix LA. (i„t360) and TL (1 , (240). iiradng (#.u): All compression edges (trip and kzi dond must be braced at 10'W ore uniess deta lled otherwise, Proper atta6ment and poslboomit of taterat The product application, input design loads, dimensions and support in bon have been Provided by forte so ftwefe Operator Jeff Ccu mMQs Anchor Entivreering, kau. i303) 783A797 jmtmy.rAonrmngs@anchomnq c om 4FORTE" MEMBER RMRT Garage Roof Froming Typcal Garage Header wl GT Overag Length: W 6" w Deffecdon, criterov ILL ((L/360) and Oradnq (Lrd} All co Dan edo bracing is required to achieve rites In • System waD Member Type: header Ruitcho t < Residential Building Code s Sgt. td }i?) 0 t "_ $3 ° f w a, iii, STANAlof F(WESTR,Y INIT9ATIVE Neverhaeuser warrants that the sizing of its products will to in accordance with Weyerhaeuser eruct design criteria and published desgn Values, Neverhaeuser expressly disclaims any other warranties related to the so are to current dreyerhaouser IfteraWre for installation detafls, dnFnriAaxt Na PM F orte o ere Ope rator _ lottfdca &ea /1123144::8 art curer __ Forte v4,6, Design Engine: V6,11,5 Anchor Engineering, NYC garage C akm4te (303) 7834797 ieitreYcummhgs 9ncnorend.com Page I of 1 of 81 ..► a r t Deffecdon, criterov ILL ((L/360) and Oradnq (Lrd} All co Dan edo bracing is required to achieve rites In • System waD Member Type: header Ruitcho t < Residential Building Code s Sgt. td }i?) 0 t "_ $3 ° f w a, iii, STANAlof F(WESTR,Y INIT9ATIVE Neverhaeuser warrants that the sizing of its products will to in accordance with Weyerhaeuser eruct design criteria and published desgn Values, Neverhaeuser expressly disclaims any other warranties related to the so are to current dreyerhaouser IfteraWre for installation detafls, dnFnriAaxt Na PM F orte o ere Ope rator _ lottfdca &ea /1123144::8 art curer __ Forte v4,6, Design Engine: V6,11,5 Anchor Engineering, NYC garage C akm4te (303) 7834797 ieitreYcummhgs 9ncnorend.com Page I of 1 of 81 ti 91 b I 8 C, co 0 ¢X3 U. is (Oil . 1 m m W cri Ul A v ss 0 8 C, co 0 ¢X3 U. is (Oil . 1 m m cri 8 C, 0 ¢X3 U. is (Oil . 1 REFEW w, C'4 10 7t U? 9 om # W , ` C' O' k E U. ars acx u � as sr ti ca os e OD 0 spa ms> ca 00 �^^ It tj tA } om am as ci G3 sp ar !a as us In y i � ax it C C7 ra ca ci tt !a ? 'M .... o as to a chi to 0 a z, ti ca ca.y a � � 9! as 4V ar 15 !i It H. a! # !! a N 4t N am mm R f 4 £ Q :\ 6 ro,2� . w <w. � : ^ \ \� \�. .... ro,2� I I vw a I I o IN It LA-Lil Ir /�� \� ` 40 14 of 81 �s POR 14 of 81 Z ;t .. r �.. . _<. E Frisk Category of Building or Other Structure: Seismic Importance Factor go aim Buildings and other structures that represent a low hazard to human fife in the event of failure. 1 4owns, 5% Dam Latitude 39 774 deg North S 0,1905 g, 5.2 sec response Longitude 105,100 deg blest 81 0.05990 g, I:O sec response L tion ; Wheat fridge, CO 80433 ¢g Equivalent Lateral Force Procedure D 1:60 2.40 0..304 0,144 0,203 0,696 ASCE 7 -10 Table 20.3.1 ASCE 7 -10 Table 114 -1 & ffA -2 Calculations per ASCE 7 -10 ASCE 7-10, Page 2, Table 1.54 ASCE 7.90„ Page 5, Table 9.5 -2 ASCE 7 -10 '11.41 No Unfit No Limit Limit = 35 Not permitted Not permitted ASCE 7.90 Section 9214 ASCE 7 -10 Section 9242 affm f4 a CE 7 y q Se 12 y} q ifGd. I G� 17A,�te#� !6. V, d . _ m. _ .. Cs 0.1015 farts 12.&.1.1 W ( Sum Wr..b ) 2100 k Seismic Base Shear V = Cs * W = 2,33 k ASCF 7-10 Section 12 Table of bufiding Weights by Floor Level,.. . ._. .. ........ Level Wi _ . Wei ht H Hek ht i Hit k ., Cvx Fx =Cvx * V Sum Story Shear Sum Story Moment 9 23.00 10,00 230,00 1,00 2.33 2.33 ,00 Swn Wr ` 2100 k Sure W r * i - 230,00 k-ft Total Base Shear 2x33 k Base Mornent - 233 k �p {q(h}! ry JJ .¢ .} F9i3LF Edo- All. d,t . .._w„ ...., v4ks+ Fw.. ww,..`u...«»n..>t:...,a...m.,. ,.,:ro.wuw,..a..... .....,....a,„. ,.. ,.... ,e.... .. ..,,..m ............ . P.v,,.e -- .. --11----1---.----- . n. ,, r -- Level Wi R Sure R Sure Wr Fpx 7 21 00 233 233 2100 1 .iXd W x ... , , . , , x a .... , , ... r .. a ... Weight at level of diaphragm and ether structure elements attach to it, A— x , a ... , , . a , .. , . , , .. a , , , , a x a Design Lateral Force applied at the level. Sure Fl , , , .. x ..... a . , . , . , , , . , . Sung of 'Lat, Force* of current level plus all levels above IN Req'd Farce @ Level . , , , , , , , . 0.20 * S *I* Wpx MAX Req "d Force @ Level , ...... 0,40 # soS * 1 * Wpx Fox: Design Force @ Level ..... , . Wpx * SUM (x_ >n) Fr f SUM(xm >n) wi x = Current level, n = Top Level affm ASCE 7 Wind Analysis General Information Client: Kephart 0.35 15 P ro j ect., Wheatridge TC - garage 03 0.9 Job Number 140345 2 20 Designer ic E xp. B Exp. C K Date: 09. 12,14 This bldg is `xposure C.• K = ._ 0. Wind Speed 129.1 mph, 3 second gust Exposure C Fisk Category Lean Roof Height h 15 ft Bldg Dimension - Lang Direction tion 4 ft Bldg Dimension - Short Direction 21.5 ft & 122&WLAl r r Table 30.3 -1 Lift-1 {} x R C 15 1 03 0.85 15 2 0.7 0,9 20 25 3 03 0,94 25 30 4 03 0,96 30 40 5 076 1,04 40 50 6 0.61 1.09 50 60 7 0.65 1.13 60 70 6 0.69 1.17 70 60 9 0.93 111 50 90 10 0.96 1.24 90 100 11 13.99 1.26 100 l Lower Bound O3 7 0.35 15 15 Upper Bound 03 0.9 2 2 20 20 E xp. B Exp. C K 0.70 0.85 This bldg is `xposure C.• K = ._ 0. Client Kephart Project: Wh eatridge T - Garage 1 Job Number. 140345 Designer do Date 09.12,14 Wind Speed 129.1 mph, 3 second gust Exposure 3 Importance Factor i Mean Begat Height h = 15 It Bldg Dimension - Long Direction 49.25 ft Bldg Dimension - Shat Direction 21.5 It ROW- T ab le tt W Bx '" . B Bx 15 1 0,57 0.65 20 2 0.62 0,9 25 3 0.66 9.94 30 4 0.7 0.96 40 5 0.76 1,04 50 6 0.61 1.09 60 7 0.65 1,13 70 6 0.69 1,17 30 9 0,.93 121 90 10 0.96 1.24 100 11 0.99 1.26 =15tt Lower Bound 0.57 0,85 15 15 Upper Bound 0.62 0.9 = 2 2 20 20 p, B Exp, K 0.57 016 This is is Exposure �h Table 26,6 -1 K = 0,85 Par evalua Table 30,3 -1 K = 0.85 th2saraget elevationIIII Figure 26.6.1 K = ( 1 + K, K K )' H/Lh = ,Cl K K = 1.( qn. 30.3 -1 qh= 30,8 ps Table 26.111 GC = 0,15 Fig, 30.4 - 1 GC values below are worst either windward or leeward. Trio. fre .� , (tt) Cam , C:� ps t s M L tt (pst 10 -1.10 -1.40 210 39.6 48.7 64.7 2 -1.04 -1301 2,00 37.6 45.6 61.7 5 -0.98 -1.15 1,63 36.8 41.0 56.4 100 -0,93 -1.05 133 34.2 37.9 513 200 -0,88 495 1.66 32.7 34.8 51.2 500 -0.80 -0-80 1 .48 30.2 39.2 45.6 Awhor 1�4�* een'", Inc. Job Number; y: C, pia Page: f Anchor 1��een*ng, Inc. Job Num ber i. Pa t } 4 t t t t P { { _.. „ . . ... r ra. � � C LIENT: � h ct 480 # tR r _ qgg T 2wn qtntpr v JOB# 14 BY: DATE: 1 PAGE: 1 Of 1 T 0,0 k Shea Wall Calcula r o 0 # Shea Watt Label. Garage f - Row Wall 0,43 vaftw 339 pit j (Shea Applied) V, (S r Applied) 2306 # o (max opening) 0.000 ft v � 48 t V, (Shear Applied) 0# Dead Load 284.00 pit T O.O k tP (She,, Applied) 0# HA. 57.18 y 339 pit V (Shear Applied) 0 # % Sheathed 1,00 h, (height of V4) tr, (tght of V,) 8.75 ft. Gtpr ring ratkG 0.000 C (height of shear wall) hz (height of V2) 0 ft o < t Vat > all ; OK N (height of W to ft. 22,36 kft U (natal sagmem length) h� { height of V 0 ft. 4.200 kit ti (height of shear watt) 8.75 h. 9L1 8221.8 If lift Regcf No L (total length of wa ll) 4825 ft. RM 198,36 aft U (total segment length) 48L25 ft. OTM 20.176 aft Treatmen Provide 7116" struct, sheathing on exterlorface of thewelf, fasten wt 8d nails a 6" o.c. panel edges and 12" mo, 0 inter. SuP Shear Waft Lsbaf: Garage 9- Exterior Side Walls V, (Shear Applied) 480 # to (Mo. openin 0.000 ft v 23 Pf V (Shear Applied) 0 # Dead Load 176.00 pit T 0,0 k V,, (Shear Applied) 0 # li/L 0,43 vaftw 339 pit j (Shea Applied) 0 # % Sheathed 1, 00 h, (height of V,) 8. 75 (f. Opening ratio 0,000 Check h2 (height of V2) 0 -$t, Co I valkiw>\Avall OK h3 (height of 0 ft h, (height of V4) 0 ft (height of shear wall) 8,75 h 6D 2173 248 # HD Req °d No L (total WVth of wail) 20.58 €t. RM 22,36 kft U (natal sagmem length) 20,58 ft, OTtvt 4.200 kit Treatments: Provide 7/18 "' struct, sheathing on exterior We of the wa ll, fasten wf So nails 0 6" oz, panel edges and 12" o c. a inter Supports Shoa Watt Label: Garage 1- Interior Garage Walls , (Shear A p ) 960 # He (a& opening) 0,000 ft y 48 p1 V (S r tied) 0# Bead Load 130.00 pit T 0 0 k V (Shear Applied) 0 # lt/L 13.44 V* w 200 pit V (Shear Applied) 0 # % Sheathed 1,00 h, (height of V,) 815 ft.. Opening ratio 0,0 00 Check - V IIIH h2 (height of V 0 g. co 1 Val l OK Iv (height of V 0 ft, h, (height of V4) 0 ft. tt (height of shear watt) 8.75 ft, AD 1560 a ttt5 Reg°d No L (total length of wall) 20.00 ft. RfJ# 15.60 kft ELl (total segMent l . th) 20 ft. C37 M 8.400 kit Treatments* Provide 518" gyp, board sheathing on both sides of wall, fasten w/ 6d cooler nails @ '7T' o.e. (block Concrete Volume ; 33.8 Cubic Yards Prestressing Tendon: 861 Linear Feet Numb of End Anchorages : 52 In the L ddie tlon .. U e 1 earn 1t Quantity of Beams 2 1 Depth of Beams. 25,0 Inches 22,0 Inches Width of Beams: 1:2.0 Inches 12.0 Inches Tendons per Beam: 1 °I Burn Tendon Centroid : 3.25 Inches 3.25 Inches Bean Spacing: 10.75 Feet O. Number of Slab Tendons : 5 Slab Tendon Spacing ; 3,50 Feet O.C. Slab Tendon Centroid ; 2,50 Inches from top of slab 1n the S T direction — Beam U291 ea e 1t eam Q uantity of Beams: 2 .�. Depth of Beams: 32.0 Inches 23.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: 1 1 Bearer Tendon Centroid : 3.25 Inches 3,.25 Inches Beam Spacing ; 3..35 Feet O. Number of Slab Tendons ; 11 Slab Tendon Spacing : 4..53 Feet O.C. Blab Tendon C entroid : 2.50 Inches from top of slab JAKephod ArcNtects%140345,Wheat Rkip Towne Center Phase IRCa�esIGara I.pli 2A312 PM ' Registered To : Anchor Engineering P G Tool Kit, Inc. er at Number: 100- 390-916 Project Title : Wheat Ridge Town Center - Foundation Analysis (Garage 1) Project Engineer : RWH Project Number 140345 Project Date : September 12, 214 Geotechnical Report: Terra co n Consultants, Inc. Report l ate : 7I2I2014 Report Number: 25145061 __a —. T AW66cl Load 209,591 LB Lang Bearing Area 986 FT Tension in Tap Fiber (KSI) Applied Pressure on Soil 214 PSF Direction Soil Pressure Safety Factor 11.59 4379 Prestress S urnmar -0.097 97,259 S bgra e Friction calculated by method prescribed in PTI Manual 36,086 Width length Short Long Direction m 11 Direction Number of Slab Tendons Direction __.. Direction Number of Beare Tendons 6 3 Spacing of Slab Tendons (Feet) 4.53 3,50 Center of Gravity of Concrete (from trap of slab) (inch) x.031 6.93 Center of Gravity of "Tendons (from top of slab) (Inch) 1008 8.87 Eccentricity of Prestressing (inch) -2.87 -1.94 Minimum E ffective Prestress Force (K) 396.3 183.4 Beta Distance Effective Prestress Farce (K) 3873 218.7 Minimum Effective Prestress (PSI) 84 91 Beta Distance Effective Prestress (PSI) 82 1039 t s IN= Maximum imtum Moment, Short Direction Lang Maximum Moment, Lang Direction Dir ton Tension in Tap Fiber (KSI) Short Long Direction Direc Allowable Stress - 03.379 4379 Actual Stress - .t}83 -0.097 NEW ;. I ! .. . _..a Page 3 Of 8 ....�..... ._ J*ephart kchitecRs19403 t5,Wheat RWge Towle Center Phases tilCaics\Garages\FoundationkGarage 1 fiats s Short Lang Di Dir ton Allowable Stress 1 80I 1,800_._ Actual Stress 0.533 03.579 Short Lang Direction 3irecton 334,784 97,259 40,296 36,086 Width length 2.24 LIFT 2.39 KIFT Short Long Direction __.. Direction 168.. 1703 57 Page 4 of 6 JAKephert AachitectskI40345,Wheat RWge Towne Coater Phase 1hCCMcMGaeages1Fourvdat tGarAga f pti 2:4312 PM Short Long Direction Direction Cracked Section Capacity (FT -K) 644.4 288.9 0.5 Moment (F ` °) 244.0 95.4 € ment Analysis - "d a lift +ode Maximum Moment, Short Direction 13.46 FT -K/FT Maximum Moment, Long Direction 19.13 FT -1FT Tension in Bottom Fiber (t SI) Compression in Top Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress 1.379 -0,379 Allowable Stress 1x800 1,800 Actual Stress .3 - 11325 Actual Stress 0,247 0.252 Stiffness Analysis - d a L ft q Based on a Stiffness Coefficient of 960 Short Long Di Direction Available Moment of Inertia (Inch) 334,754 N 9,59 . Required Moment of Inertia (inch) 109,621 62,400 Required Moment of Inertia controlled by Width Length Shear nal Sls * EdRe Lift Mods Maximum imum Shear, Short Direction 4.24 K/FT Maximum Shear, Long Direction 419 KIFT Short Long Direction Direction Allowable Shear Stress (PSI) 169 1711 Actual Shear Stress (PSI) 96 101 Ciracked ecgtlog A l srs ® d a f t e Short Long Direction _. Direction Cracked Section Capacity (FT -) 4.9 143.5.. .5 Moment (FT -if) 331x9 105.9 Page 4 of 6 JAKephert AachitectskI40345,Wheat RWge Towne Coater Phase 1hCCMcMGaeages1Fourvdat tGarAga f pti 2:4312 PM Registered To : Anchor E ngimvedn g PTISIab 3.1 Geostructural Toot Kit, Inc, SerW Number: 100110 -lift Project Title : Wheat Midge Town Center - Foundation Analysis (Garage 1) Project Engineer: RWH Project Number: 140345 Project Date a September 12, 2014 Geotechnical Report: Terracon Consultants, Inc. Deport Date: 712/2111 Report plumber : 251450161 RIBBED TI - SELECTED L Short Long Direction Direction Cross Sectional Area (Inch) „ 4,719 _ 2,005 _ Moment of Inertia (Inch): 334,761 97,259 Section Modulus, "fop (Inch) . 41,773 14,030 Section Modulus, Bottom (Inch) . 15,580 5,425 Center of Gravity of Concrete _ from top (Inch) 8.01 6.93 Center of Gravity of Prestressing Tendons - from top (Inch): 10.88 6.67 Jacking Force : 33.015 KIPS `age 5 of 6 J :Wephart Archdtectst140345 Whoat Ridge Towne Center Phase iRC; t.ph 24312 PM PTISIab 3A Geostructural oo Registered To : Anchor ngarte uodW Numbef : 100. 310.116 000 PSI Concrete Mix 4,00U ICI 1,500,000. - PSI 146,0 PCF 2 70,0 KSI 12 Inch :.w ``a +x Average beam spacing used in analysis 's 6 of 6 1: ker art Arcisst�it14p345. hdai Ft dge Taw e ex ter abase #iiCalcsl arageslp au ufatk eOCz age 1.pti ?.43.12 PM Short Direction Long Direction P +pe_II._ TvDe ._.. Depth : 3ZO 26.0 26.O 22.0 Inch Width: IZO 12.01 IZO 12.0 Inches Tendons 1 1 1 1 C over r : 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis 's 6 of 6 1: ker art Arcisst�it14p345. hdai Ft dge Taw e ex ter abase #iiCalcsl arageslp au ufatk eOCz age 1.pti ?.43.12 PM Regmtered To Anchor Enilm"Ang PTISIab 3.1 Geostructural Toot Kit, Inc. it ProR2!lies Soil Label : Allowable Bearing Pressure: Edge Moisture Variation Distance, e Differential Soil Movement, ym Soil Modulus of Elasticity, E : Serial Number: 10W10-1 16 Load. Deflection anddl b rade Pr MWU9lZM2!dM Slikigading Uniform Superimposed Total Load: 7100 PSF Total Perimeter Load : 755.00 PLF Smallest Load Intansitv: 175.00 PLF Prestress Loss : 15. O KSI Subgrade Friction Coefficient: O. 85 page 7 of 8 JAKephart Architect8\1403450heat Ridge Town$ Center Phase D\CaicstGarag",NFoundation%Gamoe 1,P6 I I u a a 33 of 81 cm } � \ y $ . � � I 5 of 81 X 4 I BBLt - S 3 ^ -q, I N ASCE .,.. .. Calculations { t (Cpw 7 0 at'iatati rart3 per A0.eE t °&8 Risk Category of Building or Other Structure: I' : Buildings and otter structures that represent a low hazard to human fife in the ASCE 7 °10, Page 2, Table 1.54 event of failure, Seismic I mportance Factor � ASCE 7- 10, Page 5 , ,, Table 1 ,5- �s#� � r', � i� ASCE 74 0 l I41 V �di bd i 4?L@ 4 �xa.,..,„.5,»wa,.u.ae „t.)..✓..w. ,.. . _ .. Max, Ground Motions, 5% Damping : Latitude _ 39,774 deg North S S 0, 1903 g, 0,2 sec res ponse Longitude = 105.100 deg West S1 0.05990 g, 1.0 see response Location : Wheat Ridge, CO 80033 q Site Classification *D': Shear wave toelorfty 600 to 9,200 ft/sec D ASCE 7 -10 Table 247,3 -1 Site Coefficients Fa & Fv Fa - 1.60 ASCE 7.10 Table 1 1,44 & 11.4 -2 (using straight -line inferpolatr'on from table valatds) Fv 2,40 Maximum Considered Earthquake Acceleration S M8 = Fa * Ss 0.304 ASCE 7 «10 Eq, 11,44 S t = Fv * Sl 0,944 AE 7 -90 Eq. 19,4.2 Desi Spe l Acceleration S [?S S #8 2l3 0,203 ASCE 7 -f0 Eq. 11,4 -3 S 01` S M1 293 0,096 ASCE 7 -10 Eq. 1144 Seismic Design Category 4SCE 740 Table 91.64 & - 2 ASCE 710 Table 12,24 Basic Seismic Forte Res st" System Boring ytiati Systems Light - framed walls with shear panels of all other materials Response Modification Colifficient " R " 2 Building height Limits System Clverstrength Factor " We " 2,50 Category 'A & B Limit: No limit Category V Limit: No limit Deflection Amplification Factor " d " - 2 00 Category *D* Limit. Limit = 35 NOTE! See ASCE 7 -90 for aft applicable footnotes. Category *E* Limit Not Permitted C ategory - P Limit Not Permitted tdyld t1 00 .w ._ w.M «, w, ... AS 7w90 Section f2 <34 Seismic Design Category of A, B, or C therefore Redundancy Factor " p " -1.0 w ACE 710 Section 12 8.2 Equivalent Lateral Force Procedure The *P tsivaient Cetera! Plaice Pro i ioein us ercar In to the ovislr�ns cif ASCE 7 -101 . 7 tt+ LitC1t3 .._ _ .. , ,..- Structure Type for Building Period Calculation: All Other Structural Systems Ct " value - 0.020 " hn * . Height from base to highest level 10.0 It x " value _ 075 T "Approximate fundamental period using Eq. 92,8 -7 : Ta = Ct ` (hn l x) R 0,112 sec 'TL': Long-petiod transition period per ASCE 7 -10 Baps 2212 -> 22 -16 4,000 sec Building Period ° Ta " Calculated from Approximate Method selected _ 0.112 sec t+ S DS" Short Period Design Spectral Response � 0.203_ From Eq. 12,8-2, Preliminary Cs 0.101 R ; Response Modification Factor 2.00 From Eq, 12,8-3 & 12.84 , Cs need not exceed 0,426 " l " : Seismic Importance Factor 1 From Eq. IM-5 & 12.8-6, Cs not be less than 0.010 User has selected ASCE 92.813: Regular structure Cs :Seismic Response Coefficient - 0,1015 Less than 5 Stories and with T « 0.5 sec, 60 $a <x 1.5 for Cs calculation ASC 710 Section 1241 C S 0.1015 fmm 12.8A A W ( see sum Ws below) = 59.40 k Seismic Base Shear V = G • W _ 6,43 k ASCU 710 Scfrt 92 rl ....ry -av ..,.�..�.,,�„ ... ....... ........... ...... R # . 1 Gi 4'� ,,.. ».......>........ ,...,._.......,.».,..... «....,. ._. ... Table otbu ldleg Weights by Fluor Level- Level # Ws : Wetght HI: H*ht (W€ ` Q Ak Cvx x =Cvx * V Sum Story Shur Sum Story filoment 29.70 10.40 297 ,0Q 1.04 6.43 6.03 0.40 1 2970 0,00 0,00 ODO 0,00 6,03 29 _..... 60 ,.._ ..,..,.. .. w,_.... Sums Wl 59.40 k Sum Ws * Hi ° 297,00 loft Total Base Shear = 6.03 k Base Mme 60.3 k - ft ASC 710 12 10 1,1 ._ Level If Wi R aura R Sum Wl Fpx 2 29.74 6.03 6.03 299.70 241 1 2914 0,04 6.03 59,40 2.41 Wpx,, ...... . . ......... . . .. „ .. Weight at level of diaphragm and other structure elements attached to it. Fi . ..... . . . . .. . ...... . < ...... Design Lateral Farce applied at the level, Sum Fl, , , , , , , ,,, , , , Sum of *Let, Force' of currant level plus all levels above , MIN Rod Force @ Level . , . , , . , .. 0.20 * oS * ! * Wpx MAX fteq'd Force @ Level .. a ..... 440 - S D * ! * Wpx Fox ; Design Force @ Level ..... , . Wpx * SU (x w >n) Fl f SUM (x - >n) wi , x = Current level, n = Top Level Client; Kephart 07 Project" Wheetridge TC - Garage 2 Job Number: 140345 z Designer plc 03 Date: 09.1214 z fit Wind Speed 129.1 mph, 3 second gust Exposure 0, Risk Category l Mean Roof sleight h 15 l Bldg Dimension -twang Direction 67 l't Bldg Dimension - Short Directi 21.5 tt Table 30 .3-1 07 0,85 15 z W 03 gv z fit 2 1 y 0, 1 5 � xp, B p 07 K ° X 25 3 03 0,94 25 30 4 07 O98 30 40 5 0.75 1.04 40 50 5 0.81 1.09 50 50 7 0.85 1.13 50 70 5 0a 89 1,17 70 50 9 0.93 1.21 30 90 10 0.90 1, 24 90 100 11 0.99 1.25 100 MERM Lower Bound 07 0,85 15 15 Upper Bound 03 0.9 2 2 20 20 xp, B E x p. C K ° 0.70 0.85 This !' " Client: Kephart 15 Upp r Bound r fact: V haatridga T - Garage 2 20 Job Number 140345 K. .57 lrrar: J Dates: 09.12.14 Wind Speed 129.1 mph, 3 second gust Exposur Importa Factor 1 Mean R oof Height h = 15 tt Bldg Dimension - Log Direction 67.25 tt B ldg Dimension - Short Direction 21.5 tt K� t. Y�ru � �t b� �st�ttrr a t�►rz "Table 27.3 -1 �t W x tt 15 1 0.57 0.35 1 20 2 0.62 0,9 20 5 3 0,66 0,94 25 30 4 03 0,98 30 40 5 076 1.04 40 50 6 0,81 1,09 50 60 7 O,85 1,13 60 70 8 0.89 1,17 70 0 9 0.93 1,21 80 , 90 10 O. 96 124 90 100 11 0,99 1,26 1003 MEEM Lower Bound 0,57 15 Upp r Bound 0,62 20 XP, K. .57 mom Ga Cladding Components and General Information: Table 26.6 -1 K = 0,8 evaluated at the to o "able 30.341 K z = levat iqa lt t l z Figure 26.81 � 1 + K, K K3) /L = 0.0 , = 0. 1.01 Eqn. 30,3-1 q 30.8 pis Table 26.11 - GCP 0,1 Fig. 30.4 -1 GG values below are worst of either windward or leeward. "Trio. Area •` . � -) GC PQ GC ( ) (sf) sf) 1 -110 - 1.401 210 39.5 48.7 64.7 20 -1.04 -1.301 2.011 37.6 OX 61.7 50 498 _115 1.83 35.8 41.0 56.4 10109 - 0.93 - 1,05 1.73 34.2 ' 37.9 63.3 2009 488 -0.95 1.66 32.7 34 61.2 500 -0,80 480 1.48 30.2 30.2 45. Anchor !�n i gineer Inc. Client: Proiect O�r �taA— Ce- Jib umb t: ` " Date; + P : of Ancnor +r. rww Client: Proiect: CLIENT: h 382 PROJECT: WtooluNg TgMa C r v 43 JOB p 14Q345 BY: to t PA 1# T 0.0 k Shear Wall Calculations: Perforatsici Mithoif 0 0 Shear Well label. Garage 2 . Row Wells - 7 0.70 v 338 plt V,j (Shear Applied) V, (Shear Rppl€ed) 381 # Flo (max opening) OMO #t v 35 plf V• (Sheaf App!` ) fi # D Load 284.00 pif T 0,0 k V (Shear Applied) 0 a t 0,80 v , 3353 pit V (Shear App ) 0 If % Sheathed 1.00 h (height of V 4 ) h, (height of V,) 87,14 pparting ratio 0 0fro he f H (height of shear Wall) h (height of V2) 0 ft. Co t Val all OK ft (height Of 11 0 it . 10,78 kit 2Lr (total merit length) h r (height OfV 0 ft, 3,430 kft ff (height of shear watt 8.75 ft. 6D 18744 4 HD Req'd No L (total length of wall) 11,00 ft: RM 10.39 daft W (total segmertl length) 19 it. OTM 3,334 kft Treatments: Provide 7116" struct. sheathing on exterior face ofthewall, fasten w1 8d rrallsi@ierrio, panel e8 and 12" o.c inter. Supports Shear Wall label: Garage 2 - Rear Walls V, ($heal ) 382 lto (max openln } ft „g530 v 43 35 pit V2 (Shear Aed) 0 is Dead Load 284.00 pit T 0.0 k V3(Shear A 0 0 Hh. 0.70 v 338 plt V,j (Shear Applied) 0 % Sheathed 1 . 0 h, (height of V,) 815 ft. Opening ratio 0,000 C heck (heightofV) 0 ft, Co t Vag Vwafl OK h3 (height of V3) 0 ft. h (height of V 4 ) 0 If - H (height of shear Wall) 8,76 it. 6D 1917 D Req`d No L (total length of wall) 11.25 it, RM 10,78 kit 2Lr (total merit length) M25 ft. pTM 3,430 kft Treaftnentsi Prowde 7116” strut sheathing on exterior face of the wall, fasten wl 8d nails Q W p.ce panel ea and 12" o.c, a inter. Supports Shear We# label; Garage 2 « Rear Wall . 3 V, (Shear Applied) 761 is Ho (max opening) 0,000 ft vW40 35 ptl V (Shear Applied) 0 If 2 Load 284.00 pit T 0.0 k Vt (Shear Applied) 00 H/L 0.40 V AW , 338 pit V (Shear Applied) 0 % Sheathed IM h, (h ' ht of V,) 8 75 ft. Opening ratio 0.000 Check h (height of V,) 0 it. Co 1 Valllow >V ail OK h (height of V 0 it h, (height of ,,) 0 ft.. H (height of shear wall) 6,75 it, '60 3692 566 d HD Reg'd No L (total length of wall) 21.67 ft, Rkif 40.61 kft £Ls (total segritent length) 27.67 ft. pTM 6 659 kft Provide 7116" struct, sheathing on exterior face of the wall, fasten wl 9d naits Q 6" o.c, panel edges and 17 o.c. Q inter. Supports CLIENT: 6@ph pg 960 # PROJECT V1 fh E T n JOB# : 14_Q345 BY DATE: AqQtN14PAGE.- 2of2 T 0,0 k Shear Wall Calculations: Perforated Method 0 a Shear Wall La Garage 2 • Extorter Side Walla 044 v 290 pit . Y. (Shear Applied) (Shear Applied) 480 # Ho (max opening) 0.000 ft v 23 Pit (Shea, Applied) 0 # Dead Load 176 00 pit T 0 0 k V (Shear Applied) 0 # HfL 0.43 vaww 339 plf V (Shear Applied) 0 a % Sheathed 1,00 h (height Of V4) h (height of V 8..75 ft. Opening ratio 0,000 check H (height of shear wail) ±2 ( � �sghtof V ID Co I Ts4ow-wall O K h (height Of V 0 ft, 15,60 kit YU (total segment length) (height of V,.) o ft 8,400 kft H (height of shear 11) 815 ft. 6D 2173,248 a HD Req'd No 122t RM 22,36 kft ZU (total segment length) 20,58 ft, OTM 4,200 kft Treatmentw Provide 7116" struct, sheathing on exterior face of the wail, fasten wl ad nails a 6" o,c, panst edges and 12' o,c,, Q inter, Supports Shear Wall Label: Garage 2 - Interior Garage Walls (Shear Applied) 960 # o (max opemag) 0,000 ft 46 pit V (Shear Applied) a # Dead Load 130.00 Of T 0,0 k V3 (Shear Applied) 0 a HIL 044 v 290 pit . Y. (Shear Applied) 0 # % Sheathed 1 0 0 11 (height of V 8.75 ft,_ Opening ratio 0,000 Check fi (height Of V2) 0 ft, Co I Vat all OK h (height of V 0 ft, h (height Of V4) 0 & H (height of shear wail) 875 ft. ID 1560 # HD Reqd No L (total length of wall) 20,00 ft, RM 15,60 kit YU (total segment length) 20 ft, OTM 8,400 kft Treatments: Provide 5/0" gyp, board sheathing on both aides of wall, fasten wl So 0DOter nails @ 7" o.c. (blocked) 48 of 81 PTISIab 3.1 Geostructural Toot Kit, Inc. Registered To Anchor Enginew09 Sedai Number: 100-310-116 Slab Dimensions: 21.50 FT x 67.25 FT x 5.00 Inches Material Per ooerfies Concrete Strength, f 4,000 PSI Tendon Strength, Fp 270 KSI Tendon Diameter: 1/ 2 Inch Material Quanjiflos Concrete Volume Prestressing Tendon: Number of End Anchorage] ♦ Quantity of 6earns: Depth of Beams - Width of Beams: Tendons per Beam Beam Tendon Centroid MEMO 4 amnrl��� 1-gumakl=- 32.0 Inches 12.0 Inches 1 3.25 Inches je e 1- of- l- .-11---I JAKephad ArctetetteU40345,Wheat Ridge Towne Center Phase 1hCa1cMGaraqes%Fourn1adonr Gwap 2.pti MUMM 48.6 Cubic Yards 1,210 Linear Feet 64 URI I Beam TvDe Beam 2 1 32.0 Inches 28.0 Inches 12.0 Inches 12.0 inches 1 1 3.25 Inches 3,25 Inches MEMO 4 amnrl��� 1-gumakl=- 32.0 Inches 12.0 Inches 1 3.25 Inches je e 1- of- l- .-11---I JAKephad ArctetetteU40345,Wheat Ridge Towne Center Phase 1hCa1cMGaraqes%Fourn1adonr Gwap 2.pti MUMM m Ne olf, J Kephaart Archfeetv1140345 -Wheat Ridge Towne Center Phase 6flCalcel a etstpoundationSGarage Ian Registered To ; Anomor Engineering SwW Numbes ': 100 ^390.516 Total Applied Load 295,933 L Bearing Area 1,296 FT Long Applied Pressure on Soil 226 PSF Steil pressure Safety Factor 14.95' 464,583 E MM MA MIXIMM Required Moment of Inertia (Inch) 64,058 bgrade Friction calculated by method prescribed in pTl Manual Required Moment of Inertia controlled by Width Short Long Direction Direction _ , Number of Slab Tendons 1 Maximum Shear, Long Direction Number of Seem Tendons 12 Spacing of Slab Tendons (Feet) 7,03 2.92 Center of Gravity of Concrete (from tarp of slab) (inch) 7,62 3.96 Center of Gravity of Tendons (front top of slab) (Inch) 16,06 16.02 Eccentricity of Prestressing (inch) -6.24 -1.437 Minimum Effective prestress Force (f) 504.8 165;3 Seta Distance Effective prestress Force (f) 464:3 240.4 Minimum Effective prestress (PSI) 62 83 Beta Distance Effective prestress (PSI) 11 v ant naf afS - en ter de Maximum Moment, Snort Direction 11. FT- KfFT ; Maximum Moment, Long Direction 10.33 FT -KIFT" Tension in Top Fiber (I SI) Compression in B ottom 'Fiber (KSI) Short Long Short Fong Direction Direction ., 0,379 Direction ., Direction Allowable Stress - 43.379 Allowable Stress 1.3Ct 1:800 Actual Stress -0,150 -0.057 Actual Stress 0.757 0.426 Stl r�ea nil ala � Can +er f ode Based on a Stiffness Coefficient of 460 Short Long Direction Direction Available foment of Inertia (Inch) 464,583 162,719 Required Moment of Inertia (Inch) 64,058 54,676 Required Moment of Inertia controlled by Width 6 "Beta Tear Anal ale - _ q*njjEjft Mgft Maximum m Shear, Short Direction. 239 ,fFT Maximum Shear, Long Direction 2.70 K/FT Short Long Direction ....... Direction Allowable Shear Stress (PSI) 166 166 Actual Shear Stress (PSI) 63 52 page of '3 Jb %K€phsd Archftocts\140345Ahsal RSdge Towns Center Phase itkCetc lGeregeelpaund t tGamge 2,PU 144.16 P SWId 1002207 PTISIab 3.1 Ceostructural Tool Kit, Inc. Rogtstered To . Anchor Engk 'n Sadie Number . iOC- 310.918 Project Title : Wheat Ridge Town Center - Foundation Analysis (Garage 2) Project Engineer: RWH Project Number: 140345 Project Tate ; September 12, 2014 Ceotechn: I Report: T'erracon Consultants, Inc. Report Date + 7/212014 Report Number: 25145061 RIBBED TI ON - RE " SU LIS Of ANALYSIS Confinue Cracked .�99 t 1�n A►na s Is � +�n str � l ode Short Long Direction Direr_ t_ion Cracked Section Capacity (FT" -III) 6112 423,1 .5 Moment F-) 0. T` 337.9 111,1 2 Oj g Maximum Moment, Short Direction 16.12 FT" -K/FTT Maximum Moment, Long Direction 11,35 FT" -I F Tension in Bottom Fiber (KSI) Compression in Top Fiber (IC I) Short Long Short Long D i r ection CDirection Direction Direct on Allowable Stress -Y ,3 9 O.379µ Allowable Stress 1,300 ..w.. 1.80 Actual Stress -9.362 -0262 Actual Stress 0 234 0.225 Stiffness Anal sls - Edge Lit Mods Based can a Stiffness Coefficient of 960 Short Long Direction D irecti on Available Moment of Inertia (Inch) Required Moment of Inertia (inch 4 ) 454,563 173,961 132,719 127,041 Required Moment of Inertia controlled by Width 6 *Seta Shear Angly - l d a W _ Maximum Shear, Short Direction 4,301 1FT Maximum Shear, twang Direction 4.67 I FT Shot Long Direction Direction Allowable Shear Stress (PSI) 163 163 Actual Shear Stress (PSI) 112 99 , rack e d Sectl9p A na l y s4s - Kd a LIft Mode Short Long Direction Direction Cracked Section Capacity (FT-) 726.3 1812.. 0,.5 Moment {FT-K) 543.9 123.6 Rage 4 of 3 JAKeaphan Archkestsk140345 UVheat Ridge Towne Center Phase 1hCa1cs%Garages%FaundaWntG e 2,pd 244`96 PM SuRd 100207 PTISIab . eostructural Toot Kit, Inc. Regstered To : Arnc ° rag` ng SOAW Nu 100.310.116 Project Engineer RWH Project Number: 140345 Project Bate a September 12, 2014 C eotechn cal Report: Terracon Consultants, Inc, Report Cate : 7/2/2014 Report Number: 25145051 FOUNDATION RISSED L L . Short Long Direction Direction Cross Sectional Area (Inch) : 6135 - - 2,220,_. Moment of Inertia. (Inch) . 454,563 182,719 Section Modulus, Top (Inch) : 58,117 20,403 Section Modulus, Bottom (inch) : 19 „949 3;355 Center of Gravity of Concrete - from top (Inch) : 7,62 8.96 Center of Gravity of Prestressing Tendons ons - from top (Inch) . 15,05 10.02 Eccentricity of Prestress (Inch) : 424 -1,07 Seta Distance (Feet) : 13.47 10.72 Equivalent Sean Depth (inches): 30,51 30.53 Note; All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Tacking Force 33:05 KIPS Pale of 6 J:%Kephart Architoctsk140345.0theat RWp "ravens Center Phase 1hCWc9tGarages%FoundatW\G a 1ptt 2.44,16 PM . eostructural Tool Kit, Inc. Registered ia . Anchor n9 Nsg Serial NUMW 100 -310 -116 Project Title : Wheat Ridge Town Center Foundation Analysis Garage 2 Project Engineer: RWH Project Number: 140345 Project Date ; September 12, 2014 Geotechnical Report: Terra con Consultants, Inc. Report Date 71212014 Report Number 25145061 SUMMARY F INPUT DAT t rid I �"i les Material Label ; 4000 PSI Concrete Mix Concrete Strength, f 4,000.0 PSI Concrete Creep Modulus, F . 1,500,000.0 PSI {concrete Unit Weight • 145.0 P F Tendon Strength, Fp . 270.0 KSI Tendon Diameter: 1/2 Inch S Rectangle Label: Garage 2 Rectangle Geometry: 21.50 FT x 67.25 FT x 5.00 Inches Short Direction Ling Direction m 60.00 Minimum Permissible Prestress: 80.00 PSI PSI Beam I.. les Short Direction Direction _dy e I.......r 'p . _ yygy{ CAB . Ty e Quantity . 2 5 2 1 Depth: 32.0 30.0 32.0 28.0 Inches Width . 12.0 12.0 12.0 12.0 Inches Tendons. 1 2 1 1 Cover: 3.00 10£1 3.00 3.00 Inches Average beam spacing used in analysis Page 6 o f 8 t J*ephart Arahit 8$03$5 WhoaC ttidge Towne enter (Phase FtiCeatcskGore r, Foundation\Garage 2.p0 . 2.$$16 P I I §LaALoLd Uniform Superimposed Total Load 73.00 PSF Total Perimeter Load : 755,00 PLF Smallest Load intensity 175.00 PLF Stiffness Coeffil lients Center Lift: 480 Edge Lift 960 PLestress Calculation Sub grade Friction calculated by method prescribed in PTI Manual Prestress Loss : 15.19 KSI ME J"Rephart Arch ftectsk140346,Whsat Ridge Towns Center Phase P\Ca€cs\Garages\Foundattwi\Gatao Zen 2441OPM MEMORM Fags of ...._.. JAKephort ArchitertM140345, herat Ridge Towns Center Phase ltkCaSesNGaragesXFoundationkGarage 2.pfi 2 A4 6 P 4of81 � \ . r4 CZ 04 ® I .& « 5 81 I I Of I 5 8 of 81 I I c� Cio f81 61 of c I . _.._ ..... _.. Risk Category of Building or Other Structure : 1l : Buildings and other structures that represent a low hazard to human Re in the A G "10 � � Tab 1.54 event of faRiure. Seismic Importance Factor 740, P , Table 1. 5- N � a ✓� � u' I 'Si ^�f 4� ? m m .. .....�,,. _,.....�,_ ,.,,..� .......... ...�.M ......�..w. �,,,.,, ASCE a "i ."i w.,.., ..�._.._._.. ....v..�.e Max. Ground hfaations, 5 Damping: Latitude 39.774 deg North S 0.1903 g" 02 see response Longitude 105.100 deg West ; S _. 0,0599 if, 1 .0 see response Location : Wheat Ridge, CO 80033 s 4r 4 � k r , L: Site Classification 'D' : Shear slave Velocity to 1,200 fllsec C E 7 -10 Table 20,3-1 Site Coefficients Fa & Fv Fa 1.60 ASCE 7-10 Table 114.1 & 914-2 (using straight interpolation from table values) Fv 240 Maximum Considered Earthquake Acceleration S M = Fa ° $s 0.304 ASCE 7 °9U Eq. t 1,4.1 t "Fv "S1 0,144 ASCE 7-10 Eq. 11.4.2 Design Spectral Acceleration S S = S MS 2t3 - 0,203 ASCE 7-107 Eq. 11,4.3 S t7f" Ott 213 _ 0,096 ASCE 7.10 Eq, 11,44 Seismic Design Category _ 4SCE 7.10 Table 1141 & -2 � ASCE .. ^T. Table 12 2 l .. „_._ _.e.., _ 2 Basic Seismic Force Resisting System ... hearing Wall Systems Light-framed walls with shear panels of all other materials Responses ifiication Coefficient " R 2.00 Building height Limits System rstrength Factor " o " _ 2,50 Ca rY °A B" Limit. tics Limit Deflection Amplification Factor ' Cd " _ 2.00 Category * ' Limit: No Limit Category 'C° Limit: Limit = 35 NOTE! See ASCE 1 -10 for all app licable footnotes, Category "E" Limit: Not Permitted Category "F" Limit: Not Permitted ASCE 710 Section 1214 ...... ......... ... ..e_..... .. Seismic Design Category of A, B, or C therefore Redundancy Factor p 1.Q Y , �..�kt pq�ap^.¢� ry re18.2 tFx3i.n%- d 1Sf S ection Equivalent Lateral Force Procedure �E utaralent La #erad F`tarce Procetiure� as %tn useri accordrn. t0 h vrrru� f ASCE 7- 1012,5, r}�j}{�}p}� {y �pw�yy��r{{ $ (� pp@qp .......,.... _ ,.. , .. ...... .,...... .. ...„ ..... ... _, _.. «. .,.....,_.. .. , ,....< .. U ASCE t2 Structure Type for Building Period Calculation : AD Ether Structural Systems Ct , value _ U20 hn " . might from base to highest level 10,0 it ar x 'value _ 6,75 " Ta 'Approximate funds ntal period using Eq, 12.8-7 : 7 = t' (hn h x) - 0.112 sec 'TL*: Long-period transition period per ASCE 7 -10 Maps 2.12 22-16 4,000 sec Building Period " Ta Calculated from Approximate Method selected 0112 sec ._.__,. _ - . ra Short Period Design Spectral Response 0.203 From Eq, 12. 2, Preliminary Cs = 0101 R " : Response Modification Factor _ 2 From Eq. 12,8 -3 & 12,8A, Cs need not exceed 0426 I': Seismic Importance Factor _ 1 From Eq, 12,8-5 & 12,8 -8, Cs not be less than _ 0,010 User has selected ASCE 92.8.1.3. Regular structure, Cs : Seismic Response Coefficient 01015 Less than 5 Stories and with T — 0.5 sec, SC Ss <= 1.5 for Cs calculation ASC.F 710 Section 1U, f .....i 'bu.-n�'. ,., S .Y.wdwkhvak0.,�S..�.�..e. �"S�L`.. .t. �..,a ......... . ................ ......„ .,,....., ». .. ....„.._......... .....,...,.,..... .. ..�........... «.. .. .. ....,.,, .., .,. ...,.„.... „« _ .....,.... .,,... .... .. C s 0,1015 from 124111 W ( see Sint O bolow) = 51,50 k Seismic Base Shear V = Cs * W = 5.26 k { ry @ y hx exponent based on t % d .�.�..,.. . ,.. Table of b Weights by Floor Level.., _. VO ; Weight_ Hi : Het ht I% HQ Ak Cvx , mm w Fx - -Cvx * V Stan Story Shear Sum Story Moment 1 51.80 10.00 515.00 1,00 525 5,26 Obo ...,.._. Sum Vvt 51,60 k Sum VVl * ttl 510.00 k-ft Total Base Shear ° 516 k Base bent 52.6 k -k � #r #111 5� � t ” ASt 7-10 12141.1 Level R Sum Fr Sure € Fpx A0 26 51 SO 421 wpx . .... . . . . . . ..... . . . . .. . . . . Weight at level of diaphragm and other structure elements attached to it. Fi . . . .. . . . ... . ...... . . . . . . .. . Design Lateral Force applied at the level. Sum Fi ... . ... . . .... . ......... Sum of "Lat, Force" of current level plus all levels above MIN Req'd Force @ Level , .. , , ... 0.20 * Sos * I * Alex MAX Req "d Farce @ Level . , . , , .. , 0.40 * S r)s "I * VVpx Fpx ; Design Force �?a Level, . , , , .. VV x * SUIT (x - >n) Fl f SU (x - >n) wi, x = Current level, n = Top Level ASCE 7 Wind Analysis General Information O,85 Client: Kephart 15 Project Wheatridge TC - Garage 3 Job Number 140345 2 Designer is 20 Date, 09,12,14 Ex p, B Wind Speed K 0.70 Exposure Risk Category can Roof Height h Bldg Dimension - Long Direction Bldg Dimension - Short Direction Table 30.3-1 9.Uft (#) fXp, B EAP C 15 1 01 0.85 20 2 0.7 09 25 3 07 0.94 30 4 03 0,98 40 5 0,76 1,04 50 6 0,81 1,09 60 7 0,85 113 70 8 O.89 117 80 9 0.93 121 90 10 O 96 1,24 100 11 0,99 1,26 MORMI ZIA) Lower Bound 0,7 O,85 @Z= 15 15 Upper Bound 0,7 0,9 @#= 2 2 @Z= 20 20 Ex p, B Exp. C K 0.70 0.86 This bldg is Exposure C: i Client Kephart (#) Pr4ect Wheatridge TC - Garage 3 Exp Q Job Number 140345 1 Designer is 0,85 Date: 09.1Z 14 2 Wind Speed 129.1 mph, 3 second gust Exposure C Importance Factor I can Roof Height h 15 ft Bldg Dimension - Long Direcbon 92,5 ft Bldg Dimension - Short Direction 21.5 ft a le 27.3-1 Kiftj (#) — Ex p. B Exp Q 15 1 0.57 0,85 20 2 0,62 0,9 25 3 0,66 0.94 30 4 07 0,98 40 5 0,76 1,04 50 6 0,81 1,09 60 7 0.85 113 70 8 0.89 117 80 9 0.93 111 90 10 0,96 1,24 100 11 0.99 116 ICBM 40 50 60 70 80 90 100 Lower Bound 0,57 0.85 @Z= 15 15 Upper Bound 0,62 0.9 @#= 2 2 @Z= 20 20 Exp. B Exp, C K 0.57 0.85 Fig. 274-1 C O = Parapet walls: H/L : 0.00 Typ, (Sec. 27.4.5) n = 1.0 Height K. (TI7,3- q fps Range 49 (gn.27. h = 15 ft 0,85 30.5 0- 15 ft 0.55 30.8 1 - 20 ft 0,90 32.6 20 - 25 ft 0.94 34.1 25 - 30ft 0.98 35.5 0 - 40 ft 1,04 377 40 - 50 ft 1.03 39.5 0 - 60 ft 1,1:3 41.0 60 - 70 ft 1,17 42.4 70 - 80 ft 1.21 43.9 80 - 90 It 1.24 45,0 0 - 100 ft 1.26 45.7 Y H/L : 0.00 Typ, le = 0.00 n = 1.0 0,8 Windward Wall -0.29 Leeward Wall 49 Windward Roof 0,18 Leeward Roof 0.850 See, 26:9.4 1,5 Windward Parapet -1'0 Leeward Parapet (Positive values indicate toads actinrq towards the building surface,) Typ, Parapet 3.1) Walls/ Roof Walls WW Roof P = 73.6 m.- paf LW Roof p = -41 _.. psf LW Wall p = -7.5 .30.E psf WW all p = 21.0 46.2 psf, 0 -16 ft 222 40.0 psf, 15.30 ft 212 61.1 paf, 20 - 25 ft 24.2 53.3 psf, 25.30 ft 254 56.6 paf, 30 - 40 ft 26.9 50.3 psf, 40 - 50 ft 27.9 61.5 psf, 50 - 60 ft 26.9 63.6 pef, 60 - 70 ft 29A 66.8 psf, 70 - 60 ft 30.6 67.5 psf, 80.90 ft 31.1 68.5 paf, 90 -100 ft K, = 0.0 1.0 Fig, 27.4 -1 C = 0,8 Windward Wall (Positive values indicate -0.50 Leeward Wall loads acting towards -1.3 Windward Roof the budding staters.) -0,18 Leeward rd Roof Range 1 (Eqm 27,3 -1) 15 ft 0.85 30.8 0- 15 ft 0.85 30.8 1 - 20 ft 0.90 32.8 20 - 25 ft 0.94 34.1 25.30 ft 0,98 35.5 30 ^ 40 ft 1.04 37.7 40 - 50 ft 1.09 39.5 50 -60 ft 1.13 41.0 60 - 70 ft 1,17 42,4 70 - 80 ft 1.21 43,9 80 - 90 ft 124 45.0 0 - 100 ft 1,26 45,7 iP s # ; ; Ti R o-', 6 # Clef ,. wait p 21.0 46.2 psf, Y P #, . ! ft 23,2 61.1 #' 24.2 63.3 psf, 30 ft 25A 66.6 psf, 30 9 ft t psf, 279 # e b i. 4 30.6 . psf, 80 General Info eon: Wheetridg TC - Garage Wind Speed 126:1 mph, 3 second gust Risk Category Mean Roo height h 15 ft C E 7-10 C&C Fart i Eq. 30.4 -1 p = qh (GC - t3C, 92.5 Eq. 303-1 qt, = 0.00266 K, K K V Table 26.6 -1 K = 0.65 evaluated at the to o Table 30.3- , = 0,85 l Figure 26.6 -1 K = { 1 + K, K K 3 H/Lh _ 0.0 0.0 1.0 gn.3O.3µ1 q 30.8 P Table 26.11 -1 CSC 0� 13 Fig, 30.41 GCS, verses below are wort of either windward or leeward. Trib: Area. ft gg gg� CSC pf) (pf ) WW++ (ppf? 10 -1.10 -1,0 210 39.6 48.7 64.7 20 - 1.04, - 1.30 2.00 37.6 46.6 61.7 0 498 -115 133 39.3 41.0 66.4 100 -0.9 -1.05 1.73 34.2 37.E $3. 200 -0.36 -0.95 1.66 32.7 34.8 $1.2 500 -0.60 -0.80 148 30.2 30.2 45,6 6 9 of 81 Anchor wr we Client: Project: 41 CLI PROJ WhggtgI � n r JOB # b 1 BY DATE: gq R 9 of Shea W all Calculati Perforated A Shear We## Label. Garage 3 - hear Walla - I V, (Shear Applied) 554 # He (max opening, 0. 000 It v ww ptf V (Shear Applied) 0 Of Dead Load 284,00 T 0,0 k V3 (Shear Applied) 0 # HIL 0 40 V 339 pit V, (Shear Appl ) o # % Sheathed 1.00 h (heightof V,) 8.75 f<, 2 ing ratio 0.f100 Check h {height of V 0 ft. Co 9 Viglow>Vw8# OK h ( height of V 0 ft: h, (height of V,) o H (height of shear -all) 8.75 ft: ,817 3748:8 # HD fteg "d No L (total length of #t) 22.00 ff. RM 41,24 kft ELI to tat segment length) 22 fl, OTM 4.848 ktt Treatments: Provide 7116 " str,cct. sheathing on exterior face of the wall, fasten wd 8d nails 6 o,c, panel edges and 92" o.c. inter. Supports Shear Wall Label: Gar 3 » Rear Waits - 2 Vp (S rRp #led } 288 # to (max opening. O-Wo ft 25 pit V, ( r Appi€ed) 0 Of dead Load 284.00 pit T 0,0 k V (Shear AP08d) # H1L 8.77 Vwww 339 pit V, (Shea, A e) 0# Sheattagi 9 :Ot? hp (height of V,) 8.75 It Cepening ratio 0,,100 h (height Of V 0 If Go 1 vallow>vwaff OK h (height of V 0 If . h (height Of V,) 0 ft. H (height of shear wall) 8.75 ft. 6D 1930.632 # HD Req "d No L (total length of wall) 19.33 ft, RM 10.94 kSt Li (total nt # ength) 19 3 ft, t3Ttul 2,520 kit Treatm Provide 7196" struct, sheathing on exterior face of the watt, fas wr18d nails Q 6" o.c. panel edges and 12" o.c. inter. Supp Shear Wall Label: Garage 3 . Rear Wall - Vp (Shear Applied) 554 # Ho (max ope ning . 0,0,10 ft v, 21 pit V (Shear Applied) 0 It Dead load 284,00 pit T 0:0 k V (Shea' Applied) 0 # HIL 0,40 v 339 oil V, (Shear It d) 0 # % Sheathed 1.00 h, (height of V,) 8,75 ft. Opening ratio 0,000 Check h2 (height of V) 0 ft. Co 1 Valknv>Vwall C h ( height of V,) 0 ft. h, (helghl Of 'IQ 0 ft, H (height of shear wall) 8.75 ft. SD 3706,2 Of HC tteit'd No L (tote# length of wail) 21.75 ft RM 40.30 kit ZU (total segment length) 21,75 ft, OTM 4:848 kft Treatments: FroMe 7ti 8" struct, sheathing on exterior face of the wail, fasten Mee nags 6" o,c, panel edges and 12° o.c. inter. Supports CLIENT: it hart 960 # PROJECT: W tr T O r v JOB # BY DATE: VIQLZQ14 PAGE: 2 of "f 0,0 k Shea Wall Ca lculations: Perfo Me 0 # Shear Wall L r - Exterior Side Waft 0.44 v O „ 290 pit 14 (Shear Applied) V, (Shoat Applied) 480 # ito (max opening, 00clo it 21 off V (Shear Applied) 0 # lead Load 176,00 off T 0,0 k V (Shear Applied) 0 # H& 0,43 v 339 pti Vs (Shear Applied) 0 # ark Sheaths 10 N (height of V h (height of V,) "' it ,nq rat €o 0,000 check H (height of shear wall) h tt V 0 ft. Co HCt Req'd v allow >vwaff OK h (height at V�) 0 fk. 15.60 kit XU (total segment length) h (height of V4) 0 d, 8.400 kit H (height of sheaa it) 8 75 ft. 6D 2173.248 # HD R 'd NO L (total length of wail) 20 58 it RM 22.36 kit ELi (total segment length) 20 58 fta OTM 4.200 kit Trea tments: Provide 7/16 " struct, sheathing on exterior face of the wait, fasten wt Sd nails a W o.c. panel edges and 12" o.c, Q inter. Suppo Shear Wadi Label Garage 3 - loterior Garage Watts V, (Shear Applied) 960 # to (max open 0,000 ft v 48 Of V (Shear Applied) 0 # Dead Load 130.00 Of "f 0,0 k Vr (Shear Applied) 0 # HIL 0.44 v O „ 290 pit 14 (Shear Applied) 0 # Sheathed 1,00 h, (height; of V,) 8.75 i Open ratio 0 Cheek h (height of V2) 0 ft, Co 1 Vallow>VW&H OK hg (height of V3) 0 ft. N (height of V 0 it H (height of shear wall) 815 ft. .6D 15(50 Al HCt Req'd No L (total length of Walt) 20,00 ft, RM 15.60 kit XU (total segment length) 20 ft. OTM 8.400 kit Trea tments: Provide 5f8 " gyp, board sheathing on both sides of wall, fasten wl Od cooler nails a 7 " o.c. (blocked) P'Tislab 3.1 M aterial ggintitles Concrete Volume: 55.5 Cubic Yards Prestressing Tendon: 1,745 Linear Feet Number of End Anchorages ; 52 _ Quantity Be Width of Beams Tendons per Be am = Number of a rs .• Tendon Spacing K• Tendo • " e s ,, Quantity of Beams D Width s ". • r• Be Be Te • a • r +w ♦ • +� « r �t r Page 1 oaf JAKOphcad ArWtectsk 345 Vuho at Ridge Towne Can* phase 1pt1 1 ft.45 Feet O.C. 2.54 Inches f rom top of slab 1015 Feet O , 5 2.54 Feet O.C. 2.54 Inches from top of slab hmtl -seam imi se-am 2 5 32.4 Inches 25,4 Inches 12.4 Inches 12.4 Inches 1 .25 Inches 3.25 Inches Page 1 oaf JAKOphcad ArWtectsk 345 Vuho at Ridge Towne Can* phase 1pt1 1 ft.45 Feet O.C. 2.54 Inches f rom top of slab BuOd 100207 PTISlab 3. o tru tur l Toot Kit, Inc. Registered To ; Anchor Enginewing Serial Number : 100 - 310.116 1 f J ;Wephart Nteols19433450htat Rklge Towne Center Phase lllt;atcsSCarages #Fou titan\ r 3.pfi 2: 4&06 FNS ROMOM PTISIab 3.1 Geostructural Tool Kit, Inc. Registered To Anchor Engineering Ssftf Number . 100-310-116 Total Applied Load 405,409 LB Long Bearing Area 1,824 FT Tension in Top Fiber (KSI) Applied Pressure on Soil 222 PSF Direction Soil Pressure Safety Factor 11,25 -0,379 prestress SUMmaa -0,053 182,719 Subgrade Friction calculated by method prescribed in PTI Manual 55,105 Width 6*Beta Short Long Direction Direction Number of Stab Tendons 12 8 Number of Beam Tendons 18 3 Spacing of Slab Tendons (Feet) 8.05 2;50 Center of Gravity of Concrete (from top of slab) (Inch) 7,43 8.96 Center of Gravity of Tendons (from top of slab) (inch) 16.40 9x34 Eccentricity of Prestressing (Inch) -8,97 -0.38 Minimum Effective Prestress Force (K) 6881 1822 Beta Distance Eff ective Prestress Force (K) 6537 2672 Minimum Effective Pre tress (PSI) 82 82 Beta Distance Eff ective Prestress (PSI) 78 120 Maximum Moment, Short Direction Long Maximum Moment, Long Direction Direction Tension in Top Fiber (KSI) Short Long Direction Direction Allowable Stress -0,379 -0,379 Actual Stress -0.178 -0,053 migx—r-w WEMWIH� I ME Short Long Direction Direction Allowable Stress 1 ZOO 1 ZOO Actual Stress 0.833 0.411 Short Long Direction Direction 544,204 182,719 88,475 55,105 Width 6*Beta 2.28 K/FT 2.78 KIFT Short Long Direction Direction 168 168 61 54 Fin e3of8 1 WIO�Ftooic� 4 - M - h - e - a - t R W Ipt PTISIWII G e r ostructural Too Ragmtarod'To : Aneanr &VIneering Serial Number: 100-310-11 Protect Engineer: RWFI Projec Number: 140345 Project Crate : September 12, 2014 Geotechnical Report: Terracon Consultants, Inc.. Deport Date: 712/2014 Report Number: 25145061 RESU LTS L 1 n#t11u+1 Cracked S ect io n Ana sle - Center Lift M ode Short Long Direction _ Direc Cracked Section Capacity (FT -K) 693.8 487,3p 0.5 Mom ent (FT -I) 335.8 111.5 o ant Anal ale - €t a l,..l o�lde Maximum Moment, Short Direction 15.77 FT- K/FT Maximum Moment, Long Direction 11.93 FT -I FT Tension in Bottom Fiber (KSI) Compress in "Fop Fiber ( SI) Short Long Short Long D € irection D _1.8g0 D _.. Allowable Stress - e37g ._ _8.379 Allowable Stress 1.800 Actual Stress 4366 -0.278 Actual Stress U36 0.23 S tiffness Analysis - Ed Llft Based on a Stiffness Coefficient of 960 Short Long Direction Direction Moment oment of inertia (Inch 544,204 182,719 Required Moment of Inertia (Inch) 240,825 126,778 Reouired Moment of Inertia controlled by Width 6 *Beta Allow Actual Shear Stress (PSI) Crank ad - s i adLo - ,L, •.; :.: a a a< ! Mo ment Page 4 of 8 JAKaphart larchractat1403430heat Ridge Towne Canter Phase iY1CaICal era eatFeund 1 aragct 3,pO a II a 411 K/FT 4.78 IJFT Long Direction 168_ 93 KOM PTISIab Geostructural Tool Registered To: Anchor Engineering SerW Number; WO-310-116 Project Engineer RWH Project Number: 140345 Project Cate . September 1, 2014 Geotechnical Report: Terracon Consultants, Inc. Report Date: 7/212014 Report Number: 25145061 RIBBED TI T EE) VARIABL Short Long it tion Direc Crops Sectional Area (inch ): 2g22t3 ,.. Moment of Inertia (Inch ) , 544,204 132,719 Section Modulus, Top (Inch) , 73,241 201,403 Section Modulus, Bottom (Inch ). 25,320 8,355 Center of Gravity of Concrete - from top (Inch) ; 7,43 3e95 Center of Gravity of Prestressing Tendons - from trap (inch) 16A0 9.34 _ P age 5 df .. J*ephar! Archittectst140345 Wheat Ridge Towne Center Phase iIXCeicsiGeragestFoundat earrt rage 3,pi Registered oa r Enginseeng P M !' G T Serial Widest 1004100 Is •:� ■`:.. i• N l.;.i s . 000 PSI Concrete ix ,tl0U PSI 1,500,00. 0 PSI 145. O PC 27'U K I 1/ 2 Inch Garage 21.50 FT x 92,50 FT x 5.00 Inches Sh ort Di rectio n 8Q. 0 m. PSI .. _ 8UO P SI ' yy , J*ophsrt Arotriteotst140345,Whest Ridge Towne Center Phase € tCa1csk arogesToundatkxAG W .tatF :46 :06 FrM Short Direction tong Directio -Type I VP .. Quantity: 2 8 2 1 Depth : 32.E 28,0 32.0 28.0 Inches Width: 12,0 1Z. IZO 1 Z.g 12.0 Inches Tendons: 1 2 1 1 Cover : 100 100 3.00 3.00 Inches Average beam spacing used in analysis J*ophsrt Arotriteotst140345,Whest Ridge Towne Center Phase € tCa1csk arogesToundatkxAG W .tatF :46 :06 FrM PTISIab 3.1 Geostructural Tool Kit, Inc. Registered To: Anchor Engineering Sarial Number : 100-310-116 --- — ---- Page 71111of,-81 JAKephart Architeots\140345,Whea9 Ridge Towne Center Phase #1kCatcsIGaragesv-oundauon%Garage 3,pti 2A5 PM Center Lift: 480 Edge Lift: 960 PLestress — calculation Subgrade Friction calculated by method prescribed in PTT Manual Prestress Loss: 15.0 KSI Subgrade Friction Coefficient', 0,85 --- — ---- Page 71111of,-81 JAKephart Architeots\140345,Whea9 Ridge Towne Center Phase #1kCatcsIGaragesv-oundauon%Garage 3,pti 2A5 PM 0 01 P age • of •: M Moms Apartments EMEMMMORM A F" Wheat **# 2535 17"" SrREET, DENVER, CO 8021 1 0 303-783-4797 0 303-830-9133 FAX 1 September 17, 2014 Job Number: 140345 Gravity Framing Masonry Design Lateral Analysis # 2535 17" Siwi DENVER, CO 80211 * 303-783-4797 it 303-830-9133 PAX 0' September 17, 2014 Project: Wheat Ridge Town Center North Job Number: 140345 % ff ift " I M a l eft K V O I TY' F O K *6 AM NU G o "A" 0 2535 17'" SrRrET, DENVER, CO 80211 * 303-783-4797 0 303-830-9133 FAX 4 1 of 332 Ro Loadi—. Roof Use Laid: Typical Live Load, Reduted Distributed Live Load at Drift Conditionc Maxinium Drift Load jl: (kmral Drift Lwd AsphoR I pit 3/ T&C, Kywood Declong 3 psf Wwd Truss Son Welaht (24ax.b 2,5 psf Blom-In Loan COhAose Insulation, (24 TbWk)� 3A list (1) Laver 59'Gypsurn Board Coliv Lights I Mechanical Electriest Misc,: 21 psf 60 1 1 W TP 1 0 11 ri I o I * I Mg, Macho** Fosterreek 0,35 psf 2 W 3 psf ts jaf 3A psf 2,8 psf 0.35 psf 7 — i TJ Lights, I Mechanical Electrical I Nfisc,: &95 psf Lights I Mechanical Electriest Misc,: psf Firm Floor Uve Noof: Public Areas and Corridors Serving 'llitor Upper Floor Uve torsuft Arl" Puldir Areas oil Colsidirm Serving Thorn tof E" Nivate Areas and Conitiors Serving Thein Private Areas and Corridors Serving Thein do it Littlus I Mechanical I Electrical / Misc': N/A psf Liallts / Mechanical I Ejects cat / Misto': AmUmdim Upper [)eek Loading: 12 P5( I psf 3 psf 2.5 ps( 3 per 2,8 psf ' ------' ------- ��/��� ,C,A)J/vv ww��» --- a , --- '--- momm � ; a te ,�.�. \/« .. .��, /� \)�.:�._. «.- I . �,�� )< �._..�\ 6 of 332 , 91FORTE' MEMBER REPORT Floor Framing - General, _Hl 2 plece(s) 2 x 6 Hem-Fir No. 2 Overall Lengft 3 40k The product application, input deemn toads, dimensions and support Information have been Provided by Forte Software Operator IMMEMBEED11=1 Rodney Hanctw# Anrhof Enqinrisfwlg, 1W (303) 783-4,797 as 7 of 332 System: wah Member Type : Header Building Use : Residential Building Code: 18C Design Methodology: ASS 9/1112014 12,58,06 PM Forte 0. 6, Design Engine, V6 1 1 5 Intedior Headers, Beams 4te Page I of 'I Deflection cuteiia: LL (1,1360) and TL (L/240), Burring (Lu)� Ail compression edges (top and bottom) must be braced at 3'6' o/c uriless detailed eats e4wise. Proper attachment and Positlotting of taterid bracing is required to acirleve member stablitty. Appikable catculatkins are based on NDS 2005 methodology. zwl"I F 0 R T E' MEMBER REPORT Floor - General, F_H2 3 piece(s) 2 X 8 Hem-Fir No. 2 Overall Length: V 10" Deflection critedw U, (L/360) and TL (L1240). itracirg (Lu). AR compression edges (top and bottom) must be braced at 8' to' o/c uniess delafled othemise. Prom attachment and pomboffing of later8 bracing Is required to achieve member stability. Applicable calculations are based on Nos 2005 trethodology. The product application, input &sign ioads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator I Job Notes Rodney Hanchatt AnChm Era eneervA, Inc 303) 783-4797 odney(lPancrYweng Com 9/11/20"14121 :4 PM Forte v4,6, Design Engine: VC), 1 1, 5 Exterior Headers. te Page 1 of 1 0 tv 0 8'4' Deflection critedw U, (L/360) and TL (L1240). itracirg (Lu). AR compression edges (top and bottom) must be braced at 8' to' o/c uniess delafled othemise. Prom attachment and pomboffing of later8 bracing Is required to achieve member stability. Applicable calculations are based on Nos 2005 trethodology. The product application, input &sign ioads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator I Job Notes Rodney Hanchatt AnChm Era eneervA, Inc 303) 783-4797 odney(lPancrYweng Com 9/11/20"14121 :4 PM Forte v4,6, Design Engine: VC), 1 1, 5 Exterior Headers. te Page 1 of 1 tv Deflection critedw U, (L/360) and TL (L1240). itracirg (Lu). AR compression edges (top and bottom) must be braced at 8' to' o/c uniess delafled othemise. Prom attachment and pomboffing of later8 bracing Is required to achieve member stability. Applicable calculations are based on Nos 2005 trethodology. The product application, input &sign ioads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator I Job Notes Rodney Hanchatt AnChm Era eneervA, Inc 303) 783-4797 odney(lPancrYweng Com 9/11/20"14121 :4 PM Forte v4,6, Design Engine: VC), 1 1, 5 Exterior Headers. te Page 1 of 1 �21FORTE' MEMBER REPORT Floor Framing - General, _H3 2 plece(s) 2 x 6 Hem-Fir No. 2 Overall Length: 3'6" I 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal, The product applicaUon, input d*5'rqn triads, dirmeisions mW support Information have been pro by Forte Software Operator Forte Softwaro Operatoa Rodney Hanchelt Anchor Exgfr Or , Inc ,303) 783A797 rodnoy@ ,iland'rorengxom I Job Notes system Wail member Type : Header Building Use Rmclentiar Sodding Code: TBC De!Itgn Meftridogy z ASS 9111/2014 12i58:25 FIM Forte A.6, Des Engine: V6 1 1,5 Interbr Headers and Beams 4te Pagel of I Member Reaction (lbs) 462011/2 _ L4 36 S(3. Re 13%) 1.0 D + 1, L (Afl 1,00 1650 Passed 17 1,0 D + 1,0 L f Ali S ans) plan eot (R-Ibs) 349_ 1'9" 1393 Pas (25 Lan LO Live Load Deft. (in) 0,007 @ 1'9" 01108 Pmed L/999+ LO D + LO Total Load Deft. (in) 0,012 has 1` 9 0.162 Passed 1,0 L (All ns) The product applicaUon, input d*5'rqn triads, dirmeisions mW support Information have been pro by Forte Software Operator Forte Softwaro Operatoa Rodney Hanchelt Anchor Exgfr Or , Inc ,303) 783A797 rodnoy@ ,iland'rorengxom I Job Notes system Wail member Type : Header Building Use Rmclentiar Sodding Code: TBC De!Itgn Meftridogy z ASS 9111/2014 12i58:25 FIM Forte A.6, Des Engine: V6 1 1,5 Interbr Headers and Beams 4te Pagel of I 2FORTE MEMBER REPORT Fkw Fratning _ Gene H4 e s x 6 H N 2 Overall Lengt . 3'6" Ali locations are easureu from the outside face of left support (car left cantilever end). All dimensions are horizontal. rl ♦ a Me mber Type : Header BiAldin g Lise : ReMden0al Building Code : 18C, resign 4Metirrxlc logy : Ash Deflection cri a: LL (L/360) and TL (11240). Bracing (Lu): All com on edges (top and bottom) miot be braced at 3'6' o/c unless detailed o Ise, Proper attaChifient tired posmoning Of lateral bracing is regaired to achleve mernber vabgl tty. Applicable calcutatlorrx are based on NDS 2005 inettiodology. Member Reaction (lbs) Shear (lbs) 4 UPPOrra ► t ! s ♦ a Me mber Type : Header BiAldin g Lise : ReMden0al Building Code : 18C, resign 4Metirrxlc logy : Ash Deflection cri a: LL (L/360) and TL (11240). Bracing (Lu): All com on edges (top and bottom) miot be braced at 3'6' o/c unless detailed o Ise, Proper attaChifient tired posmoning Of lateral bracing is regaired to achleve mernber vabgl tty. Applicable calcutatlorrx are based on NDS 2005 inettiodology. t?A 4 UPPOrra s The product appkabon, input desl gn loads, chmenslons and support intorinaborl have been provided by Forte Soft is .._ 3tcar ME Rodney Han0*0 Arta her E:figpr eos Iraq in (303) ;'Fg'3.AY97 fodneyEl ?rsrichorongt,c om 9111/2014 1:12:51 PM Forte v4,6, Design Engine: V6 1 1 lrlt >r r Headers aders an(I Beams 41e Page 1 of 1 T ° Trtrmwi ,. HF 3 0 3,00 __... �,_..m..._. ..._._.M.m.. ... m,.�._ 2 . Triretne Hr 3 QO 3 iu3 ZTORTE MEMBER REPORT Fbor Fr - General, F�_ H 2 s 2 x 6 Hem-Fir No. 2 Overall Length: 3'6' ; 0 Ali locations are measured from the outside face of left sup (car left Cantileve end ). AD dimensions are hori zontal. am System : Wall foe comber Type: Header Building Use : RessE44i'.trt`aa5 auh3Eng C ; IBC Igrt Me lote : ASS.; D lectlon criteria: i_t, (1,1360) and TL (I J240), Bracing (Lu). All compression rimes (top and bottom) must be braced at 3'6' cede unless detailed otherar#se. Proper attachment and positioning of lateral bracing is nviuked trs achieve member stability. Applicable calculations are. based on ND5 2005 methodology, 40.14 F&ox FtJ y E4 + t1 r tai } ? y r�!yd 4 1 i ,ri „ "USTAVIN ME FC'.RESTk"a'ltdtrlt31;3ra�. Weyer 9r aeuser warrants that the siring of Its produc will be in accordance with i rlT rwse.e product design criteria anal "I shed deesilm values. Weyerhaeuser expressly dochilms any other overshoes related the software, Refer to carrent Weyerhaeuser literature for instaltabon detatfs. (wero.woodbyw ,Acces es (Rim timed, Binding Paraeis and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design Professional as determined by the atimo having jurta llotion. The designer of record buildier or flamer is responsilsk to assure that one calculation is compatible with the overall project. Products mrsufactured at ev e; facilities ate third -party certified to sustainable forestry standa The product application, input design foods, dimensions and support information have n provided by Forte Software Opera Roaraev liafxahett Anchor E�acnpemyc inc (30 3) 783-47W rkx7r' 9Y i(�o+`tch(Verrg.Com 91 1 /2014 1 1103 FIM a Forte v4.6, Design ngine. V6,11 5 Interior Headers ancf Beams, 4h, Page I of I I t of 332 k* t a M f: # s« am System : Wall foe comber Type: Header Building Use : RessE44i'.trt`aa5 auh3Eng C ; IBC Igrt Me lote : ASS.; D lectlon criteria: i_t, (1,1360) and TL (I J240), Bracing (Lu). All compression rimes (top and bottom) must be braced at 3'6' cede unless detailed otherar#se. Proper attachment and positioning of lateral bracing is nviuked trs achieve member stability. Applicable calculations are. based on ND5 2005 methodology, 40.14 F&ox FtJ y E4 + t1 r tai } ? y r�!yd 4 1 i ,ri „ "USTAVIN ME FC'.RESTk"a'ltdtrlt31;3ra�. Weyer 9r aeuser warrants that the siring of Its produc will be in accordance with i rlT rwse.e product design criteria anal "I shed deesilm values. Weyerhaeuser expressly dochilms any other overshoes related the software, Refer to carrent Weyerhaeuser literature for instaltabon detatfs. (wero.woodbyw ,Acces es (Rim timed, Binding Paraeis and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design Professional as determined by the atimo having jurta llotion. The designer of record buildier or flamer is responsilsk to assure that one calculation is compatible with the overall project. Products mrsufactured at ev e; facilities ate third -party certified to sustainable forestry standa The product application, input design foods, dimensions and support information have n provided by Forte Software Opera Roaraev liafxahett Anchor E�acnpemyc inc (30 3) 783-47W rkx7r' 9Y i(�o+`tch(Verrg.Com 91 1 /2014 1 1103 FIM a Forte v4.6, Design ngine. V6,11 5 Interior Headers ancf Beams, 4h, Page I of I I t of 332 Z IFORTE! I ' MEMBER REPORT Floor Framing - General, F�. H6 2 p iece (s) 2 x 8 H em-Fir N o. Overall Length: 4! " ,1 1 111 1 pi 11 11 1 61.Rii ° Member Reaction (tbsL 2246 0 11/ 364S (104 "} { °fo 0 + Lo L (A arts)� Moment nt (FC lbs C4_ ? 101./4 2219� 22' 3" 2 175 m 22 # _ E" ss�d �k� _ s5 1(119°fu 1 �A S.6d3 ._1'0 14 D + L O L (All 5 5� 1 Q D + 1 t3 L (Ail 51aa61 ... .. We Load Deft (in) ._. ,_.. _.. .�.T.,..,....ee .. ....... �3_ ... �� . ; . {e�(} . Total 1»G?47X3 £1eiA. (i _ .tpQt.,. 4 436 0 2° 3 +'y 4 4> �.£ 0,142 pp�� y {ry S+ 213 �11�g+ �#yy PaS \ ^" € e..,� 1 4 f7 + 11J t (Att Spans) Y p� py y yy�� �*}}y1 r�yq9 1 4 ik "" 1 e{ (ttC{ vdp.tdir ....... w. system : wail MemberT : Header 8udiding Use: Residentdii Branding Code: 13C Devgn Me logy : ASD Deflection criteria: Lt (11364) and TL (V240), Bracing (L u); Al compression edges (top and bottom) must be braced at 1'8 112" talc unle dda #ed O#Wwi$e. PrOPer a t and P851 of rawaj bracing is rest aired to achieve nrember stabfllty. Applicable caicudations are based on NDS 2005 rnetfaodWogy, 1 µ_. Trimmer ,..,. Rooney NIZEREEMEM ! WOW Anchof 8sttif*wirg, tree. {303) 7814797 rcodney cz anchr+r7srnR,com 12 of 332 9/1112014 113. i`'M Forte v4.6, Design Engine Ufa 1 1 d Inte ;gar Headers and Beams 4de Pages 1 of . `' MEMBER REPORT Racer Fr frrg - ral,, ,_ 7 3 2 plece(s) Hem-Fir No. Overall Length: 5'2' AR locations are me asured from the out9de face of lit support (or left cantilever end), All dimen are horizontal, Deflection criboW LL (U360) and TL (tj240). Bracy g (tu): All compression edges (top and bottom) must be braced at 5' 2" o/c unless detailed otherwise, Proper attachment and posItiomag of lateral bracing is required to achio member stabi Wali to +L Member Type Header S tlpPorts: l" e t 1,0 Imitclirig Code s Deflection criboW LL (U360) and TL (tj240). Bracy g (tu): All compression edges (top and bottom) must be braced at 5' 2" o/c unless detailed otherwise, Proper attachment and posItiomag of lateral bracing is required to achio member stabi Applicatae calculations are bases! on NDS 2005 methodology. S tlpPorts: l" s l - Trimmer HF ._.... �,_.w 3,0(r 100' 2.06" 976 5533 25G19 None i 2 Tnromer - HF 340" 300 206 976 5533 2509 None i Uroform (PSF) ti to 5 54' 10' MCI 40 O Floor fhe product appi3cation, Input designs faads, dimeitstons and suppo information have n proAded by Forte Software operator Forte Software Operator I Jetl f {odoeT tfamhetf far ne Ee�guseeaar¢�, trio 783 -479: roMey(o atkdaofeng.ccmn 9 /1112014 1:13:34 PM t=orte v4.5, Design Engine: V61 1.17 Page E of .i 13 of 332 MEMBER REPORT Floo Fram ing - General, F_f l ( ) 2 x 12 -F N o. Overall Length 5 6 Forte Software Operator r NIney tianchet; Anchrat F ", rsgireeerviga. 1+xr... rs 100yCt", Inch,olon .Coo 91 /2014 1 13 45 l"'M Forte vA. , Design Engme: V6,1 1 5 Interior Headers and Beams 4fe Page 1 0 1 Ali locations are measured from the outside face of left sup (or left cantilever end). All diffensions are horizontal, t . System: Flow Member React (tbs) 1722@11/2" :3645 ( .!E) d 73fx) Lo 0 + 1,0 L (Ai6 Straps) member Type, : Rush ea a Shear (ilas) 976 1 2 1/4' 3375 P ( ) 1. 1. F 1 tt L (All Straps) teal Building t! e Residential Moment (Ft Abs) 2157 @ 2'9' 4482 P 46°h )� 1.t3Q 1.9 D ± L (A l SpapS Building r.: : 10C Jvt toad Deft (in) 9 014 9 0131 F'a (4 r39t 1.0 C} + 1.0 L All §paaS) u Design Methodo � A SO y Totai Load Defl, (in)_. (._.a 0 023 @ 2'9 0162_ , .. , Passed C�' +�.. , _ Lo + l Q L "§P ns) : DefiecUrin cdhoia LL (L/480) and Tt. (1,1240). Bracirrtg (tu): All corrcpressitin edge (trap and bottom) must be braced at 5'6' o1c unless led otherwise, Proper abacharent and prisfoorring of lateral tracing is required to achieve member stability, Appifeabie calculation are based on NDS 2005 mediodmogy. Forte Software Operator r NIney tianchet; Anchrat F ", rsgireeerviga. 1+xr... rs 100yCt", Inch,olon .Coo 91 /2014 1 13 45 l"'M Forte vA. , Design Engme: V6,1 1 5 Interior Headers and Beams 4fe Page 1 0 1 MEMBER REPORT Floor F - General, F,_ °9 piece(s) 2 x 12 -Fir N o. O verall Length: 6'2" ,c ., z�w ' Weyerhaeuser kf C ? r ,,��i 'iu�..a . �,� s ' '�. y,p' a "rte `"° . ;t..:. :��'," r .....,. �; E' r,p ...__ .. _ .. ..�,, . a,r rtt rr t Ili rr:x�t U Weyerhaeuser warrants that ft shing of Its products will be In accords with Weyerhaeuser pr duck design criteria and published destgn vaities. Weyerhaeuser expressly disctaOr,s any other wazranttes related to the software, Refer to current Weyerhaeuser Utereture for Installation details. (www.wsssrt bywy.com) Accemnes (Rim Board, Illocking Panels and Squash Shacks) am, not desiped by ft software. Use of this sgft"re Is not intended to circumvent the need for a design professional as dete nnined b the authority having Jurisdiction. The designer of moDrd, buW of frareor is responsible to assure tl:at tNs calculation is ca nipatibie with the overall t, Prod ucts manufactured at Wey Willbes we ttilyd•party carMed to sustainable forestry standards, the product application, toper design t ° , duriensions and support information have been provided by Forbe Softwam Opera Forto Software Operator Rodney Hasac: %nett Anc Frxgsi'auefing. kr, 3 ( 303) 7814797 saf€ ciey+�e�yesrurrf�tsca,+ng.cr�na 9/1112014 1:14:00 Fodor Forte u4,6, Design l =nc ine VC5, I . t.ti Interior Headers and Be r'lss. Bte Page Itat.l F 0 R T 4: MEMBER REPORT Floor Franding - General, F_H10 2 piece(s) 2 x 12 Hem-Fir No. 2 Overall Length: 9'6" All locations are measured from the outside face of left support (or feft cantilever end). All dinvensions are horizortai. I Uniform (PSF) 2 Uniform (PSF) SUSTAINAKE FORESTRY INVIAVVE ZA (0 , Werhaeuser warrants that the sizing of its prodepts will be in apeateliance with WeVerhasaW product design cliteda and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to eupent 4y literature for installation dewlfs (www,woodbywy,cors) Accessories (P nn Board, Wridang Parrep and Squash amcks) we not desilgled by this software, Use of this software is riat intended to c4cuffiftit the need for a design professional as delienritned by the authority having jurWcfion. The designer of mcord, builder or trainer Is responsible to assure that the Calculation is compatibie with the overall pmricz Products manuWured at Weyettowuser facilities are Wridparty certified to sustainable forestry standards. The product aprikatern, input design loads, dmenslons avid support information Nye own provided by Forte Software Opeakir Rodfwy Hanchati Anchor Enqineen% Mv {303) 7834797 '06NeY@a' 9/1112014 1,14 19 PM Forte v4.6, Design Engine, V6,1,1 5 Interior Headers and Bean as 4le Page I of I 1, - Std wall HF u - 11 -1 1-- 1-1-111-."--,,-------"-".--�".,I.-�i -1— Oti L-1, 7 694 1330 2 - Stud wat! - HP 3.00 j 1.67' 1 694 1 1330 111 11-11111-1-1-1 1-11,11-11 . . .... .......... 1-1--l- - Mocking Parrels are assumed to carry no load's applied directly above them and the fill food Is pen t r MEMBER REPORT Fbor Framing - General, ii�_ H11 2 piece(s) 2 x 1 -Fig No. 2 OverW1 Length: 7" ; 0 0 Ali locations are measured from the outside lace of left support (or left carltll er end). All dimensions are horizontal. System F kw Member T : Hush Bearn Building Use : ge0ential Building C IBC Design ASra Deflection criteria: LL (tl480) and "tt (tfZrrt$ Bracing (l.u). All compression edbes (top and bottom) must be braced at 7" dic ant ess detailed otherwise. Proper attachment and positiora ng of tateraf bracing is required to achieve member stability, Applicable calculations are Cased on d&7S 2005 methodology. Blocks Panels are assuoraed to carry no [pads a p pl ied directly above ,•. there n the fel is t to h r sat b � " +� APt being des I WO 3r �0Fa O ._ .w �w Weverhae user warrants that the sizing of its products will be to accordance with Weyerhaeuser product design criteria, a s weyerhamner expressly disciamis any other w arranties related to they software, Refer to current Weyerhaeuser Ittera n (www.wo y.corn) Accessories (Rim Board, Blocking Pane and Squash Blocks ram raat designed by this: circumvent: the need for a design professional as deterinmed by the authority having jurtsdictfam he designer of recorti ass +ate treat this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser hisliftles am i forestry stag t`he Product application, input design loads, dimensions and suppairt information have been provided by Forte Software Forte Software Operator Rodney 8lanchatt Anchor Engie3ews . ine:, (3031 r83 - 4797 r *gS +�w ���� ,.. �as�€a,sss°urt xRvrourrAtavt valt s, is, Is not Intended to mponsible to sustain 9111/2014 #:14:34 PM Forte v4A Design Engine: V6, '1 5 Interior Heackir aced Beanis lte Page 1 of `I I 91 FORTE" MEMBER REPORT Fbar - General, f�_H 12 3 piece(s) 2 x 6 Hem-Fir o. 2 Overall Length: TO" PASSED System : floor Member Type, , twerp flearn Bulkilng Use ° Residential Building Code: IBC Design Methodology �,ASD Deftection crfterW LL (L1360) and TL (IJ240), Bracing (I.u): All coinmession edges (top and bottom) must be braced at 3'6* o/c unless detailed otherwise, Proper altdohment and positioning of lateral bradmi Is required to act eve member stability, Applicable calculations are used on NDS 2005 methodology. 5030 I supports Use Load 0, 9 1 mamma= PASSED System : floor Member Type, , twerp flearn Bulkilng Use ° Residential Building Code: IBC Design Methodology �,ASD Deftection crfterW LL (L1360) and TL (IJ240), Bracing (I.u): All coinmession edges (top and bottom) must be braced at 3'6* o/c unless detailed otherwise, Proper altdohment and positioning of lateral bradmi Is required to act eve member stability, Applicable calculations are used on NDS 2005 methodology. I supports 2 - Stud wall , HF 3,00' 1 3.00' l L50" - Blocking Panels are assumed to carry no toads spoiled dIrectly above them win the full food is ainilled to it* member being destilml Loads ua Floor I - Urifform (P$F) 0 to 3 6" 7'4' 25A 40.0 The product applitiWon, input design loads, dimensions and support Information have been provided by Forte Software OperatOr Rodney HayXhaft Andnor Engineenng, W 0303) 783 mcirwn,itsancAxneng coo 9111/2014 1:22'05 PM Forte A.6, Design Engine: V6,11 5 Exterior Headers 4te Page I of I 13 of 332 igIFORTE MEMBER R PORT F= r- General, H13 3 pile x 6 Hem-Fir No. 2 System; Floor Member Type , Drop Sewn Building Use : Resksenbin Building Code � IBC Defy Oon criteria: LL (V360) and'tt (V240). Bracfng (Lu). All compression s (top and bottom) must be braced at 7 6' o/c untess cletaffed o4herwise. Proper aftchmerit and posiboxOng of wterai bmacing Is required to achieve r stiblIfty. Applicable caicuialmns are based on NDS 2005 metho dofogy. u l p �:., t► S Rud wai# HF 3,00' 3109" 1.50 867 r 0lot� 2 • Stud wand h4F 3.003" 3.00" 1.Sti" 067 150 1017 af eewrig Blocking ParmIs are aseurned to carry no ioads applied direedy wave moor, and the fall toad is appkO to the member being des lqned System; Floor Member Type , Drop Sewn Building Use : Resksenbin Building Code � IBC Defy Oon criteria: LL (V360) and'tt (V240). Bracfng (Lu). All compression s (top and bottom) must be braced at 7 6' o/c untess cletaffed o4herwise. Proper aftchmerit and posiboxOng of wterai bmacing Is required to achieve r stiblIfty. Applicable caicuialmns are based on NDS 2005 metho dofogy. u l p �:., S Rud wai# HF 3,00' 3109" 1.50 867 1ti 1017 0lot� 2 • Stud wand h4F 3.003" 3.00" 1.Sti" 067 150 1017 af eewrig Blocking ParmIs are aseurned to carry no ioads applied direedy wave moor, and the fall toad is appkO to the member being des lqned z 3 . L$n4orm (POF) 0 to 7'6" 11 25.0 40.0 2, Uniform (PLF) 0 to 7'6" WA 20010 �la[P t3aadj tit c Overall Length: 716" MEMBER REPORT F - General, 1 3 piece ( s) 2 x 6 Hem No. 2 Overall L ngtts. 3'6" Y # System : td Member Type : Drop Bearn Building Use : Residential Bulkidrag Code z 18C fftevgn Methodology: ASD Deflection criteria: tt (L/360) and TL (tJ240). t1 K 1 r'w, '�{�, ;�r "`'ll`i 3Tn� `,�. wr tM 1 'u u a 3 i+sezp ;t,3 a .. Applicable calcuiabons are based on NOS 2005 rrdehoddoqy su a u J 1 r Live Load Dell. (in) 1 •s 11 Total Load Defl. (in) t System : td Member Type : Drop Bearn Building Use : Residential Bulkidrag Code z 18C fftevgn Methodology: ASD Deflection criteria: tt (L/360) and TL (tJ240). Bracing (au): Atl compression edges (top and bottom) must: be brac at 3'6' o/c sinless defined odierelse, Proper onachannit and positioning Of lateral bracing is requ ired to achleve member stability'. Applicable calcuiabons are based on NOS 2005 rrdehoddoqy su a u J 1 1 Live Load Dell. (in) 1 •s 11 Total Load Defl. (in) t System : td Member Type : Drop Bearn Building Use : Residential Bulkidrag Code z 18C fftevgn Methodology: ASD Deflection criteria: tt (L/360) and TL (tJ240). Bracing (au): Atl compression edges (top and bottom) must: be brac at 3'6' o/c sinless defined odierelse, Proper onachannit and positioning Of lateral bracing is requ ired to achleve member stability'. Applicable calcuiabons are based on NOS 2005 rrdehoddoqy su a u J C [iBt3z;t„(i panC5 are assumed $fJ ar -------- e....m.., .b .._ ..._ w.,..,,._ .._,ti.e,. .w M.,b �. ... ...... .,...... ., ,._......_.. rY no loads aWW directly abow thent and the W load is Wed to the member WIN desirf The product applicat on, input design loads, dimensions and support information have been proved by Forte software Operator Forte Software Operator I Jab ideates Rodney Hanch atl Anchor Cngmeeringt inn 1303) 7834 ft ittlfY, Clanc.}rf reng Coo 9/1112014 1 22�28 PM Forte v4,6, Des ag t Enigma: V6 1,1 5 xterlrrr )-le dets.41 Pa # of T 9 1 FORTE MEMBER REPORT FADor - General, _ H 15 p ece (s 2 x 8 Hem-Fir N Overall length. 6" 6" All locations are measured from the outside face of left support (or left cantilever ). All diowslons are horizontal, I I �'i`. , tw�.w.,f Systern , floor 1r 1zsr�n {lbs) .w _..ry 1530 1 1 ! ..._ µ )sd (z _. r 1. �l prt > F.m m sr' e » m Shear fibs) AI28 10 114 326 1? sled 0 >00 1,0 2 «t? t (All S ris ltultd4vt use ; ReskiPrirlal 2299 3" 3351 ._. a �69° s) _.... 1 pA y t t! t 9,t) ! Al15 _.. .. Sodding Code: IBC Llve d l) 1 t? _ wN w tb,B126 3' °' 6 211ft Paled I P595 +) l.0 D + 1<Q l All p! w � .. m res Metiordol : ASS Total Load tie (in) . 0A)87 0 3 ", _ „. .�. 0313 Passed �l/ 2 },... ... 1,0 D + E Spans} _ D tlectico criteria: LL (V360) mid TL (V240)• Bracing teas} All compression edges (trap and boftoo mat to braced at & 6" a/c Unless detailed otherwise, Roper attachment and positioning of lateral bracing is required to W4eve member st bltlty.: Applicable calculations are based on NOS 2005 methodology. 919112014 1 °22:37 P Forte Software Operator lob to Forte v4,6, Design Engine V61 1 5 ftntfracrY#iancr3Et .._.�..�..� .,,..�.,.e.,,...�_..�. .., .,„.„.�,..__,,...a..�.. ...�.�._.m...._..��._.w Farm hof Lng nee t rg Inc Ex terior Headens, ^fite M3);'63-4797 rodneYparF0oten4.c:.orn Page e ! of 'i 1 of 332 , 9Ij '' MEMBER REPORT Roof, �i _HI I c x 6 Hem-Fir No. Overall Length: 3'6" k # Forte Software Operator Rodney Hanche9t Anchor Engtrvefoo^tg tnr.. (303) 783 4 rodney(panchoreng.com 22 of 332 PA SSED Member Type ; Header Stdddmg C ; IBC DeAgn Poet gy : ASD 911112014 119`27 P1v1 Farts v4,6, Design Engine: V6 t 1 Exterior Headers 4te Page* t of ! MEMBERRE Ro of, M * H Ail locations are measured from the outside face of left support (or left cantilever d)• All dime nsions are horizont Member Reaction LR��) t Bract +arp (Lip: Ala compression edges (top and bottom) must be traced at 8" 10" o/c unless detained otherwise, proper attachment and positioning ing of Pateral bracing fs required to achieve Ober stability. -Trimmer ° • i NI 111 11 e ft , a .L�ytfoad Delft, Total Load Deft, e w i DeflectioncriterW LL (1 and TL (5116 "). �J 1 ttg 1 Qt? � C6C3 � Q Bract +arp (Lip: Ala compression edges (top and bottom) must be traced at 8" 10" o/c unless detained otherwise, proper attachment and positioning ing of Pateral bracing fs required to achieve Ober stability. -Trimmer ° Appikable calculations are based on NOS 2005 rare logy. i NI 111 11 e a I ° Trimmer HF 2 HF �J 1 ttg 1 Qt? � C6C3 � Q $17 f4Pd g -Trimmer ° Lciads I - Ureiform (PSF) Q to 8 1d7 "` 5 " 20,fl 30,0 Roof Weyerhaeuser warrants that the sl4mi of its d will be In accordance with Weserhaeuseir product desifin criteria and published dickitin values, Wem baeuser Wrixessfy disclaims she othw warranties related to the so . Refor to current Weyerhaeuser # re for Installations details, : (ws w,woodbyavy.ccam) Accessories (Rim Board, SPoddra Pastels and Squash Stocks) am no designed by this software, Lase of this software is not Intended to drcurrrient the need for a design Professional as magi by the autho rity hving jurisdiction, The designer of record, braider or framer is responsible to assure that this calculation is compatible with me overall project. Products nufactured at Weyerhaeuser facilities are third certifier to sustainable forestry standards, the product application, input desgn loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator g Anchor Enginawhntg, im t (303) 7834797 eodney(Z?L arwhorenq. corn SUSTAiNAai,t Fa°. RBTRY tt4i7 ALIVE 911112014 1:19:41 PM Forte v4,6, Design Engine V6,1 1,5 Exterior Heaadios 4te Page t of I Overall Length: 8' 1 V` 3 piec e(s) 1 3 /41 X 7 1/4" 1.9E tCrollet LVL Overall Length: TW am Ali locations are measured from the outside face of left sup (or deft cantilever did), All dimensions are horizontal. 11 ! R1ta Member Reaction (lbs 3553 t 1 2" 51449 ( t3Q Pas (31�� 300 1.50" LO 17 + t,fi S (ail Spa Shear (!bs) 751�1Q 5 f4� ...._ 9347 Pa � �� rj � 4As 1,Q t t�Q 5 Add Spans� Moment (F ft) _.,_. _..__ ...M._6242 3" ?' 42223 Pam 5196 1 <15 L D + 1,0 All t3ve Eoad C4et1 48n w _.. _A .. tl 511 3�9" q, Pa t assure that tots calculation is compatible with the overall protect, Products manufactured at Weyerhaeuser Witties are third -party ca }rtlfied to sustaina LO D ± 1.0 S (Aid SLans) Total Load the product applicat input design load dimensions and support information have been pro by forteStiftware Operator Forte operator Job Notes 911112014 1.113.53 PM System : Wait Member type: Header acrikh i Use : Reildenrat Building Code ; ISC [*Mail Methodology ASL i Deflection criteria: t1 (1f360) and TL (5116")° Bracing (Uh: All compression edges (top and Whom) must be braced at TV o/c unless detailed otherwise. Proper attaeiiraeps and Pasitiotilep of daterat bracing is roared to achieve member stataltity. support r 2 - TTiniawr itf 3 W 300 1.50" 1641 1922 3563 NOM 2 • Trimmer - HF 3,00 3,00' # O 1t 1641 1922 3563 None 'Loads 4 E1na8o na ti 5F$ 0 to 7'6' 17'1* 25:0 30.0 Roof £� #•�Jet`ttk'�At���'.�� ,, v�`^4�r�"'a� p �- 9„- �...,...�,�.,.W.,,....,.:..,aw 517STF4fi^itr f8't�"fW't'$r&Ei`6i41`:Y±E Weyerhaeuser warran that the s izing of its products will be in acciddlince with Weyerhaeuser product design criteria and publialfed design vii Weyerhaeuser essly disclaims any other warranties related to the software. peter to current Weywhiplialar literature for Installation detalls. (worw.woodbywy,cien) Accessories (Riau Board, Hdockirigg Panes and Squash Blocks) are not designed by this software, Use of the software is not Intended to circumvent me need for a design professional as determitned by the authori tud on. The designer of recird, builder or framer Is responsible to assure that tots calculation is compatible with the overall protect, Products manufactured at Weyerhaeuser Witties are third -party ca }rtlfied to sustaina forestry stand' lS. the product applicat input design load dimensions and support information have been pro by forteStiftware Operator Forte operator Job Notes 911112014 1.113.53 PM Software .. ..,._ ....., .._... .�,.. �., �...,.,,e,. .w,._ .....,.......:, ...rv.. w.........0 . .�.�,.._ . w...__ r�.�...�.w.., .............d.. ",1rle S.. Design rigine: V5.1 1. A.6 Rodney Hanehe3t Anchock.itg9mermg, irar,.. E xterior Hek`3de ".4 (303) 783 -4797 rodne y@anc: eng Com Page d of 1 4 of 332 2FORTE MEMBER REPORT Roof R H4 Overall Length: 6'6" k t Fofto Software Operator _ .lab Notes s dney 7 acrt ' r�ciravt�anrtfsz €eng.ccxzt 25 of 332 am 9/11/2014 1 ,20 , 02 PM Forte v4,6, Design Engine V6 E 1 5 Exterw Headers 4te Faye i of 1 wy 8 M4V Fofto Software Operator _ .lab Notes s dney 7 acrt ' r�ciravt�anrtfsz €eng.ccxzt 25 of 332 am 9/11/2014 1 ,20 , 02 PM Forte v4,6, Design Engine V6 E 1 5 Exterw Headers 4te Faye i of 1 "" RE am 0 6 , All locations are measured from the outside face of left support (or left cantilever ), All dimensions are horizontal. systian : Wall f4ember T Header BuOdimi Use : Residential Building Cade . 18C Design Meti y : AS'D Deflectlon criteria: t.t A t360i anit "tt. (s1 t6n, . bracing (l da Alt cwnpressio s (top and bottofe) Musk be braterl at & 6 opr unles detalied rx rsvl , i meat and tat75MOHng of lateral bracing is required to achieve member stability. Rooney HanchoU (33) 783 r^d sey@aric"Weng.COM I Sob Notes 6 of 332 911 PM Forte v4,6, Design Engine 116 11, ( F xteribr Ile leaders 41e Page f of } Merrib Reaction (tbs) � 4126 0 1 1/2" 11419 00j Fa d (36) 1.0 0 + 1.0 S. ..pans) } Shear (lbs) 3387 0 10 114 8317 Passed (41%) 1.15 LO 0 + 1.£1 SSM Sparts) w etas (Ft ibs) 8333 0 3'3" 12273 p (68 uL 1.15 LO l7 + 1,0 O 105 3 3 0.208 lea {tP71) 1,t5 ) + 1.9 SLAt P st ) Total Load Dell, . (in) _ 0 .„ . ,. 0 313 ,..,. „ Pas _ Q) ._. 10 D + 10 S systian : Wall f4ember T Header BuOdimi Use : Residential Building Cade . 18C Design Meti y : AS'D Deflectlon criteria: t.t A t360i anit "tt. (s1 t6n, . bracing (l da Alt cwnpressio s (top and bottofe) Musk be braterl at & 6 opr unles detalied rx rsvl , i meat and tat75MOHng of lateral bracing is required to achieve member stability. Rooney HanchoU (33) 783 r^d sey@aric"Weng.COM I Sob Notes 6 of 332 911 PM Forte v4,6, Design Engine 116 11, ( F xteribr Ile leaders 41e Page f of } ;9 1 F ORTE * MEMBER REPORT Roof, H t e -Fir o. Overall L ngft T " PASSED Forte Software Operator Rodney HanchaR An t,f »trr EN meervor ftm (303F 783- 47"97 ' COO st ±i''cl ;anr;8otareng,.Cow ^S". tem ; WA Member Type: Header fSuild r i Use Re dent BtAldtr.rg Cede ; IBC DeMgn MrViodoirrgy : ASD 911112114 1 :14 51 PM Forte A.6, Design Engine V6,1 1 5 Interior Headers and Beams 4te. Paqe i o 27 of 332 am ber Rea ti;art ( €bs) 1532 0 11/2" 3645 (3,00 Pas C 3 LO D + 1,0 S (All 1J2" 1898 Pied {61 a) US SO S ( '+ 1.O 6 Spans) M (fit its} _ _._ ! 9ve 3 tad Caen din) _ 1458 1" S" U i928 1 9" 1 602 � df 1Cd8 Passed (91§6) Pa9 LIS � .. LO D + 1, 0 5(A3i 5 pan� 1,0 t,+ 1,0 (R31 S arts) t c a3 9 Deal Cre 6 e srs} _ � , 8 Sl 1 9 0162 . _,. . pa— . , SY? .. 1,0 D + 1,0 5 (M Sp Forte Software Operator Rodney HanchaR An t,f »trr EN meervor ftm (303F 783- 47"97 ' COO st ±i''cl ;anr;8otareng,.Cow ^S". tem ; WA Member Type: Header fSuild r i Use Re dent BtAldtr.rg Cede ; IBC DeMgn MrViodoirrgy : ASD 911112114 1 :14 51 PM Forte A.6, Design Engine V6,1 1 5 Interior Headers and Beams 4te. Paqe i o 27 of 332 aFORTE" MEMBER REPORT Roof, R_ H7 3 plece(s) 1 3/4" x 7 1/4" 1.9E Mlcrollam@ LVL Overall Length: 6'6" Ali location-, are measured from the outside face of left support (or Left cantilever end). All dimensions are horizontal. ............... `n� — _V__ O!�$ n Re!! I x "W = 'qk C 1— 0 L�q Member Reaction (lbs) 3950 C 1 1/2" 11419 0 1.0 D + 1,0 S (Ail Spans) 2551 010 1/4' 8317 Ali location-, are measured from the outside face of left support (or Left cantilever end). All dimensions are horizontal. ............... `n� — _V__ O!�$ n Re!! I x "W = 'qk C 1— L�q Member Reaction (lbs) 3950 C 1 1/2" 11419 0 1.0 D + 1,0 S (Ail Spans) 2551 010 1/4' 8317 15 1.0 D 1.0 S All ns) Mo m ent 5199 @ 3' 3" 12273 Passed (42a} IAS I.OD+ LO Live Z10 T3 0108 1.0 D + 14 S (All S Total Load Dorf, (in) OA32 @ 3 r. 0,313 1,0 D + 1,0 5 S ystem . all Member Type Header aWcHiN Use: Residential Buildnq rode: HiC Design Metundiskagy : ASD • Deflection CrfterW Lt. (14 360) and TL (5/16'), Bracing (Lu): All compression e (top and bottom) must be maced at 6'6' o/c unless detailed ottierwise. Proper attachment and positioning of iatem$ bracinq is required to achieve meastier stability. I - Uniforin (PSF) j 0 to W V 1 w r 25,11 sCl.#3 1 R - r --- The product marfication, input design leads, dimensions and support information have been provided by Fade Software Onerator Rodney Harichen Anchcu Engineering, tract.- (30 3) 783 4797 Coln 2 8 of 332 9111/2014 1120 21 KA Forte v4,6, Design E ogtw V6,1 1 5 E-veres?"Header's 4te Page 1 of 1 2FORTE' MEMBER REPORT Roof, R H8 3 plece(s) 2 x 8 Hem-Fir No. 2 Overall Length: 8' 10" Forte Software Operator. 1 Rodivy Handlett Anchor ErV Mefmg, Inc 1303) 783-4797 I Job Notes 29 of 332 system : Waff Hember Type: fileader Building Use ; Residentiai Building Code : 18C Design methodoicely ; ASD 911112014 1:2039 PM Forte v4.6, Design Engine: V6 1.'1. 5 Exterkbr Headei'S 4te Paqe I of I Member Reaction (l 1292 @ 1 1/2" 5468 (3,W) D + it Span 1042 0 10 1/4 ...w 3752 .15 1,0D + 1.0 S (M Spans) 4 1w ttieftc {Ft 1b U Load Defl, 2693 0 4 S" 0. 102 0 4' S" 3853 0186 a d 9 AS Lo D + 1,4 SA iris) wm 1,0 D+ 1,0 S (AW Spans Totat Load Deft. (in) 4.192 4 5" 0.313 0 D +1,0 S Forte Software Operator. 1 Rodivy Handlett Anchor ErV Mefmg, Inc 1303) 783-4797 I Job Notes 29 of 332 system : Waff Hember Type: fileader Building Use ; Residentiai Building Code : 18C Design methodoicely ; ASD 911112014 1:2039 PM Forte v4.6, Design Engine: V6 1.'1. 5 Exterkbr Headei'S 4te Paqe I of I >91 F 0 R T E' MEMBER REPORT Roof, R h19" 3 piece(s) 1 3/4" x 7 1/4" 1.9E MlcrollamO L. l:. Overall Length: 6 MW The product application, input design loads, dismursions, and support information have been provided by forte Software operator Rodney Hanchett Anchm Enmneennq, Inc (3031 7814797 rodney(oanchoreng,cram 911112014 1:20 50 PM Forte v4.6. Design Engirw V6,1.1 5 Fxterbr Fleadefs, 4he Page I of i 0 All locations are measured firorn the outside face of left support (or left cantflever end). All dimensions are horizontal, lj�"jqn Wall Member ReacUon (fibs) 3386 0 1 1/2" 11419 (100 lsasse�, D LO S Lo + m em bee'rype Header 2496 @ 10 1/4" 8317 �?Lq Q3 %) 1,15 ILO D + I �q SLA!L��nq Building Use � Resimaitun 5087 0 3' 3 12273 Passed (41%) 1,15 1,0 D + 1.0 SS Wkeng Code 18C Uve Load Deft , (in) 11 Spa Design Methodology ASD Total Load Deft. (in) ' �,129 0 T 3 0.313 Passed - - -------- 10 D + 1,0 S (All Spans) j DOW ion criteria: LL (V360) and TL (5/16`). Bracing (Lu). All compression edges bop and bottom) must be braced at 6 o/c untm debriled otherwise, Proper attachment and poslifio"Ing of lateral bracing Is required to achieve member stability. The product application, input design loads, dismursions, and support information have been provided by forte Software operator Rodney Hanchett Anchm Enmneennq, Inc (3031 7814797 rodney(oanchoreng,cram 911112014 1:20 50 PM Forte v4.6. Design Engirw V6,1.1 5 Fxterbr Fleadefs, 4he Page I of i 2FORTE" MEMBER REPORT Roof, R H9, 2 piece(s) 2 x 8 Hem-Fir No. 2 Overall Length: 4' System : Wall Meal r' Type : Pleader Building Use : Resklential Building Coup . RIC Design Methodofty : ASD DMection criterlai LL (L/360) and TL (14240]c Bracing (Ltd: All compression edges (top and bottom) must be braced at Wo/c unless detailed odienvise, "r attachment and positioning of lateral bracing is r Msiren to achieve nierriber stoWhet. Appilicatee calculations are based on NDS 20D5 methodology. an B4E FORESTRY NITWM SUSIA114A :IR 2 P* product application, Input design leads, dimensions and support Information have been proAded by Forte Software Operator "I torte Soft '1___11__ 1 91 115:05 PM Software Operator J o N ---------- Forte v4.6, Design Engine V6 I t 5 Froolney Hancireft Ancriar Engtneedrtg he Interior Headers ir)d Beatris 4te (303) 783A79? rodney(Mandwaseng com Page I of I __2119 0 1 1/2" 3645 Pa 8% LO D + 1.0 S (All Spars Shear (ttis) 1214 0 10 1/4" ^ 501 Passed L 5 1,0 2 + LLS 2569 _Eassed f73t) 1AS 1.0 D + 1.0 S LAII 1par LS)__ U e t d Defl, (in A w 0102102 0,125 P 999+ Lo 0+ LOL All I Total Load Defi. (in) I 0 038 2' 0. 188 Passed { L/999 14 D + LO S (AflS System : Wall Meal r' Type : Pleader Building Use : Resklential Building Coup . RIC Design Methodofty : ASD DMection criterlai LL (L/360) and TL (14240]c Bracing (Ltd: All compression edges (top and bottom) must be braced at Wo/c unless detailed odienvise, "r attachment and positioning of lateral bracing is r Msiren to achieve nierriber stoWhet. Appilicatee calculations are based on NDS 20D5 methodology. an B4E FORESTRY NITWM SUSIA114A :IR 2 P* product application, Input design leads, dimensions and support Information have been proAded by Forte Software Operator "I torte Soft '1___11__ 1 91 115:05 PM Software Operator J o N ---------- Forte v4.6, Design Engine V6 I t 5 Froolney Hancireft Ancriar Engtneedrtg he Interior Headers ir)d Beatris 4te (303) 783A79? rodney(Mandwaseng com Page I of I , Zd - 1 F 0 R T E' MEMBER REPORT Roof, R H10 3 plece(s) 1 3/4" x 9 1/2" 1.9E Microllam@ LVL Overall Length: 20'9* System ; Wait Member Type : Pleader Btdldnfj Use : Residential Building Code ; 18C Design Methodology: ASO Deflection criteria: LL (L/360) and TL 0/240), Bracing (Ldi. AM compression edges (top and bottom) must be braced at 20'9' otc unless detailed Otherwise. Proper attachment and POSinning Of lateral bracing is required to achieve member stability, Dei l fkftUitS _M noer Reaction (Qbs) c"r, k , , ®r, M am, 's 1492 0 1 1/2" 11419 2. Shear (lbs) 1342 0 V 1/2" 10898 Passed LIS L0D+I _��(12%�_ 0 S (Ali morninit (Ft-itrs) 7553 0 10 4 1/2" 20312 Passed (37%) 1 i 1.0 D + 1,0 SSIM Spa- ... . ...... J, lve Iraq Deft. (in) 0,456 @ 10'4 1/2' 0 683 Pa ssw 1'139' 14 D + 1.0 S (All Spans) Thial Load Deft, n 0) I - Triminer - HF 2 - Trimrner • RIF The product application, input design loads, dimensions and suppoit inforniation haw been Provided by Forte Software Operator Rodney Hanch0ft Arichof EngneOrk1% inc. Q103) 7814797 rodney@anchorengcofn 9/1112014 1 21 04 PM Forte v4,6, Design Engine , V61 1,5 Exterk)r Headed'sAte Page 'I of I Rimm rr� C Stf 0 ero T 8 8 tSa lz t#$ C3 Cd r NN4 C3 ��y9 tC�'AA. i7 i"7 � i'3 cw �g G{�o l tv cv It tt It }} it II ti w«. 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CW I CD 0 00 � CL I to - w 1 14 it If 2 0 00 ( 0 it) cy I f i $4 t it a i L � .� t � 0 C4 0 g, rd rq U7 ko m o4 $1 It 11 4 it fs it it it it it M 2 LL 4c 0 rot UI C 3 4 : I I a 01 I 0 00 v (A 0) 0) 11 � c5 0) OD I I a 01 I 0 00 v c5 0) OD tt tC it It tYF 91 t3 tt It $4 R eta as oo C6 a Ss -�p V to M Ci 00, All'� a It It H 0 a it It It It 0 W is tr, + o .� �� ��..��� ��� � ;� te r;# , �t�v 'a3 �7 4� E`0 3pCan��«r �i Shad Wall 1 11 1 105 1/4 R' 87 of 332 MEMBER REPORT Common Areas, CLB I 3 pie ) 13/4" x 7 1/4" 1.9E M kroll anli(D L VL Overall Length: ` W PASSED All loca tions are measured from the outside face of left sups (car left cantilever end). All dimensions are horizontal, Forte Software Ope rator Jots Notes 9111/2014 1.23:08 PM Forte v4.6, Design Engine, V6 1,1 5 Rodney tia n hetl Andxv Fn9in ering tnc. Exterior Headers aders Ott: {3031783 rodney@anchorong.com Page 1 of 1 88 of 332 x.. x$ x. x �i A x ".t.�. 1► P f Forte Software Ope rator Jots Notes 9111/2014 1.23:08 PM Forte v4.6, Design Engine, V6 1,1 5 Rodney tia n hetl Andxv Fn9in ering tnc. Exterior Headers aders Ott: {3031783 rodney@anchorong.com Page 1 of 1 88 of 332 3 ` MEMBER REPORT Corarrion .firers, Q_82 3 piece 2 x 8 Hem-Fir N 2, overall L ength: 3'6" PASSED All locations are measured from the outside face of lit sup (or left cantilever ). All dimensions are horizontalt system wall MehAw Type: Header Building Use Pesislental Budding C ISC Design Methodology : ASD Deflection criteria, LL (U360) and TL (L?240), Bracirs; (tu). All compression edges (top and kiodom) must to braced at 3'6' o(c unless detailed otherivise. Proper attachment and posiboffing of lateral bracing is required to achieve member statefity.. Appirrat ie cal rations are teased on NDS 2805 methodology. e system wall MehAw Type: Header Building Use Pesislental Budding C ISC Design Methodology : ASD Deflection criteria, LL (U360) and TL (L?240), Bracirs; (tu). All compression edges (top and kiodom) must to braced at 3'6' o(c unless detailed otherivise. Proper attachment and posiboffing of lateral bracing is required to achieve member statefity.. Appirrat ie cal rations are teased on NDS 2805 methodology. Fo So#twaIre 0peralor Job Notes 9/1 112014 i .23:19 PM . -..� "on v4.6, Design Engine V6,1 l .5 } oa uav Har reetm Anchof Engjsneersrq, Ine"•.. Exterior Headers 41t- f303) 183 -479'1 r+ dney@ anchoreng Cofn _.. _ Page I of '1 89 of 332 E ` MEMBER RT Com Areas, CLB3 PASSED 3 pity (s) 13/4" X 9 1/4" 1.9E Mlcrollam@ LVL Ov r ff Lengft 7'6" titan ernes €av tt tt7360p and TL (L/240). €3racWq (Lu); AR compressW edges (tc and bottern) must be braced at 7" 6" #de ess deWed oOwwlse. Pixiper attacturient stet positioning of lateral bracing is required to advem member stabs tty. Amer Engineering, Inc. 2535 17th Street Denver, DO 80211 303-7834797 Project Title: Engineer: Protect ID: Project Desor: Title Nock Une 6 r�yqWd: I I SEP 2014, 105KA Description C-B4 IN L Applied oads Service loads entered. Load Factors will be applied for calculations -- - - ------- - - - -------- Beam self weight calculated and added to loads Uniform Load: D = 0,0250, L = 010 ksf, Tributary Width 12,670 ft, (Third Floor) DESIGN SUMMARY go "EN Maximum �enrflng Stress Ratio 0460: 1 Maximum Shear Stress R at to 9.195 Section used for this span W1242 Section used for this span W12x22 Me: Applied 48,224k-ft Va ; Applied 12,445 k Mn I Omega: Allowable 73.104 k-ft Vn/Omega : Allowable 63,960 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 7,750ft Location of maximum on span 0,000 ft Span # where maximum occurs Span If I Span # where maximum occurs Span # I Maximum Deflection Max Downward L+Lr+S Deflection 0.366 in Ratio = 507 Max Upward L+Lr+S Deflection 0,000 in Ratio = 0 <480 Max Downward Total Deflection 0.465 in Ratio = 400 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximu or r m Foes & Stesses or f Lo4d"P, ortt-10"; tons Load Combination Max Stress Ratios ........... Summary of Moment Values Summary of Shear Values Segment Length Span If M V Mmax + mmax - me - Max Wx Mnx/Omega Cb Rm --- ------- ...... . .... . Va Max Vnx Vnx/Ornega +0-+H Dsgn, L = 15,50 it 1 0,139 0.041 10,17 10,17 12108 73.10 1,00 1,00 2,63 95.94 63,96 +D+L+H Dsqn. L = 15,50 it 1 0,660 0.195 48,22 48.22 122.08 73.10 1.00 1.00 1245 W94 63,96 +041-r+H Dsgn,L= 15.50 ft 1 0,139 0,041 10,17 1017 12Z08 7310 1,00 1,00 163 95N 6196 +D+S+H DsqnLL= 15,50ft 1 0,139 0,041 1017 10,17 122,08 7310 1,00 1 e0 Z63 95,94 63,96 +D+O 750Lr*0350L+ Dsgn.L= 55. ft 1 0,530 0.155 3871 3871 122,08 7310 1,00 1,00 9�99 9&94 6196 *D-m,7501.+0.7505 +H Dsqn. L = 15,60 it 1 H30 0.156 3811 38.71 122,08 7310 1.00 lb() 9 �99 95,94 63,96 +0-460W+H Dsqn, L = 15,50 it 1 0.139 0,041 10.17 1017 1222 7310 1,00 1,00 163 95,94 6196 +0+0,70E+1"I 0,139 0,041 Dsgn, L = 15,50 it 1 10,17 10,17 12108 73,10 lki) 1,00 2 A3 95,94 63,96 +D+0,750Lr40,750L,#0A50W+H Dsgn.L= 95.50 ft 1 0,530 0156 38,71 38,71 122,08 7310 1,00 1.00 9.9 9594 63,96 4D-+0,750L+0,750S+0A50W+H Dsgn,L - 15,508 1 0,530 0156 38,71 38,71 122,08 73.10 1.00 1,00 9�99 9594 63.96 +D+0.750L+0,7505 +0,5250E+H Dsgn, L = 1&50 ft 1 0.530 0,156 38,71 38.71 1222 73,10 1,00 1,00 9,99 9514 63,96 +0,60W,60W460H Non. L = 15.50 It 1 0.084 0.025 610 6.10 12108 73,10 1.00 1,00 1.58 95,94 63,96 91 of 332 Anchor Engineering, Inc. Project Title: 253517th Street Engineer: Prl t ID.: Denver, CO 80211 Protect De cr 3013- 783 -4797 Title Block dine � I SEP 2014. 2,05PM ". ._ Stool Beam th dttGlC1ratY?Ys1s . y� �'' y ,# kk}}++�� ## pppp yy�C f N NW 'C '� _ .�,e V4t ¢i e, �9ktfl tT �.4v Aer .1A JF Description . 4 Load Combination Max Stress Ratio Summary of Moment Values Summary of Shear Values Segment Length Span # Me - Me)( Max WW Omega Cb Rn Va W Vnx Vnxidmega Dsgn. L = 1550 it 1 U84 OM5 6.10 6101 122,08 73.90 U0 1,00 1.58 95.94 63.95 Overall Maximum De#lec t ne - Uhfadt r a Lead Combination Span tax " -" 0teff Location In Span Load Combination Max. +° 03eft Location in Span .. .... _, .,.___ ,...., ._.,.,_,.... {.67.�. ..�.....r.. .....,..�. .- _.,_... _._..,... _w...me .... .. ............... ._ __ r7,QOO�__._.. Vertical ftactl ns, UR c r Support notations Far left Is # Values in !GIPS Load Combination Support t S D 03nfy 2,626 2,626 L Only 9.619 0119 D+L 12,445 12,445 ZIFORTE' MEMBER REPORT Commorl Areas, CL B5 3 plece(s) 1 3/4" x 9 1/2" 1.9E Microllame LVL Overall Lengft 6'9 0 PASSED ID 0 All irications are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Deflection afterer LL (t 136f1} and TL (1,1240), Bracing (Lu): All compression edges (top and troften must be braced at V 9" Pic untess detailed oftradse pruner attachment and positioning of tateral bracing is required to arpleye member stability. I - El foun (PSF) I 4 -'Ipm— "gor � _ To Y C Wolf i tj C 84 reaction 3 Point (b) I'll 1/2' N/A 248 00 Uniform (PLF) 1 9 2410 9340 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser expressly disclaims any of warranties related to the software. Refer to current Weiremaimser literature for kistallatkni detalls, (www.woodbywy.com) Accessories (Rim Board, Slisciiing Panels and Squash Slocks) am not designed by ft softwaina. Use of this softafe is not Intended to circumvent the need for a design professional as determined by the authority having furl The designer of recont, builder or framer is responsible to assure that this calculation is compatible with the overatl ftreject, products Manufacture fties d at We facli are third-party cedtfied to sustainable forestry standards, The product application, input design kracN, dimensions slid support miforme0w have been PrO'Aded by Fade S Operator Rodn� y Hancheft Anchor Engmeoring tnc 1303) 7B3-4797 Com System ; Wall Member Type : Header Bigwig Lue : Residentaif Beading Code : HIC Design Methodology: ASO SUST&INABLE FrVESrRY HTIATIVI 9/1112014 113:45 PM Forte v4,6, Design E ngine; V6. I . 1, 5 Exterior Headers 4le Page I of I . .' * ;. I PASSE All locations are rneasured from the outside face of left step (car left cantli end), All dirriensions are horizontal. Forte Sottw Operator Rodney Hanchelt Amhor E ngrwrinq, Inc. (303) 781 4797 11112014 1:23:56 PM Forte v4,6, Design Engine; V6 '11 xtttrOr Headers 4t Page I of I Overall Length: ' 6" � a Forte Sottw Operator Rodney Hanchelt Amhor E ngrwrinq, Inc. (303) 781 4797 11112014 1:23:56 PM Forte v4,6, Design Engine; V6 '11 xtttrOr Headers 4t Page I of I Overall Length: ' 6" « P ASSED 4:' r I low 0 Alt locations are measured from the outside face of left Sts (tar left cantileve end). All dimensions are horizon Deflectim criteux LL (4°360) and TL (1,1240). Bractng p u): Ali compression edges (top and bottom) must to braced at 6'3 ur o/c unless detailed atherm Prow attach, nt and boutforono of lateen, bracing is required to achieve member stability: Weyerhaeuser warrants that the sizing of its produc will be in accortionce with weyerfounrter product design criteria and ish i design values. Weyerhaeuser expressly dischems any other warranties rued to the software. Refer to current Weyerhaeuser literature for krstaliation details. (wWw1woodbywy,cono Accessories (Rim Board, 0tockmii Panels and Squash Mocks) are not desW*d by this software, use of this mare is not intended to Circumvent it* need for a design professional as deter mined by the authority having jurisdiction. The designer of record, bulkier or framer is responsible to assure that this catculation is compatible with the overall project, Products manufactioed at Weyerh aeusei , facilities are third- -party Certified to sustainable forestry standards. The Product application, input Res loads, dimensions and support Information have been provided by Forte SD are Ofiecteir Podney Hanchatt Anchor Engir rrcvg, tvvr,. (353) 7834797t 9il 1/2014 1:24�05 PM Forte v4,6„ Design Engine: V5.1 s '."> Exterior Headers are 'age 't of i 95 of 332 Overall L ngth: ' 1/2" W ad V t t Undorni (PSF) 0 to 6 1/2 13' 25 .� I 0 « «. f! .. 7 Point ( ib) ,«...., «,..,. W 1' g t /2 «....,,., . A 22 Lr 6950 oat A 3 - Point (ib) 2' R" N/A 610 2396 Post Above ^' tiP74iLfdia gP.Sf k�.,.....,,,.. «..- ...�«.... «.,d,.�...,_.,.. ai � . 1t a�cr 2s ....... ......«.«....«,.« 3e. r< ...„.a.....�,....,.,.... 2 .t 100' ,.»...a.w......�.«, A Floor bove 5, Point (#b) _.,. N/A 610 2390 _ Post Aim 'A l �1tK ti`�}t {FY{ J Weyerhaeuser warrants that the sizing of its produc will be in accortionce with weyerfounrter product design criteria and ish i design values. Weyerhaeuser expressly dischems any other warranties rued to the software. Refer to current Weyerhaeuser literature for krstaliation details. (wWw1woodbywy,cono Accessories (Rim Board, 0tockmii Panels and Squash Mocks) are not desW*d by this software, use of this mare is not intended to Circumvent it* need for a design professional as deter mined by the authority having jurisdiction. The designer of record, bulkier or framer is responsible to assure that this catculation is compatible with the overall project, Products manufactioed at Weyerh aeusei , facilities are third- -party Certified to sustainable forestry standards. The Product application, input Res loads, dimensions and support Information have been provided by Forte SD are Ofiecteir Podney Hanchatt Anchor Engir rrcvg, tvvr,. (353) 7834797t 9il 1/2014 1:24�05 PM Forte v4,6„ Design Engine: V5.1 s '."> Exterior Headers are 'age 't of i 95 of 332 Overall L ngth: ' 1/2" MEMBER REPORT Common Areas, C B8 PASSED s) 2 x 8 Hem-F No. Overall Length: T 6' All locations are measured from the outside face of left step (or left. Cantilever ). All dimensions are horizontal. System � Wan Type : deader Building Use: Residential 8 AIdint3 lode ISC Design Method0ogy : ASD Deftection criteria: LE. (t/360) and Tt (V290), Bracing (W); All compression sups (top and bottom) most be braced at 3' V o/c unless detailed otha rivise. Proper and positioning of Wteral bracing is r to achieve stability AppiicaUe calculations are based on NDS 2005 melfiedology, • t 1... . ma;. IE ! i. m. - a Iff F MW System � Wan Type : deader Building Use: Residential 8 AIdint3 lode ISC Design Method0ogy : ASD Deftection criteria: LE. (t/360) and Tt (V290), Bracing (W); All compression sups (top and bottom) most be braced at 3' V o/c unless detailed otha rivise. Proper and positioning of Wteral bracing is r to achieve stability AppiicaUe calculations are based on NDS 2005 melfiedology, +t 1 - Trin} r- HI 3.tYti" 3 .C1 0' " 2 «29" 5�+ id 2784 tia�ne �3.t3Ci _ _2 2 • Trimmer - HF 3. 239" I . Worm (PSF) t4 tcs 3` b" 12` 8 2S.t1 "rte 2217 2791 None it87.Q � 0 Rodney Hanchatt Anchor Eniprieenng, . € x (303) 783•A797 9/11/2014 1:24 P Forte v4,6, Design Engine V6.1.1. Exterior Headers 4te Page 1of1 tivtBFt REPORT rn A reas, PASSED 3 piece( 1 x 117/8" 1.9E Microllami8i L,VL Overall Length 9 I Ali locations are rneasured from the out$We face of left support (or left cantfi )• All dirrensforts are horizzontal. system � fl Mmeber Type : FkM Beam OtAiding Use i Reod wbA siaaiding c . I BC I7esio h y : A D Forte Software Operator Job Notes 9/1 t12014 1 :24:22 PM ......._ �.w....., _ ,� __. w Forte v4. i, Design Engine V'61 ti.5 Rodney Heta"cholk Anchor E ng naaw ng, inc.. Yter )r Hoa!?ens,. 4te (34 3) 783 rodney ra anchoeerag, coo Page 1 of 1 97 of 332 MEMElt REPORT C ommon Area X10 PASSED P e(s) 13/4" x 8" 1.9E Micmllam@ LVL Overall Length. 9 Ail locations are measured from the outside face of left support (or left cantilever end). Ai dimensions are hoftontal. Forto sotreare Operator Job Notes `9111/2014 1:24;30 PM .. _ _ Rodney &iwdlett ,. forte v4,6, Design Engine: V611 5 Anchor Enginoefing, Me Extefior Head s -t , 1 (103) 783.47 +97 rodney anchonmg Cor Page 1 of 't 8 of 332 floor t a Building Code t 18C ar o .: I Iwo Forto sotreare Operator Job Notes `9111/2014 1:24;30 PM .. _ _ Rodney &iwdlett ,. forte v4,6, Design Engine: V611 5 Anchor Enginoefing, Me Extefior Head s -t , 1 (103) 783.47 +97 rodney anchonmg Cor Page 1 of 't 8 of 332 4FORTE"' MEMBER REPORT Common Areas, CLPI 1 piece(s) 13/4" x 7 1/4" 3».9l l ll (j) LVL Overall Length: 6'9" im 41I locations are measured from the outside face at Wt support (car left canttt ), All dinierrsions are horizontal. Rodney Haanchntt i303p 7R3- 4797 SYstmu : wall Member T Meader Sull6ng Use. ; Residential Budding trade z ISC. Design S4eda k3R xg , : 66SO 911112014 1.24:38 PM Forte e4.6, Design Engs`rse V6 1 1.5 Extemir Headers 4te Page ' of 1 e ss r Rodney Haanchntt i303p 7R3- 4797 SYstmu : wall Member T Meader Sull6ng Use. ; Residential Budding trade z ISC. Design S4eda k3R xg , : 66SO 911112014 1.24:38 PM Forte e4.6, Design Engs`rse V6 1 1.5 Extemir Headers 4te Page ' of 1 IM Applied Loads Service loads entered Load Factors wilt be applied for calculations. Beam sett wel4ht calculated and added to loads Uniform Load: D = 0.60 k#t, Tributary Width =1.0 t, (Wall Dead Above) Uniform Load: ` 0 = 0~02517, L = 0.040 ksf, Tributary Width =16.750 ft, (Floor and Floor Above) Uniform Load. 6 = 0.020, S - 0:030 ksf, Tributary Width = 5, O ft, (Ro ob DESIGN SUMMARY Maximum Sending Stress Ratio - 0.817: 1 Maximum Shear Stress Ratio 0.243 • 1 Section used for this span W14x26 Section used for this span'' 711114x26 Ala ;, Applied ` 81.899 -ft Va : Applied 17242 k Mn f Omega: Allowable 100299k-ft Vnt egs : Allowable 713.890 k Load Combination +f7+L +t4 Lead Combination +6 +Li t Location of maximum on span 9.500ft Location of maximum on span 0,000 it Span #'where maximum occurs Span # 1 Span # where ma ximum occ urs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 13,341 in Ratio = 668 Max Upward L+Lr+S Deflection 0,000 in Patio = 6 <480 Max Downward Total Deflection 0,817 in Ratio = 279 Max Upward Total Deflection 0,000 in Ratio = 6 <240 Overall Ma Doflectlorts � f1�a tot ,y . Load Combination Span Max, '-" Dell Location in Span Load Combination Max. "+" Deed Location in Span D+L +S_ n._ ° 9.595 0.4004 0.000 _ Maximum Dde tio tls for Load,, dffitilho Load Combination Span Max. Downward Dell L in Span Spars Max, l.#pward Dell Location in Span D only 1 _ 0- L Only 1 0.2757 9.595 0.0000 0,000 S Only 1 0,0624 9.595 0.0004 0.000 L+S 1 013411 9.595 0,0000 0. D+L 1 0.7550 9595 0,4440 0. D +S 1 0.5397 9.595 0,0000 4. D+L+6 1 0.3174 9.595 0,4000 0, Vertical Reactions - Unfactored Support notation: par tell is #1 Values in KIPS Load Combination Support 1 Support 2 Overall t AXimu 1l }.657 19,667 Overall NttNimum 1,425 1425 D Only 90.877 10.877 t. Only 6.365 6365 S Only 1,425 1.425 L +S 7,790 7.790 D+L 17242 17.242 D +S 12.302 12302 D4L+S 98.667 18;667 1000332 Title Block Liam 1 Project Title: You can change this area Eng ineer: Project ID: using the *Settings" menu item Project pescr: and then using the *Printing & Title Block' selection, MOMEM Title Block tine 1 Project Titled You can change this area nlrrer l?rcalect #C7 using the "Settings" menu item Prn escr: and then using the "Printing Title Block' selection. _s _.._ -- Calculations per Ai SC 3803 -10, IBC 2012, ASC 7 -10 Load Combination Set A SCE 7 -0" W �: [hod: Allowable Strength Design Fy : Steel Yield .0 ksi ig � Beam is Fully Braced against lateral - torsional duckling 8: Modulus : 29,000.0 ksl Major Axis Bending Motion ASCB 7 -08 ME Applied Loads �..a.� ..m_ Sews loads entered Load Factors will be applied for caloulations. ...a M_ .. _ k ._...._ .... M K .. _ . Beam sell welht calculated and west to loads Uniform Load: D = 0,360 0, Tdbutary Width 1.0 it, (Wall Dead Above) Unify Load: 0 = 0.0250, L = 0,040 ksf, Tributary Width = 24,0 #t, (Floor Above) Uniform Load: 0 : H250, L = 0:040 k f, TdbutarY Width = 12.8 ft, (Floor) D Sf N SOO Pyr Maximum Bending Stress Ratio' . , ...,.. 0.787: 1 Maximum Shear Stress l atio O. 200 1 Section used for this spare V 24x62 Section used for this span W24x62 Ma : Applied 300.449 k -ft Va : Applied 40139 k Mn d Omega: Allowable 381137 -ft Vn1C3 go : Allowable 203.820 k Load Combination +D+L +H Lead Combination +D+L+H Location of maximum on span 14750ft Location of maximum on span H00 It Spars # where maximum occ urs Span # 1 Span # where maximum occurs Span If 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.550 in Patio = 843 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 1.055 in Ratio = 335 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum um Defle - Unfact�rad„ 0 (0 :. Load Combination span Location in Span Load Combination Mex. "+" tlefl Location. in Sparc D+L 10554 14.3$ 0.f}t}00 0. Maximum Deflections for LoAds titrli Load Combination span Max, Down fell L In Span Span fax. Upward Dell Location to Span . ,. bbraly _ 0.51151 —14. 5._... j.Gk u. L Only 1 0.5503 14.096 0113000 0.000 0 +L 1 1.0554 14.696 0.0000 0.000 Vertical Reactions - Unfactora , s Super natation Far Ott is #1 ...... „„.d,,,. Val ues va in tt1Ps _._ __ ... Load Combination Support 1 Support 2 Overall MAXineurn ...., _ .. ....... 4 � � _ .__. 7 �.....__..... Overall MINimurn 19499 19499 0 Only 19.499 19493 L Only 29240 21.240 D+L 40.739 40.739 HOMMM Title Block Line 1 Project Tifte: You can change this area Engineer: Proiect ICI: using the'Settings” menu item Proiect Descr: and then using the 'Printing Title Block" selection, Kafa -- Mam (ft) Title Block Une t Project Title: You can change this area n in r: Protect iD: using the °Settings° menu item Project escr. and then using the 'Printing & Title Block* selection. 2.Bit 8.75 �,7d f 2,8�. f4.8ta fi7,SS 2tl 5U 23:;45 'a8.33 2'3.s" Manc {rc} 14 0 0 11y �4tt +N +64k�xN w6 +9tN +0 +O .7S@&. adt.7536 nN 0 �?C++3.7%W467 SOS +" W $b' +b.YSDWtM eb4tl 75b0.tt s %ttS+64 '125 #£+#i ■ ada pt�,75flt s0 Y565+P.iP"�le + N: +p +4.8 +0.6001W+M +P?+0.70t^ +N M+9.8d1?i^6.7DQ +5i W trr�3.7Splra- Ef.758L aD,55 &11 +v5 rfb +d5,75btt .7 .... MAM- ^ . 1<t 2,56 >,44� 0. tS.ffG f2.B7 9 &,&7 i9.47 22,27 ;S 27 Mam (ft) Title Block Une t Project Title: You can change this area n in r: Protect iD: using the °Settings° menu item Project escr. and then using the 'Printing & Title Block* selection. t ♦,• r s • " ix Analysis Method: Allowable Strength Design y : Steel Yield: 50.0 ksi Seam Bracing: Beam is Fully Braced against lateral - torsional buckling : Modulus: 29,000.0 kal Sending Axis: Major Axis Bending Load Combination iS 7 -05 6X67 s A bed fIS« v e ` , «. w , ._._.. 6X67 A bed fIS« Barr loads enter Load F actors will be applied for calculations, e ` , «. w , ._._.. Seam self weight calculated and added to loads Uniform Load . 0 = 0 360 ktft, Tributary Width _ 1.0 ft, (Wall tied Above) Uniform Load . D = 0.0250, L _ 0.0240 ksf, Tributary Width = 24.0 ft, (Fl Abo ve) Uniform load 0 = 0.0250, L = f}:t124O ksf, Tdbutxy Width = 92.0 ft (Floor) DESIGN SUMMAR y Maximum Sending Stress ' Ratio 0.735. 1 Maximum Shear Stress Ratio - 0.261 : 1 Section used for this span W 6x6"7 Section used for this span W1 6x67 Me: Applied 238. k -ft Va : Applied 32318 Mn t O mega . Allowable 324.351 k -ft Vn/0 ga , Allowable 928.770 k Goad Combination +t3+L+H toad Combination +0-0-+H Location of maximum on span 14.750ft Location of maximum on span H00 it Span # where maximum occurs Span # 9 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.538 in patio = 559 Max Upward L+Lr +S Deflection 0.000 in Ratio = 0 <450 Max Downward Total flection 1.360 in Ratio = 260 Max Upw Total Deflection 0.000 in Ratio ° 0 <240 Overall a it u > eflecticrfe ° „ � , ,U�f. ctbt Load Combination Span tax. mw fl Location in Span Load Combination flax. ” +' Def3 Location in Shan Elk , ,m..,,..w,._ ._. . ..... ..__..f_ 9.3603 9.�a& _..w._.. O.E3 0.., —6,0 - M aximum Deflections for Loai`l; ct�slWtl4 0"o, Load Combination Span Max. Downward heft Location in Span Span Max, Upward Deft Location in Span 0Only ~�,�239 _ 19.898 �,.r. _...._ _.. « ..._..... _ _.. 0,0000 0.000 L Only 1 0.5364 1098 0,0000 0,000 D+L 1 1,3603 14,898 0: 0000 0. V e rtical Reactions - Unfactorecl ; ` ; _" Support notation For left is #1 Values in KIPS Load Combination Support 1 Support Overall MAAm4m . . "' ,,.... 3211 .......32. 1$ . Overall MiNimurn 92199 12144 D Only 19.574 111.674 L Only 12744 12144 D+L 32.318 32.318 a u Title Block Line 1 Project Title: You can change this area Engineer: Project 10: using the 'Settings' menu item Protect Deem and then using the 'Printing Title Block' selection. 24.3 10 3za S: b .,.„ x.�n 5 =rs ear 1440 zaxsa 2345 ZC40 ze.as a >ta�ty o +F*t6t++ :. +iS +t.aRt w++0 +4 +4 : +0+4 +0 R:+o : 75111+-" . +a +a.7spc +a.r5astn +8r +b.8'"✓DC +# BSb +Q:T5tl8W rot +0+07%Qt +P.S2Sa6 +H 0 40 +0 .T Sbt+o 7SP4 aa.525Gt» +,° cp +§v +# p +a.ab6 +iV +hi +YY +b.7b8 +N • +0,fi0 o +b.700+t1 N +p +b YS9p{,ntb.T50tk19.FS414� +i! ,7301 2.80 S,TS 8.70 19.65 14.60 97,55 20.6D 23.45 2fa.4Pk 29,:35 Cant a (ft) d>1 ?++kY 6 +O+W.H t +Sx +k.4#t +b +D. The *H M +b +t + +8 +b +Ot4i +0 +6.95a4r +? TSPSt +N s3 +6 tik.PSa4 +9 7343 +H +D401 Sot 0,1%Dt+b,T664W +N #atb.TSbl +b.TSbS +P,FSD'tW +N � +f9 +D.fiSbtx +D TSat +6:5Y5D3' #4 � +E*ndt TSdki,o-a T$aa ra 5..5DY.+ p +D.abU rtr!aX +tl.bfl0 #b.TbOtlF :, 0 .2.4. Title Block Line 1 Project Title You can change this area Engineer. Protect Ili: using the "Settings" a Item Pro t Descr: and then using the "Printing Title Block" selection, ME Applied Loads Service leads entered Load Factors will be applied for calculations, h1 Sears self weight calculated and added to loads Uniform Load: D M 0.360 lot Tributary Width - Ilk ft, (Wall Dead Above) Uniform Load D _ 0,0250, L = 0.040 ksf, Tributary Width _ 24.0 ft, (Fl= Above) Uniform Load . , D _ 5,{3251}, L _ 0,040 ksf, Tributary Width = 12,5 ft, (Floor) DESIGN SUMMARY maximum ben ding areas patio 0.6132: 1 Maximum Shear Stress Ratio 0.199. 1 Section used for this span W24x55 Section used for this span Ytt24x55 Me , Applied 201,141 k-ft Va .,Applied 33.292 Mn d Omega: Allowable 334.331 k - ft V /Omega . Allowable 157:451 k Load Combination +D+L+H Load Combination + +L +fl Location of maximum on span 1 25 Oft Location of maximum on span 0,000 it Span #'where maximum occu Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0,254 in Patio = 1,019 Max Upward L +Lr +S Deflection 0,000 in Ratio = 0 <48 Max Downward Total Deflection 0.544 in Ratio = 533 Max Upward "Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum imum Deflections w Unfadtdretl.. ... __... .. _.. ........ ... . . . . .... .._. . Load Combination Span Max, "-" Dafl Location In Span Load Combination Msx. a +" Deff Location in Span _. Cif _....._ ._.w. f . ..W.... 0.0000 _a. 0,000 faxlrnurn . _ Load Combination Span Max, Downward Deg Location in Span Span Max. Upward Deft Location in Span 0.2599 _.. V........ ,. e_.... __... 04000 lre00 L Oniy 1 0.2845 12.204 0.0000 000 D+L 1 0.5444 12204 0,0000 0, Vertical Support notation: Far left #1 ,,. ._.n, . __.. __ ... ._ ........... Values in ll�S , . Load Combination Support 1 Support 2 Overall MAXlmum x.292 3 .292 Overall Minimum 15.892 15,592 0 Only 15.892 15.892 L Only 17°400 17.400 D +L 33.292 31292 s Title Block Lime t Project Title. You can change this area E ngineer: Project ilk: using the "Settings" menu item Project Descr; and then casing the 'Niding Title Block' selection. � 11s 555 _. z Sk MA$s9.. 2,3t1 4,Pt: 773 # ILIO, 74,38 15.4@ 19.23 T.5.52 24, @S €�dJ «ky F6at+H K 4^ @ +6 ++N t@wFS +M .tC"kp.75Ait+b.7581+ki 32S +6 +b.756t #4 Y3D$aN � ++b +Pk a1�+6.TSG1 #@ 7S03d+#.Y50AM+8d +D +@ 73 @ &:•tk1 75@6 +8 SY566 +M �tD+�@ 746t @ Fl46rP 525 @�. < +CF W+" +r,.6@kk +W +N ._... _ ,., ,.... +k7 +3?.708+M M9 3,600 +0.744+N ... ..e ... ........ .. .. ...... ....a...., +[F+t9.73gt =75OL.D.75bw �M S 34 230 4,71 7,53 5.55; 1136 1430 Is" - 1121 2f,6;� ' 24 AS @ 6d? 1Y 4+1t +L +" +D+6 + +S +M t»G tb.75bt +0 I$OL +H Al +0 +6.71M +kT 73D5 +tt @La p.YSFr'# +H R +33 +@.7Sb6+@7565 +b,75rw+H W +D 75pt+tl:$°x5D6+H +gYap tSiT18l975 @S +0+329 @k+ f,aPr6+' +Ri ad9+ @.;7 +P€ tP + @7Sb6 + @.SS mow. <r .Y7.56 .. 2,58 4,47 &J7 9,Ad £S.3d OAS MIS SB,2S 20,54 22.84 MOMV 00 £r d1 +8y 0 tO-k1. 0 9+6 Title Block Line t Project Title, You can change this area n in r; Prr II). using the "Settings m a item Prca ect Descr:: and then using the "Printing Title Block' se#ect en, CODE FE N Calculations per RISC 360 -10, lSC 2012, ASCB 7 -10 Load Combination Set: ASCS 7 -06 Material Propertlo Analysis Method: Allowable Strength design Fy : Steel Yield 5O.O ksl Seam Bracing: Beam is Fuily Braced against lateral- torsional buckling B: Modulus: 23,000,O ksi Bending Axis: Major Axis Bending Load Combination ASCE 7 -05 wrs *4c tred, Load Factors will be applied for calculations, Title Block Lime i Project Title: You can change this area ngin Protect 36: using the "Settings" menu it oc and then using the "Printing Title Block" selection, Beam self weight calculated and added to loads Uniform Load: 0 = 0360 kftt, Tributary Width =1,0 it, (Wall Dead Above) Uniform Load : D=0.0250, L = 13.0260 ksf, Tributary Width= 24,0 ft, (Floor Above) Lf iforrn toad . D=0.0250, L - 0,0 ksf, Tributary Width - -12.0 , (Floor) DESIGN SUMM Maximum Sending Stress Ratio - 0.896: 1 Maximum Shear Stress patio 0277 ': 1 Section used for this span W16x4O Section used for this spare W16x O Me: Applied 163,252 k..f{ Va . Applied 27.0121 k Mn / Omega : Allowable 182136 Vn /Ornega : Allowable 57,60 k Load Combination 3+L.+H Load Combination +L?+L +H Location of maximum on span 12,08411 Location of maximum on span 0,000 it Span # where maximum occurs Span # 1 Span # where maximum occu Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.482 in Ratio = 6031 Max Upward L +Lr+S Deflection 0.O00 in Patio = 0 <480 Max Downward Total Deflection 1152 in Ratio = 252 Max Upward Total deflection 0.000 In Ratio ° 0 <240 Overall Maximum D eflict16 p �'�l.tiFa t�►rp t ,� e. r Load Combination Span Max,"-* Dell Location in Span Load Combination Max. "+ Deft Location in Spar b-L „ _... .._ .._., _ .. _ ..,..._ 11516 �_. 12,2114 .._.. _....,._..._..., _. .,, ... ,_�..._ .... 0.{xiQ{4 0 , 000 Maximum Deflections for'LoadConibinatIO tt9, �xt�rt,tl erect' tan ill a Load Combination Span Max. Downward Location in Span Sparc Max Upward Celt Location i€1 Span C� Onty _ -" 0,6696 -° _-- 12,`._._ _..., O0000 0,000 _ L Only 1 4.4820 12.204 0.0000 0:000 q +L 1 1.1516 12204 OZOO 0. Uerttcal Ica tl fts -a l lnfact retl Support notation: par left Is #1 ._.. ._ _ ... _..M........... _._.. , , _ _. Values In KIPS _..., .. Load Combination Support 1 Support ove rall Mkiipuln 27.021 .. -- 27 ' .60 ........... Overall MINirnurn 11.310 11110 Q Only 15.791 95711 L Only 19.310 11.390 ll+L 27,021 27.021 Title Block Lime i Project Title: You can change this area ngin Protect 36: using the "Settings" menu it oc and then using the "Printing Title Block" selection, 167 in ax aL* +W o 1r � trC4,60U t1taN 14 SPAM .14 ....,�.. 26 Dom OA +U.YaR6*eal +N s 1.: P 4,71.. 743 7 *b UM OhtwK 00 � +a +is.roe�aa +� +a,ra�1� +11,rs11atct�sawan +n+ Title Block Rine t Project Title: Project ill: You can change this area Engineer: using the "Settings' menu item Project Descr: and then using the Printing Title Block' selection. I MEMBER REPORT 2nd Fkicir Contriforl Areas, 2 plebe (s) 1 3 1 3/4" x 117/8 1.9E i tlai (g) LVL Overall Length: V11" 0 PASSED All locations are measured from the outside face of left support (or left cantilever end), All dimensions are ontal. Deflection criteria: tt (L/480) and TL (tt240). Bracing (lun} all compress s (top and bottom) reuse be braced at " 5 112" olt unless led otherwise, Proper, attachment and positioning of lateral bracing is required to achlewe member stabfllty, s SUP e t I M r» 2 Hanger on 11 /8' ril beam 5 5 5Q Na i 1 5t? 2 let t2 S 4 F3 YSLStn ° • a lociing Panes are assumed Ur carry no bads applied directly above #*in and ft full toad is applied to the member heft designed. • at hanger supports, Use Total Searing r34 sleaze is equal to the width of the material plot is supporting ® , See Conneclor grid below for additiona information or requirements4 Deflection criteria: tt (L/480) and TL (tt240). Bracing (lun} all compress s (top and bottom) reuse be braced at " 5 112" olt unless led otherwise, Proper, attachment and positioning of lateral bracing is required to achlewe member stabfllty, s SUP 1 _, Stud wail i{r _. _... 5 5.5{i" 5.5{i 2,$7 241 Y222 1964 d loc4lrtti 2 Hanger on 11 /8' ril beam 5 5 5Q Na i 1 5t? 2 let t2 S 4 F3 YSLStn ° • a lociing Panes are assumed Ur carry no bads applied directly above #*in and ft full toad is applied to the member heft designed. • at hanger supports, Use Total Searing r34 sleaze is equal to the width of the material plot is supporting ® , See Conneclor grid below for additiona information or requirements4 Lo 44is � z Y3} �F 4 I - Uniform (PST) �.0 to V 21° Y MCI 40.6 floor 2 - Uniform (PSF) 0 to 6'11' 6' 25.0 40,0 3- Uniform (PtF) Q to 6' 11" NJt4 600,13 wan 61tsc. Weyerhaeuser warrants that the sizing of its produc will be In accordance with Weyedidift Weyerhaeuser expressly disci airris any other wanantles related to softw Refer to cur (wwrw. bywy,com) accessories (pim Board, 6k>s frig Pan els and Sq ua sh Works) am no circumvent the used fora design professional as daternimed by ft authority having Msdk assure that this calculation is compatible with the overall projec produc manufactured at forestry standards. The produ application input des ign mods, dimensions and support information have bee Farce Software Operator Rodney Hie heFt ,anchm Enifourering, ft ,� (303) 703 -4792 rodwy(iv3zanchorenq corn Forte v4,6, Design Engiw V6 ) ) 3 a6xterl it Header 4te Page )C() P • i LVL PASSED El E All locations are measured from the outside face of felt support (or left cantilever end). All di tares are horizontal. Stocking Panels are assumed to carry no Was applied directly above Own and the full load is applied to the member being design . At hanpar supports, the Total Bearing di on is equal W the width of the materi al is supportfro the harider r See Connector grad below far additional information tar tAr ts, 2 • Uniform (P8F) 0 to 4' IV: 3 � Uniform (PG F) . Stocking Panels are assumed to carry no Was applied directly above Own and the full load is applied to the member being design . At hanpar supports, the Total Bearing di on is equal W the width of the materi al is supportfro the harider r See Connector grad below far additional information tar tAr ts, Systis Member'rype , Rush Beane Building Use Residential Building Code ; t$f Design Methodology : ASO W � n .. �;: SL9TdaCPdAf3tt d°dktf:$T&'S" INSS aRa7 €4'k Weyerhaeuser warrants that the shtimg of its products wilt be in accordance with Weyerhaeuser product design ciffledia and published desir values- Weyerhaeuser wipriersty dlscta#ms any other warranties related to the software. Refer to carrent Welaortitieuser for trista de #is. (www,w ywy.com) Accessories (Rim Board, stociting Parels and Squash ado ) are not designed by that sortivive, Use of this softivairst is not Intended to circumvent the need for a design professional as determirrell by the ifeithra having Jiwhyfi The designer of record, bultdayor fro Is urtPOnSibiee to assure that oats calculation is compatible with the overall project, Products martuffictured at Weyerteeniser facilities are third-party to susta inable forestry standards. The product application, Input: design imid dimensions and support information have been Provided by Forte Software operator Rodney i anthett Anchor Erittimiering, inn 1303)783.4797 codreeyEsrxaht�rerw3 corm 9/1112014 . 1:31:26 PM Forte v4.6, Design Engine: V6 1.1.5 Exterior Hoadet s site Page 1 of 1 Overall Length: 4'11" 2 • Uniform (P8F) 0 to 4' IV: 3 � Uniform (PG F) q to 4'11' Systis Member'rype , Rush Beane Building Use Residential Building Code ; t$f Design Methodology : ASO W � n .. �;: SL9TdaCPdAf3tt d°dktf:$T&'S" INSS aRa7 €4'k Weyerhaeuser warrants that the shtimg of its products wilt be in accordance with Weyerhaeuser product design ciffledia and published desir values- Weyerhaeuser wipriersty dlscta#ms any other warranties related to the software. Refer to carrent Welaortitieuser for trista de #is. (www,w ywy.com) Accessories (Rim Board, stociting Parels and Squash ado ) are not designed by that sortivive, Use of this softivairst is not Intended to circumvent the need for a design professional as determirrell by the ifeithra having Jiwhyfi The designer of record, bultdayor fro Is urtPOnSibiee to assure that oats calculation is compatible with the overall project, Products martuffictured at Weyerteeniser facilities are third-party to susta inable forestry standards. The product application, Input: design imid dimensions and support information have been Provided by Forte Software operator Rodney i anthett Anchor Erittimiering, inn 1303)783.4797 codreeyEsrxaht�rerw3 corm 9/1112014 . 1:31:26 PM Forte v4.6, Design Engine: V6 1.1.5 Exterior Hoadet s site Page 1 of 1 Overall Length: 4'11" 91 FORTE MEMBER R PORT 2rca' Ftor Common Area S P ASSED Overall Length: V i I All locations are measured from the outside face of left sup (or left carefl end All dimensions are horizontal, Deflection criteria: It (1-1480) and TL (11240), 4.50' Bracing (Lu): All compre edges (top and Vatican) must be braced at fa` 4 1/4" o/c u oth e rwi se, attachment and Positioning of lateral bracing is required to achieve member stabdity, Member Reaction � Y E,MiPAa b Ci �iS�» k � lv 1 " Beam HF S «St#'' 4,2S" 2,69" 35 9 2343 59Q2 1 t {4 Rltn ward 2 - rain ter on 11 7/8 HF m 5Ck Hat rr i 59 3684 3 aacste s lain Board is assumed to Carry ali lmads applied directly eve it, byp WN Rite mam6tIr rating dell !« , U to 6'11' Total Defl. 40.p * a See Connector grid betow for additional information arabor requiremen _. Deflection criteria: It (1-1480) and TL (11240), 4.50' Bracing (Lu): All compre edges (top and Vatican) must be braced at fa` 4 1/4" o/c u oth e rwi se, attachment and Positioning of lateral bracing is required to achieve member stabdity, � Y E,MiPAa b Ci �iS�» k � lv 1 " Beam HF S «St#'' 4,2S" 2,69" 35 9 2343 59Q2 1 t {4 Rltn ward 2 - rain ter on 11 7/8 HF m 5Ck Hat rr i 59 3684 3 aacste s lain Board is assumed to Carry ali lmads applied directly eve it, byp WN Rite mam6tIr rating dell !« , U to 6'11' * At hanger supports, the Total Rearing dimension is equal to the width of the material that is supporting the hanger 40.p * a See Connector grid betow for additional information arabor requiremen _. 2 ° Face Mount Hanifer MGUS,50 (H1 -11) 4.50' c*e ^ae.ra scar ----W I sv -. tf/A 0,242 dlic d � lv t Umlorns (P$F) U to 6'11' S' 9 25.€k 40.p F loor _. Flo or Above 2 - Uniform (PSF) 0 to 6' 11" it' 6 ° ` a.Q 4010 3 - Uniform (Pt F} 0 !m 6' 11'° PtdA 60fl.tt aR al# t ad/ lsc, Weyerhaeuser warrants tha the suing of its products will be in accordance wVh Weyerhaeuser product design criteria and published design values. Weyerhaeuser expresshI discla #seas any other warranties related to the saftware, Refer to current Weyerhaeuser literature for Installation details. (wwve.wood y,com) Accessories (Rim Seem, Blocking People and Squash ) are not de by this so of this so is not inter to circumvent die n for a design professionat as fined by authority having Jurisdiction. T he desig of record, buW or framer is responsib#e to asstire that this calculation is compatit3e with the overall project. Products manufactured at WeyeThaeuser facilities are third-party codified to sustainable j forestry standa The product applicadora, input deriter bads, dl aenslons and support friformabon have been provided by Forte Scifteraire Operator t2aat£oaay Hans #amt# Anchor E)nifemoriryg. iric;- (303) 7.4797 rodnepiVanchoreng_com f-drillita l 0,242 did. ill 0 SlrSY'AINA6l,E FOR #PSltt o1IV$ 9/11/2014 1.21 35 ECM Forte v4,6, Design ngirre' V6.11 5 Exterior f'3eadet,s Rte Page 9 of 1 M U M MEMBER REPORT 2nd Fklor Common Areas, 2 7 3 piece( 13/4" x 117/ 1.9 I C LVL Overall Length: 9'6 1/2' am " 3'4" All locations are measured from the outside face of left support (tar Wt cantilever ), Ail dimensions are horizon System ; fl Member Typo ; Flush Beam Building Use : Resrdeottal Staining Code ; HIC: Design Methodology ; Aso Deflection crfteria: U. (C/450) and 71. (V240), 1 #racing (u): Ail compression edges (irip and bottom) must be braced at 8 7 ur dip unless detailed otherwise, Prop aftchment and positioning of lakest bracing is required to achieve membe stability. t SUM 0 #r rr System ; fl Member Typo ; Flush Beam Building Use : Resrdeottal Staining Code ; HIC: Design Methodology ; Aso Deflection crfteria: U. (C/450) and 71. (V240), 1 #racing (u): Ail compression edges (irip and bottom) must be braced at 8 7 ur dip unless detailed otherwise, Prop aftchment and positioning of lakest bracing is required to achieve membe stability. t SUM Z'., fi, z y 2594 7___L rite 2 - Column Cap tees 3 Stl 3 5t? 3 44 4959 None 3 Har *r on 1 t 7/8" HF beam 5f7 Harrgera 1 so 917 See carte a At longer supports, the T otal Bearing dimension is equal to the width of the matedW that is supparttng the hanger ®r See Connector grid below for additional information and/or requirements, �� � � � 24 -5 sof 81#rrg 16 -5d3S shdrlfNng 1 - Face, t omit Hanger MGUS.501(H1 -11) 4.501" N/A tvtmd 5crety 9.242 dia, wcxsd stra Q,242 dia. ............._........_._.. ,. .m._,.„....,_....e...a_. ... ,.,... n.,.,. ,. ..,,..,......a...,...»..»..�... „� ....m ......_, 2.��� Sf'�f�Y�rlltlt?:.. 16 ^�t3 s f"d!"l #tdYdT 3 - Face Mount Hanger MGU5.S9 (H3 -11) 4.59" N/A v `C 4Ad screw k1.242 dda: vrood screw tA.242 dia. Forte Software Operator Job Notes 9111/2014 1:31'465 €� Forte v4.6, Design ng`ine V6 1 1 5 R ne tlary ht #+ Aset:hot Cngneefr ng ,. inc Extersor F°1E,'ilders 4te (303) r83-4797 m ncy arrchoreng com Page £ of 7 113 of 332 Rodney kianchet4 Anchor FrVinserft, Inc, (303)753. 4797 Todneyti a reng.com 9/1112014 1:31.46 PM Forte Y4.6, Design Engine. V6 1 1.6 Exterior Headers. 4te Page 2 of 2 MMMM 1 Uniform ( &k`S^r ) L to 2' ;t' q� q LrlrV m_.w. ..w.e 7COnidor .... «m.,.. Uniform (PSF) 0 to 2* 10' 25.0 3 tFn far (PtF) Q is 2° 240.0 4 Uniform (PSF) wmm 0 to 2' � Tr 254 40,O ~� 5 - Uniform (PSF) _ 0 to 2' &4" 25:0 40.0 Floor Ab ove cooddor 6 Uniform (PSF)� 5'2' to S` 6" 51 2s:0 100.0 orklor 7 Unitomi (PSF) T2' to 96' 1(f' 25.0 100.0 cooddor 8 Uniform (PSF) 5'2" to 9' 6" 3'2' 254 404 g.. Uniform (PSF) S'2" to 9 6' 4" 25.0 40.0 Coorldor Above confider 10 e Uniform (PLF) 5`2' to 9`6' NIA 120.0 Uniform (PLF) 0 to V 6112" fA 120:0 waif Dea 82 Point (1b) 2 N/A 1340 _ 2100 .... Trivaner 73 P "ni (ar} N/A 1340 :2100 Trimrri m xs € _ SLfSr4MNA$iLFSTRY Nt7ERaFRV£z Weyer haeuser warrant's that the skiing of its products WIN be in amordance with Weyerhaeum poduct design criteria and published design values, Weyerhaeuser eVre d?scli ims any odw warrandes related to the softwore Refer to Curren Weyerhaeuser !i hrre for Inspilatton detaills. (wvw ,wo , ) Accessories (Rim Board, S frig Panels anct Squash ) are not designed by ft software t1be of This softwarif Is riot Intended to arcumvent the creed fora design profesi0onal as deterinined by the au#wky having Jurisdiction, of remd, bukler or Wffw is mrionsible to ` aswr@ tha thfs cak ulabon is cornpatitiki with the , overall projed. products manufactured at W eyerheaw Whites am thfird ceitifted t0 sustain forestry stan diods, . The product application, 8njfut design bads, dithensions and support Informatio have been provicled by eaft Software operator Rodney kianchet4 Anchor FrVinserft, Inc, (303)753. 4797 Todneyti a reng.com 9/1112014 1:31.46 PM Forte Y4.6, Design Engine. V6 1 1.6 Exterior Headers. 4te Page 2 of 2 9t ". MEMBER REPORT 2nd Floor Cornition Areas, Z_ B8 Pi e( 13/4 " x 117/8" 1.9E l rolls L'VL Overall Length: 8'8" PASSED Sys fir fuenmer' type : Flush Hearn Building Use : Residential Building Code : IBC Design Met logy : ASE) ° Deftectktn crttela. tt (V480) artd TL (L/244)... Bracing (tar): All comptes s (top and bodsurd most be braced at 4` B" n6c untess detailed otherwise, Proper attXhIWt and POSEbOolug of lateral Praying is required to achieve member stablifty. 6250 0 73 518' t t SUPP "33973 1 Stud wail HE 114 2729 Stocking m TM °µTM PASSED Sys fir fuenmer' type : Flush Hearn Building Use : Residential Building Code : IBC Design Met logy : ASE) ° Deftectktn crttela. tt (V480) artd TL (L/244)... Bracing (tar): All comptes s (top and bodsurd most be braced at 4` B" n6c untess detailed otherwise, Proper attXhIWt and POSEbOolug of lateral Praying is required to achieve member stablifty. SUPP "33973 1 Stud wail HE 114 2729 Stocking m TM °µTM 1 ' Stud wait ^ tdF 4 5t1 4 SSt 3 3Et" ..8 8454 Blocking • Binding Panels are assumed to carry no loads applied directly above there and the foil load is applied to the member being destg+red. 1 . Uniform (PSF) 4 to B" a , 71 25,0 44.0 ..., Rod Above 2 Uniform (PLO 6'4" to 8'6' N/A 345.4 455,0 Wall Above 3, Uniform (PI.F) 6'4' to 8'6 1/2" N/A 3000 ...... _,_ — 4 - Point (Rs) 6 4" N/A 1594 4643 U lhsmn 2,..13'7, Weyerhaeuser warrants that the sizing of its produM will be to accordamse with Weyerhaeuser product design tritaidia and published design values. Weyerhaeuser exPressre disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for insusla details. (www,woo .cram) Accessories (Rim Board, Skicting Permits and Squash Hudee are not designed by this , of this so are is not Inter to c ircurnvent the for a design professional as mined by a ity having Jurisdiction, The designer of builder or framer is responsible to assure that this caicutat on is compatible with the overall project. Products manufactured at Weyerhaeuser facilitkes am difird-party certified to sustainable forestry standards. Tire product application, Input design loads, dimensions and support information have been prowded by Forte Software Operator SUSTAiNAN.F. FORESTRY NtS ATiVE, Forte Software Operator Job Notes /11/2014 1 :31:58 PM Farts v4,6, Design €glee V6 1.3.5 Rodne : ar t, n Anchor Fninneer €r . istc.. Exterior Pleaders ers ate 3D3 ) 783 -4797 rodney tanchweng.coin ( I Page 7 of '1 115 of 332 MEMBER REPORT ss a s:. Areas ,,.• ... , . : 1/2" 1.9E MicrollarnM LVL Deflection criteria: LL (4/ 480) and TL (11240). Bracing (r ru). All compression edges (Wis laW bottorn) must be braced at 7'011: onless detailed se. Proper attachment and positioning of Naeral gratin rs required to achieve snernber stability. System : Fluor RRt aibet 'Type : Hush 8eaam Nuiding Use : it . enttai Building Cade ISC Design Methodology ; ASD p : Forte Software Operator Job Notes 9/11/2014 1:32,09 P _ .. Forte v4,6, Design Er sne V6 1.1.5 Rodney Plancivu } (303) 7833797 r< y@Dwhorsvq scant Page 1 of 1 i 116 of 332 tti t Moment (Ft-tbs) t t t t Deflection criteria: LL (4/ 480) and TL (11240). Bracing (r ru). All compression edges (Wis laW bottorn) must be braced at 7'011: onless detailed se. Proper attachment and positioning of Naeral gratin rs required to achieve snernber stability. System : Fluor RRt aibet 'Type : Hush 8eaam Nuiding Use : it . enttai Building Cade ISC Design Methodology ; ASD p : Forte Software Operator Job Notes 9/11/2014 1:32,09 P _ .. Forte v4,6, Design Er sne V6 1.1.5 Rodney Plancivu } (303) 7833797 r< y@Dwhorsvq scant Page 1 of 1 i 116 of 332 Title Biock Line 1 Project Title: You can change this area Engineer: Project it7: using the "Settings" menu item Project 07escr and theta using the 'Printing k Title Block' selection. Title Block twine 6 primed 5 AUG 2014, 904AM n ,,..,.,,..,,.. CODE REFERENCES Calculations per AiSC 360 -10, IBC 2012, ASC 7-10 Load Combination Set: ASC . 7 -0 M aterial Properties Analysis Method Alrrwable Strength Design Fy : Steel Yield: 50.0 ksi Seam Bracing: Beam is Fully Braced against lateral - torsional buckling E: Modulus: 29,000.0 ksi Bending Axis Major Axis Sending Load Combination rASCE 7 -05 i L 5 Service load entered toad Factors will be applied for calculations. Applied ads Beare self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0,0350, L = 0.040 ksf, Extent = 1830 12,167 ft, Tributary Width = 3.0 ft, (Corridor) Uniform Load: f7 = 0,0 350, L = 0,040 ksf, Extent = 3. -- > >; &50 it Tributary Width = 6,0 ft, (Corridor Above) Uniform Load: 0 = 0,3750, S = 0,5630 kklft, Extent = 3.630 5.50 ft, Tributary Width =10 ft, (Roof Above) Point Load : L3 = 150, L = 0.920,. S =1.660 k 5.60 ft, (Tritroner Above) Point Load: 0 = 3.50, L = 0.920, S =1 360 k C 12.167 ft, {Trimmer Above) Uniform Load: 0 = 0.60 k/ft, Extent = 3 530 - -» 5,50 ft, Tributary Width =1,0 ft, (mall DeadiMiscI uniform Load : D = 0.60 kfft, Extent= 12.167—>> 15.670 ft, Tributary Width =1,Q ft, (Wall Dead/Misc.) uniform Load : f3 = 0.20 klft, Tributary Width =1,0 , (Wall Dead/Misc) Point Load : D=3,684, L = 2.429 k 3;670 ft, (2 B6) Point load : D=2,927, L = 3,193 k 0D 4.0ft, (2 -B5) Point L : D=2,940, L = 1, k 12.330 ft, (2_B4) DESIGN SUMMARY Maximum Bending Stress Ratio 0.717 1 Maximum Shear Stress Ratio = 0.267 ° Section used for this span W16x26 Section used for this spars W`16 26 Ma : Applied 79.071 -ft Va : Applied 1 8:794 k Mn t Omega: Allowable 11 0279 k -ft Wn /Omegia Allowable 70.5509 k Load Combination +0+0,750L+0 750$+H Load Combination +O+0,750L+0.750S +H Location of maximum on spare 6,485ft Location of maximum on spars H00 it Spars # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.172 in Ratio = 1,093 Max upward L+Lr+S Deflection 0.000 in Ratio = 0 <460 Max Downward Total Deflection 0,439 in Ratio = 428 Max upward Total Deflection 0,000 in Ratio = 0 °240 Overall Maximum um Deflections - Unfactp to' Load Combination Span Max. " " Deft Location in Spars Load Combination Max, "+ Deli Location in Spars _. 0.0000 {fttf Maximum Deflections for Load Comtlilri Load Combination Spare Max, Downward Deft Location in Span Span , Max Upward Deft Location in Span . __. , . _� .._, �_ _. D Only 02673 7,678 €x.0000 0,000 0.00(30 0.000 L Only 1 0.1149 7.443 S Only 9 0,0571 T678 0.0000 0,000 L +S 1 01770 T.522 0:0 , 0;000 03+L 1 0.3321 7,600 ob000 0D 63 +S 1 03245 7.675 HOW 0, D +L +S 1 0;4392 T600 0,0000 0.000 Title Block Line 1 Project Title; You can orange this area E ngineer: Project ID: Using the "Settings' menu item Protect cr; and then using the 'Printing Title Block' selection, Title Block Line 6 pry , MG 2 014 9,04A a .t Load Combination support I Su 2 ov _. h srraur .. _......_ .._,_ - -- 2 ., ... Overall Minimum 2,381 2,399 D Only 12,517 12. L Only 6.882 4N9 S Only 2,301 2,399 L +S 6,383 6.448 D +L 18.589 16.593 D +S 14.807 94,944 D+L +S 20,890 98,992 SCAM—, a t L4 L)a!y icY «# so-ly 0 L +6' YA L+ +L &Y +S 0+[ +€ SCAM—, 1,+58 3,06 9 2 6.I 7A MO2 i5,s4 +P +t +N M +O +ii a.0 + +tF t9 +U +0,7501 : +6.y501 +N. cx: +D +0.7 +0.9506 + s.. tp +w +D+W +H +0 +0.'fOC .73 +7i +0 9�54f +0 759[ +0,950'W +91 +pt4.75�L +0.760s +PS.Y501N +i# +G t+ gi. 7SiFGa +L4.YCS5S+rpS7.SpL +W•t�1 +b 7'9��air#�S�rD.t243aC+ IS 0 +9,b9i7 + +Pt � +B,BBG +0,909+41 i9 7'",- .. . ...... . Ax 1.49 a^ '.. 4,Q 7A 8 to," 12,46 10 �02 R5,5S DC°iady • +45 +1.'+4'4 +O +4f +ii : +11 +8i t.N ' +0 +0,75ptf +p.x60 & +4P a +V +0,7S6t +07,565 +N y. <Ctrca +H a .0 +9:90e+H M +D+ *.7500 +9.756L +0.7SAW +tt: 0 +Sk +9.fS +6.850k *M U +Ib+r0.750L* +0.9561 +B:Se'.599 +#8 • RSA +d.A°.Bk.b ?505 +35 5ZS97s a t L4 L)a!y icY «# so-ly 0 L +6' YA L+ +L &Y +S 0+[ +€ ICU 0 El 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System: r400r Member T flush Beam Building Residential Building C ISC Design Methodology : ASD Deflection criteria: U (L/480) and R (L/240), Bracing (Lu): Ali compression edges (top and bottom) must be braced at S' 111/2" o/c unless detailed otherwoeL. Proper attachment ard MAJohing of laterdl bracing is required to achieve member stability. ftlffi WA Rodney Hanchoil Anchar E ngineeritA, tnt 1303) 783-4797 (cKIne y @)ancharervg c Orr, 9/1112014 132:23 PM Forte v4,6, Design Engine, V6, I . 1 5 Exterior Hezroets ate Page I of I bracing is req uired to achieve member stability, S. • Shxd wall tlF 2 H r on IS HF �._.._ - na 300 6langerx 1,50' 1445 Raking Par¢eis are assumed to tarry no loads apphed directly above them and "`lull load .« At hanger Supports, the Total Bearing di Sion is equal to the Zvi. dth of the material that is > See Conn Odd below for additional informadon arldnir requiremen 3 - Uniform (PLF) 4 Urtforrn (PSF) I System : Floor Member Type : Hush Bearn Butlmrs; :lEE'W#rmal Bu ilding Code: IBC De s i gn 1. ; A5L lateral a w � t027 l}i6 73'3 ia4g , applied to 7 371 ¢ X484 nra# s h .._r being deiityxrf uppor" the ha nger k Y i # n♦ k ". i t The product appticabon, Input deM9n to o&, dimensions and support in formiadion have been provided by Forte Software Opera Forte Software Operator AtKhor Enlitneeratg, vc (303)783.4797 � rexsrr�y(.. hc>tGng.ca�sat Y ! # t bracing is req uired to achieve member stability, S. • Shxd wall tlF 2 H r on IS HF �._.._ - na 300 6langerx 1,50' 1445 Raking Par¢eis are assumed to tarry no loads apphed directly above them and "`lull load .« At hanger Supports, the Total Bearing di Sion is equal to the Zvi. dth of the material that is > See Conn Odd below for additional informadon arldnir requiremen 3 - Uniform (PLF) 4 Urtforrn (PSF) I System : Floor Member Type : Hush Bearn Butlmrs; :lEE'W#rmal Bu ilding Code: IBC De s i gn 1. ; A5L lateral a w � t027 l}i6 73'3 ia4g , applied to 7 371 ¢ X484 nra# s h .._r being deiityxrf uppor" the ha nger k Y i # n♦ k ". i t The product appticabon, Input deM9n to o&, dimensions and support in formiadion have been provided by Forte Software Opera Forte Software Operator AtKhor Enlitneeratg, vc (303)783.4797 � rexsrr�y(.. hc>tGng.ca�sat Title Bbck trine 1 Project Title: You can change this area Engineer. Project ID: using the "Settings" menu item Project Baser: and then using the "Printing Title Block" selection. Applied Loads MOW 'dd. Load Factors will be applied for calculations, I 1— Beare self weght calculated and added to loads Uniform Load: D = 030 klft, Tributary Width _ 1,0 ft, (Wall Dead Above) Uniform Load: D = 0,02% L = 0,040 ksf, Tributary Width = 24,0 ft, (Floor Above) Uniform Load : D = 0,0250, L = 0.040 ksf, Tributary Width M 110 ft, (Floor) Paint Load: D = 1.450, L = 0,90, S = 0,20 k 0 23.50 ft, (Beam Reaction) DESIGN SUMMARY Maximum Bending Stress Ratio 0189; 1 Maximum Shear Stress Ratio 0,205: 1 Section used for this span W24x62 Section used for this span W2 4x62 Ma: Applied 301.01 k-ft Va : Applied 41,726 k Mn t O ga ; Allowable 381137 k - Vn /Omaga : Allowable 271820 k Load Combination +L goal Combination +D +L +ft Location of maximum on span %898ft Local& of maximum on span 29.500 it Span # where maximum occurs Span # 1 Span # where maximum occurs Span #j 1 Maximum Deflection Max Downward L +Lr +S Deflection 0,563 in Ratio = 628 Max Upward L+Lr+S Deflection 0,000 in Ratio = 0 <480 Max Downward Total Deflection 1.063 in Ratio = 333 Max Upward Total Deflection 0,000 in Ratio = 0 <240 Overall Maximum Deflections, Unifactoriidt m ._.. . _. .._ . :�_.,...... w :. Load Combination Spars Max. "4" Deft Location In Span Load Combination Max " +° hell Location in Span t +L +a ....,. ..__,_ _. „._..� w� 9.0629 ; .�._94�98 0.#3000 0.000 Maximum Deflections fo L oad Combinatio i o; Orecf: _ ...... w Load Combination Span Max. ward Deli L Clem in Span Span Max Upward Dell Location in Span O Only ,. e :, ... , 0,4995 14,898 0=0 0. L Only 1 0.5610 14.898 010000 0,000 S Only 1 0.0024 16.895 0200 0,000 L +S 1 0,5634 14.898 010000 0.000 D+L 1 1.0606 14498 0000 0.000 O +S 1 0,5019 14,898 0.0wo 0,000 D+L+S 14.898 0,0000 0.000 Vertical Reaction - l lnfaoto Support notation Far left is 9 _._...._,.w. _ Values in KIPS . Load Combination Support 1 Support 2 overall MA;tlrnunt Overall MiNimum l).tt41 0,959 D Only 18.909 19169 L Only 21,423 21.957 Only 0.041 0159 L +S 21,464 22,116 p+L 40.332 41126 O +S 18.949 19.928 1 of 332 CODE REFERENCE NCL Vertical Reatfitins 46foct cr�� �:�� , r� � .. � � � .. �� Support notation far M is #1 Values in #CiP Load Combination Support 9 Support 2 a..mm M Distame to D Cintx ,.aniy scanty: a L+% 0 9 +d, 6f 122 of 332 i We block line 1 Project Title; You can change this area En to r. Project 10: using the "Settings" nu item Pro ct Des and then using the "Printing Title Block" selection. °SPA{': :d°43b 749Raet%.P5�L4#i Safi +a},7X9i +R1.S §�RStie 6.9'lAta.d 8SffiSF6,FS9WtA4- +8t +0 7S19S. « +b 75 & €.: &O:SXS RE +it � +d»Sa ?55?C.. +dl,75. @ § +�.S25dEt g3 11.65 : 1+6.69 1755 29:59 2'.AS 24.A9 23.d5 Sk t}a04 ■ +D +taX #C +6 «+.9 aD+ffiaN +4StA.7S0t+9.74i+t +N b..tiPt41.T5pt #Cr PSbfi +A! s' +Cb +19+iN +p.B%t9 +WOtt 26t +Ft M tL.6kD +O.7fbS+kN �t Q�PP }.75b4 «trD.'kS�t#^A)56W°NN..M �h6+ D, Y5X1t ,f6�.76C5t +r9M�.r5Y#Std 756Sx +t}:S'��6k; a SEAM - mx Z 4 2.55 S A6 , 9°26 11.96 15<67 16.67 15A? 22,17 25.U8 e^.7:98 Distame to D Cintx ,.aniy scanty: a L+% 0 9 +d, 6f 122 of 332 i We block line 1 Project Title; You can change this area En to r. Project 10: using the "Settings" nu item Pro ct Des and then using the "Printing Title Block" selection. °SPA{': :d°43b 749Raet%.P5�L4#i Safi +a},7X9i +R1.S §�RStie 6.9'lAta.d 8SffiSF6,FS9WtA4- +8t +0 7S19S. « +b 75 & €.: &O:SXS RE +it � +d»Sa ?55?C.. +dl,75. @ § +�.S25dEt ffim ` Applied Loads � Semi toads enteri3d toad Factors will be applied f or calculations. � �x.a,'t.. it .. .. , ......_ Beam self welght calculated and added to loads Uniform load, D = 0.30 kift, Tributary Width =1,0 ft, (Wall dead Above) Uniform load : D=0,0250, L = O,0240 k f, Tributary Width 24.0 ft, (Floor Above) Uniform load : D=0.0250, L = 0,0240 ksf, Tributary Width= 12,0 ft, ( Paint 1 ; D=1,450, L=0,540, S = 0,20 k 23.50 ff, (Beam Reaction) DESIGN SUMMARY Maxirniirri Bending Stress Ratio 61 1 Maximum Shear Stress Ratio = 0.256. 1 Section used for this span W16 67 Section used for this span W16x67 Me: Applied 237.626 k -ft Va : Applied 31016 k Mn / Omega :: Allowable 324,351 loft Vn/Cirne a : Allowable 126,770 k Load Combination +L7+L+H Load Combination +D +L +H Location of maximum on span 14.898ff location of maximum on span 29,500 it Spar e# where maximum occurs Span # 1 Span # where maximum occu Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection 0.551 in Ratio : 642 Max Upward L +Lr +S Deflection 0,000 in Ratio = 0 <480 Max Downward Total Deflec 1.366 in Ratio = 258 Max Upward Total Deflection 0.000 in Ratio w 0 <240 Over Ma DefirctiO6 " Jfa ot =ri Load Combination Span Max,'- Location to Span Load Combinattan Max. " +° Doff Location in Span Nlaxludt CefleGtfeYriS for Lo oll b itat Load Combination Span Max, Downwa Deft (Location in Span Span Max Upward Dell Location in Span 6bniy . _ � � „8148.,_^ ....._. 14.896 .. _ .d_ O,000 L Only 1 9.5469 14.898 0.4000 0.000 Only 1 0.0040 16,815 0,0444 0,000 L +S 1 0.5508 %898 T0000 0,000 O 1 1.3617 14.898 0,0000 0.000 D+S 1 0,8187 14.898 0.0000 0.000 D+L +S 1 1.3656 14,898 OZOO 0.040 Vertical Reactions . U nfactored Support notation: Far left is #1 _ . ..._.., _.. e�,_. _ _,_ .,_. Values in Kips .... ..._. Load Combination Support I Support 2 _.... _. . _ w . Overall _ i um t. 79 33178” Overall MiNirnum 0.041 0.159 D Only 18.984 19,844 L Only 12,854 93174 S Only 0,041 0.159 L +S 12,895 13,333 €5+L 31.838 33,018 D +S 19025 20. 123 of 332 Title Block Line 1 Project Title, Project 1C: Y call change this area Engineer: using the "Settings' menu item Project 17escr: and then using the'Printing Title Block" selection. t (ft) Title Block Line t Project Title: You can change this area Engineer; Project ID'. leasing the "Settings" menu Item Pri cr: and then using the "Printing & Title Block" selection. .;34 8 =W4 v,75 0.78 IM 14,60 VISS ZOISO 23.45 26,#7, trot 6 +6 +W +trfi +QaO.FEIC +W ■ s� +b .:89Dd ++b.TSf#S, +&%.FSDW +PE +� +8b,7SUttn.75W5+p,756w +N +8da675�tk, + +fd 3SikAhQ&. 52902x? S +IA +tr,79ptti�7*«bSt#1,St4CkNa Gd .2155 S,46 $ 26 4.3,06 :l3,Q7 1647'. #9.47 2227 75. t (ft) Title Block Line t Project Title: You can change this area Engineer; Project ID'. leasing the "Settings" menu Item Pri cr: and then using the "Printing & Title Block" selection. Title Block Line 1 Project Title: You can change this area Engineer: Protect I using the "Settings' menu item Project Decr: and then using the "Printing Title Block' selection. Im Applied Loads � � �� .,; " Service loads entered Load Factors will be applied for calculations. , Max upward L +Lr +S Deflection Beam sell weight calculated and added to loads Uniform Load ; D = 0.0250, L = 0,10 ksf, Tributary Width = 12.670 it, (Floor) 0.426 in R abo= 429 Uniform Load : D = 0,0250, L = 0.10 ksf, Extent = 9167 > 15.250 ft, Tributary Width = 12.670 ft, (Floor Above) Max Upward Total Deflection Uniform Load: D = 0:120 k1tt, Extent = 9.167 - - >> 15.250 ft, Tributary Width = 1.01t, (Wall Deadlhlisc) Point Load : D =1 Z40, L : 630 k 9.330 ft, (Post Above) Overall Maximum Deflections , Q0(ACtored Point Load : D = 2.430, L = 9.340 k A 1&0 €t, (Post Above) Load Combination Spann Mtax, -� Dell Location in Sparc Load Combination DESIGN SUMMARY Location in Span OWN Maximum Bea .. ding areas l,atio 0.864: 1 Maximum Shear Stress Ratio =' 0,626: 'I Section used for this span W1 6x26 Section used for this span W 16x26 Ma � Applied 94223 Va :,Applied ; 370056 M n t Omega Allowable 110279k-ft Vn/ : Allowable 70,509 Load Combination +D+t. +k# Load Combination +D +L +k# Location of magnum on span 9,303ft Location of maximum on span 15150 it Span If where maximum oocu Sparc # 1 Span # where maximum occurs Span 1f 1 t Max Downward L +Lr+S Deflection 0.332 In Ratio= 650 Max upward L +Lr +S Deflection 0.000 in Ratio= 0 <480 Max Downward Total Deflection 0.426 in R abo= 429 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Overall Maximum Deflections , Q0(ACtored Load Combination Spann Mtax, -� Dell Location in Sparc Load Combination Mlax. "+" Defl Location in Span D+L m...._1 0.4261 . 0.0000 0,000 Maximum De flections for Load + �tl�t�ta�t�rt ? c��r ! ltira d Load Combination Span w. Max, Downward Dell Location in S... Span pan ... Max, Upwa Dell Location in Span �my _.---- D t6 .._.._ _.�._. _._ 3 4 _... ,.. _.. 0,0000 D+L ONO L y 03 25 8.006...•__ 0.000 1 0,4261 8.006 0.0000 OD00 V ertical ReacHdris • t3nfa tared ` Support notation: Far left is #1 values in KIPS . . Lead Combination Support 1 Support OverauMiAXirnurn __, 97, 18.._,_ t7verali MINimurn 3.622 6184 D Only 3.822 8.184 L Only 13797 28.872 D+L 17.698 37,056 Description : 2 894 encxe 00 Title Block tine 1 Project Title: You can change this area n sn r: Protect ID: using the 'Settings* menu it Pm act Descr, and then using the "Printing Title Block' selectman. ....... . _ .._ 24 KAM— i.A5 2197 450 &,lY? 7,55 .tl7 Aq,60 52.12 &'3;65. MA? #A #SaN + @+ #,75371 + +D,7% bL+#4 +Cr #0.7satO IS05S 4 #_ a.p- alW' +N #O+5 7$C #N +471bCt 75$1 + #$.ISpI +$.PS$W+H W #t7+H:7SOl tO,Y'S$5 +$,Y5bV1 +k}:.. +P #O 75t4ty c0 7 §lad, #.A.3tS6$#.H. +4i14.t5dt D.7S05t6.5SSG5$+ W m45.6ptk+�47` #M' _. �a&648b0t$,7$k +H ..__..._ __.._...,, 11.1.1,,®... .- .11..1.1.._.....,. �,..._.,....� .�,.,.,..,.,...:.., .. �,.._ ..... . „...»...�.,,� ..� ..e m.. _« ........._ ,a...a,..,.w__., .., ., ,,. 1111 __ � .,. _, .,_.._ .......... ... _._ S@ # �.. 44 3g 1.�d5 2.J7 450 642 3,55 947 10,60 A232 13,iS 95.x7 15 () 3B lk $Rre94^ +O +G #M +f} +1 + M d#7 #a* #Y! #p +0.PSt8A.e #$.7 $}7L Ld# a$ POa.p.P3Dt #@ PS#S #i# a D+0,70O +N irl +G +$. ?SOIa^k$,Y51}C #$ t44kY +H # ik #Y5.83t!t4D,WX65 #D.YStfN�' #ik #iB+ :750 +O 7591 s:$.5255$t H. *D +$ x5$A+$.75DS 1}.gtiD1+ _, a .W ..... .. ...... . 6CAM ., m r ~ d}.33 4� 137 2.0 : ';4,27 5..72 > :: :7117 $.62 10.07 tL51 12.46 MAI encxe 00 Title Block tine 1 Project Title: You can change this area n sn r: Protect ID: using the 'Settings* menu it Pm act Descr, and then using the "Printing Title Block' selectman. I itle block Line 9 Project Title: You can change this area Err ►Weer. Protect iD: using the Settings" menu ►tern Prooact lrescr: and there using the Printing & Title Block' selection. Analysis Method: All owable M th Design against Beam Bracing Beam is Fully Braced : Sending Bending Axis : Major Axis Load 4 Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ks f . s Applied Loads v Service loads entered Load Factors will be applied for calculations, .e„m.�.,,...w,.,..... .. ........ .. ... ..., m....._, Seam self weight calculated and added to loads Uniform Load: 0 = 0,0250, L = 0.0770 k f, Tributary Width - 12.670 ft, (Floor) Uniform toad : D=0,0250, l = 0.0770 ksf, Extent = 9,167-->> 15.250 ft, Tributary Width = 12.670 it, (Floor Above) 's f3 = 0 ,1 2 0 kttt e =9 -- > 1 ft, Tributary. Width= ;6 ft, (Walla c) x f9 t l# � pg } tor [ m �y . L .., o 3 ad: j�' f$ � Point Load . D=1,640, L = 4,90 k ,330 ft, ( m t vii) Point load : D=2,480, L = 7.20 k c(0,15,0 ft {Post Above} DES IGN SUMMARY Maximum ending Stress Ratlt = 4.83 : 1 Maximum Shear Stress Ratio � 4;643: 1 Section used for this spars W12x26 Section used for this span ' 1 x26 Me: Applied 77,491 k - Va': Applied 30,453 k Mn d Omega : Allowable 42,814 k -ft Vnt ga . Allowable 56.120 k Load Combination +D+L+H load Combination +D+L+ Location of maximum on span 0303ff Location of maximum on span 15150 it , Spare # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S deflection 01378 in Ratio = 483 Max Upward L+Lr+S Deflection 0,00101 in Ratio ° 0 <480 Max downward Total Deflection 0.517 to Ratio = 351 Max Upward 'total deflection 0.000 to Ratio = 01 <240 Overall Maximum Defiectidnis - Ur 400pe' Load Combination Span Max, `-"Deft Location in Span Load Combination flax. " *" Dell Location in Span 45169 00000 0,000 M aximum Deflections for _ Load Combination Span Max. Downward Dell Location In Span Span Max Upward Deft Location in Span __ ... CI _ _ ,w.._V._._ _ .1. ._0.1381, Only __... 0. L Only 1 4.3788 8,006 OZOO 4.440 d+L 1 4.5169 8,006 01 0.400 Vertical Reactions - tfnfectered Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum _. 464... 34.45.. Overall MINimum 1821 8183 D Only 1821 8.983 L Only 14.643 22170 D +L 14.464 34.453 CO DE REFERENCES Calculations per AISC 3601 -10, 1130 2012, ASCE 7 -101 Load Combination Set AS -05 a� SEW — LO 2.67 4SO 602 7.65 9 #7 14340 92,12 OAS 65:17 P 52nkg +0�7 Iti^B2 Ftr F$4 M + +S +M +0 +fl,43t96« +0.75kt +N6 +0+0. #SOt +d, #S65rtt I n.0 + 0 + 0, T+ a•&P 06 +6,T5dsir +d,r50t+4, ?StBk< +Pi +0T5dLw0.7S0S +D. ?S0'W' +d% +0^60.73GLr +0,Y30L +L 3256 & +kM +0+0,P30#,. aP.750S +6. ti;tSdCa +0. .N6.56G*tYi+H 4f +6 = &4k0 +6,7'OR+X : &5 1,45 2V 4,90 6;02 P.qq 9:67 to," 1232 13.S 55 S ... .1? @ (ft) 0 ^4Y s aOSW +M +6+:t +Ii 0+0 *,7b2+N 40 +irFM : M+b +6+t€ : +0 +4 „ #30 S.++d,7S0t+Y#. +0 +4,T }64t67S05 +k1 OSA+6.7S0 &c d.750t+0,TS03Ktad N +O+O. #SDS. +d.750St1S, ?S6LYrN +0 +0. ?SWP.ar4 Y50d +0.. 52302 +N +0,0.#SdEa6 %%d5c0 . 523i:S♦ 0 +0.d01� +av r.4t In +6,$007 P0.30C+M .,... .. ., „„ .,. ,_.._. BEAM—. ..,....��.. � .........:... . r ...___._ ., .. __...__...,.,� ... .. ........ ...,.. .... ,. •0,23 �..»....,,.. ,..... ..:.,„...._,_..e....._ 1.2a x, z 4,27 s.ra : 7V QAI z #.ar 1131 9a, 14A) Us .”. e € ? ct »h a01. +L s otie WOCK nine i Project Title: You can change this area n I r. Protect I: using the *Settings” menu it ect D sccr: and then using the Printing Title lock' selection. Code Referenoe taximuna Axial Bend #n Stress Ratio Calculations per AtSC 360 -10, IBC 2012, CBC 2013, A SCE -10 Load Cobination .. Load Combinations Used: ASCS 7-05 Status Location General Inform Status ..,_,,,_,_ _ ... Location Steel Section Name HSS6 5x114 __ 0.213 Overall Column Height 10..10 it Analysis Method: : Allowable Strength 0.000 Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy ` Steel Yield 46:0 ksi ,. PASS - X (wdh) axis Mastic Bending Modulus 29,000 «0 ksi PASS Unbraced Length for X-X Axis buckling -10,10 ft, =14 Load Combination: ASC 7 - 0.213 - Y {depth) axis ; 0.00 ft 0.000 l.ln rac Length for Y -Y Axis buckling = 30,10 ft, K : 1 A t lied Dada +D + +H Service loads entered Load Factors will be applied for calculations., PASS 0:00 it 0 „000 Column self weight included :157.394 lbs Dead Load Factor 0.00 It +p+0.750Lr+0,750L +H AXIAL LOADS .. . PASS 0,00 It Axial Load at 90.10 ft„ D = 19.20, L 36.60 k PASS 0.00 it DESIGN SUMMARY rtdin SPsear 6e!ck Result 0.000 m.,.� e._.... _._ ....:_... .. PASS Max, Axial+Bending Stress Ratio = 4.6380 . Maximum SERVICE Load Reactions Load Combination +D +L +H "fop along X - X 0.0 k Location of maxabove base 0.0 it Bottom along -X 0.0 k A maximum t" values are- _ . PASS Top; along Y-Y 0.0 k Pa: Axial 57,957 k Bottom along Y•Y 0.0 k Pn 1 Omega: Allow 80.845 k PASS a -x :Applied 0.0 k .R s SERVI Loam Deflections, , , Ma I n -x t Omega 17A68 k -ft Along _ tf.O 1n at O.Oft above vase PASS 0.00 ft for load combination ; a-y: Applied 0,0 loft +0+0,750Lr+0.750L+0,5250B +H stn - y f Omega: Allowable 17.468 k - ft Along X 0.0 in at 0.00 above base 0. 000 PASS for load combination: PASS Maximum Shear Stress Ratio = 0.0 ;1 PASS Load Combination 0,000 PASS Location of rnx.above base 0.0 ft 0.128 At maximurn location values are 0.00 it 0,000 Va Applied 0.0 k +0.60D+010F+H Vn 1Omeg Ali able 0.0 0.00 it tt rk e I rrr0 D Mrt LH W t Project Title: You can change this area E ngineer: P roiect 11)r using the 'Settings' menu item Protect Descr: and theca using the *Printing & Title Block" selection, taximuna Axial Bend #n Stress Ratio Maximum Shear Rat Load Cobination .. Stress Ratio Status Location Stress Ratio _ .._ . _. Status ..,_,,,_,_ _ ... Location D Only __ 0.213 PASS 0.00 ft 0.000 PASS 0.00 It +D+L +H O.638 PASS 0.00 it 0.000 PASS 03 00 It +D +Lr +H 0.213 PASS 0.00 ft 0.000 PASS 0.00 It +D + +H 0,213 PASS 0:00 it 0 „000 PASS 0.00 It +p+0.750Lr+0,750L +H 0.532 PASS 0,00 It 0.000 PASS 0.00 it +O4750L+0.750S +H 0.532 PASS 0,00 It 0.000 PASS 0.00 It + + +H 0213 PASS 0.00 it 0.000 PASS 0.00 It +D+0.70F +H 0213 PASS 0.00 it 0.000 PASS 0.00 fl +p+0.750Lr+0.750L+0,750 1 +H 0.532 PASS 0.00 it 0.000 PASS 0.00 ft +D+0.750L+0,750 +0.7 OW-+H 0.532 PASS 0.00 ft 0,000 PASS 0.00 It +0+0,750Lr+0.750L+0,5250B +H 0.532 PA 0,00 It 0. 000 PASS 0.00 it +D- 4750L+0,750 +0. 50F +H 0.532 PASS 0,00 it 0,000 PASS 0.00 it +0.60D +Wd+H 0.128 PASS 0.00 it 0,000 PASS 0.00 It +0.60D+010F+H 0.128 PASS 0.00 it 0.000 PASS 0.00 it I rrr0 D Mrt LH W t Project Title: You can change this area E ngineer: P roiect 11)r using the 'Settings' menu item Protect Descr: and theca using the *Printing & Title Block" selection, t RW CHUCK Line t Pro ect fitte: You can dwg this area Engineer; Protect ID: using the "Settings menu item Project Descr; and then using the 'Printing Title Black' selection, ese aaseraautn Note: Only non -zero reactions are listed, .tee __,_.,...... .. ".. _ X-X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination Base @ Top Rase @ Tots tease 6 Only �. .....� .. _ ... k 19,357 k L Only it k 30:600 k t744.. k k 57;957 k M aximum :. flections for oad oa9 n �pra l � Load Cornksination kbx. X- Deflection Distance Max Y -Y l�ett�n Distance time. D billy - _.._ ._ "....... ....__..� m ..... ' 000 ft 0 ,000 to . ._.__ 0.0 It LOnly 0.0000 in 0,000 it 0.000 in 0,0D0 it D+L U000 in 0,000 It 0,000 In HOD it D Only 0.0000 its 0400 It 0.000 in 0:000 It L Only 010000 in 0,000 It 0.000 in 0,000 it D+L 0.0000 in 0,000 It 0,000 in U It Steel Section Prop rti SS5x5x 14 bedth - 5,000 .. In i .,..._._ _: ..... 1600 €n4 �.. ..: ".mom. �._m ._....... 2 5,800 in" xx 6.41 MA3 Width _ &000 in R xx 1.930 in W all Thick - 0150 in Z _ 7.610 in "3 Area 43170 inA2 t,yy = 16.000 InA4 C 10,5W in ^3 Weight 15,5134 tilt S yy 6.490 in ' R yy 9.930 In Yog 0 in 3 :i ' Load t t� X .. - 11 .. 1� Loads are total entered value. Arrows do not reflect t absoNte direction, Title Block Line 1 Project Title. You can change this area n9ineer; using the "Settings" menu item Project Descr. and then using the "Printing Title Block* selection, rs +d„ 01-1 e ;.,. A Project ID: rrdnwq. $AUG 2014 414M WS lied Service loads entered Load Factors will be applied for calculations, ._ ..... Beam self weight calcuitd and added to loads Load for Span Number 1 Uniform Load: D = 0.0250, L = 0.10 ksf, Tributary Width - 12.670 ft, (Floor) Uniform Load D = 0.0250, L w 0.10 ksf, Extent = 9167 -- > 15.0 ft, Tributary Width =12.670 ft, (Floor Above) . Uniform Load: D = 0.120 klff, Extent = 9.167 - ® >> 15.0 ft, Tributary Width -1.0 ft, (Wall Dead /Misc) Point Load: D -1640, L = 630 k icii 0,300 ft, (Post Above) Point Load: D = 2.430, L = 9.340 14,950 ft, (Post Above) Load for Spars dumber Uniform Load: D = 0.0250, L = 0.10 ksf, Tributary Width = 12.670 ft, (grid Floor) Point Load: D = 1,391, L = 5110 k (a) 3.750 ft, (PIA (4th Floor)) Uniform Load `: D = 0.240 kfft, Extent = 0.0 -- >> 3,750 ft, Tributary Width =1.0 ft, (Wall Dead) Uniform Load: D = 0.0250, L = 0.10 ksf, Extent = Q.0 ._ >> 17750 ft, 'Tributary Width = 13.670 ft, (3rd Floor) Point Load: D = 3,540, L = 12.280 k 0 10,0 ft, ( PtA) Uniform Load: D = 0.0250, L = 0.10 ksf, Extent = 0.0 -- >a 10.0 ft, Tributary Width = 13;670 ft, (3rd Floor) Uniform Load : D = 0.120 Wit, Extent = 0,0 10,0 ft, Tributary Width =1.0 ft, (Wall Dead) DESIGN SUMMARY . , Maximum Bending Stress Ratio _ 11 Us823 : 1 Maximum Shear Stress Ratio = 0.6 ; 1 Section used for this span W16x26 Section used for this span W16x26 Ma : Applied 90108 k -ft Va .: Applied 42.846 Mn J Omega'. Allowable 110.279 k - 'Vn13rmga : Allowable 70. 509 k Load Combination +D+L +H, L.L. Comb Run (L.G) Load Combination ,.+# +D , LL Comb four} h-L) 15.000 ft Location of maximum on spars 15.0 ft Location of maximum can span Span ff 1 Span ff where maximum occurs Span If 1 Span # where maximum occurs Maximum Deflections Max Downward L+Lr+S Deflection 13197 in Ratio m 012 Max Upward L +Lr +S Deflection -0.092 to Ratio = 1,953 Max Downward Total Deflection 0,180 in Ratio = 783 Max upward Total Deflection - 0.069 in Ratio = 2607 overall aixtmum�Ddectli:m `� 0t �ww__ Load Combination Span Max, ° Dell L tion In Span load Com ination Max, Deli Location in Span _ a.._ ...... ......P..,a..... _. .._.....,_. _. _. .,,._..,_ D� ._. .._.. �, . .._.. - Q.25im..._.. 7,385 ..... 0.t04 D+L. 2 41842 6 327 aximumefletlna;at`+abltfrd`Li >1 _ Load Combination Span Max, Downward Deft Location in Span Span Max, Upward Dell Location in Span .0283 ..... ,., 6.692 b Oniy 1 - 060 , 1 0,0000 0.040 - 0.0921 8,189 L Only, LL Comb Run ( "L) 2 01524 8137 1 01972 7,500 2 -0,4683 071 L On€y, U Comb Run (L*) L Only, LL Comb Run (LL) 1 0,194 6,692 0 „0404 0,000 9V3 D +L, LL Comb Run ( *L) 2 01802 6327 1 1 132251 7.385 2 - 0,0691 - 0.0459 1687 D +L, LL Comb Run (L') D+L, LL Comb Run (LL) 1 0.1377 692 0.4040 0,000 137 of 3 Vertical Reactions JC1 G t ,ft, +� � . , pup nod n Far left is Vat in 6P Load Combination Support 1 Supt Support 3 .n .._.. � t�mera� Pv(R}tiirita _..... _.._.._ ��.'dl� (33.4_ " .... ' _r _.._.._. 2�J;'� Overall MINinaum 0194 19161 2.756 D Only 2322 19.161 6,006 L Only, LL Comb Run (`L( -1128 29158 23.443 L Only„ LL Comb Run (L,) 10,806 34,480 -3.250 L Only, E.E. Comb Run (LL) 5.678 64.236 20.193 t7+L, LL Comb Run ( *L) 0.194 46,920 29.450 D+L, LL Comb Run (L *) 13,128 53.641 2.756 D+L, LL Comb Run (LL) I I'Dw 81400 26:199 67 SEAM- sa 2,.S4 re39 1,S+S 1644 13 +3S ISO 85.3^3 20.47 23164 26,30 } porgy. � +esa3 + #,ics���d « «� s �d +a +x.ia�.*od� ^ri•3 +�+aa +n,ssC��wR,.�taa� w+ cs�.a,rsda. +ovsdG +�,a� °g�mR«.� tb m��o. Ya+ as +a��.xs�taew.s.�ca�.�a *� �zxaS. TSdc •�o.2sa�a� >s.�.�>«+sR.+� #a.c3 au�, p .x��;..�axxa6+d.�sca�,m��«a +e� s414d P5dtad.FSdL +N.0.6Com0 Rm <P� +1 ■+CA +d.YSDk +4:7Sd5aM. LLCaxma kua�ttll. +U ads.# :. .` +d +d.9dEaM .6 o.U7 Q.BS 2.,77 SAS : :954 IL42 :14,33 1641 11,07 2333 23.59 25,95 MUM a004yaaanrr, sacs .R. „:3.a`0ao (0)aL00y,UCax+aN..(az.) 0 o+ its. aC—oR-(-&) 0D�c.. aa. c-0R. ao-k,LLC-0A.-(bs,} Title Block Line 1 Project Title °. You can change this area Err € Proi t ID: using the 'Settings' menu item Pa act Descre and then using the *Printing Title Block' selection. o.�ea s ie __ _ .r.__ Span Max Downward Deft Applied roads Service loads entered Load Factors will be applied for calculations- Beam self weight calculated and added to loads Max Upward Deft Load for Span Number 1 6 only Uniform Load: D = 0.0250, L = 4,060 ksf, Tributary Width = 12,670 ft, ( w _ 0,0498 Uniform Load: D = 0,0254, L = 0.060 ksf, Extent = 9A67 ..» 15.0 ft, Tributary Width = 12.670 ft, (Floor Above) Uniform Load: D = 0128 Vill, Extent = 8.987 -» 15,0 ft, Tributary Width =1,0 ft; (Wall Dead/Misc) 0,000 Point Load : D = 1,640, L - 3,80 k t( , 9330 It, (Post Above) 2 Point Load : D = 2.484, L = 5.604 k 0 14.958 ft, (Post Above) 6237 Load for Span Number 2 •0.0616 Uniform Load: D = 4.025501, L = 0,0660 ksf, Tributary Width = 12.670 ft, (2nd Floor) L Only, LL Comb Run (L *) Paint Load: D =1,311, L w 3.070 k 0 3.750 ft, (PIA (4th Floor)) 0,1748 Uniform Load . D = 0,240 111 Extent = 0.4 - -» 3.750 ft, Tributary Width -1,4 fl, (Wall Dead) 2 Uniform load . D _ 0.4250, L = 0,060 ksf, Extent = 4.13 - ->> 3.754 ft. Tributary Width = 13.678 ft, (3rd Floor) 4,971 Point Load: D = 3.540, L w 7.370 k 0 14,4 ft, (PEA) 1 Uniform Load: D = 4,4254, L = 0. 060 ksf, Extent = 9. -» 34:0 ft, Tributary Width = 13,670 ft, (3rd Floor) 6.692 Uniform Load . D = 4.120 111 Extent = 0,0 » 14 4 ft Tributary Width -1,0 ft, (Wall Dead) 0. DESIGN SUMMARY 3t y _ Maximum Bending Stress Ratici 0.675. 1 Maximum Shear Stress Ratio _ 13.526 1 Sections used for this span ;01 Section used for this span Vt12x26 Me i Applied 62,696 li Va ; Applied 29, 517 k Mrs 7 Omega: Allowable 92.814 111 VmO ga : Allowable 56.120 k Load Combination +0+1i LL Comb Run (LL Load Combination +D+L+H, LL Comb Run (LL} 15,Ot3 ft Location of maximum on span 15, ft Location of maximum on span - 0.0308 Span # where maximum occurs Span # 1 Span # where maximum occu Span # 1 Maximum Deflection 0.1389 Max Downward L +Lr +S Deflection 0.175 in Ratio = 1,029 Max Upward L +Lr +S Deflection -0.082 in patio _ 2,206 0.000 Max Downward Total Defection 0.176 in Ratio = 801 Max Upward Total Deflection -0,061 in Ratio = 3554 Overall a ina8 . fiscooga . �lrt00b . . Load Combination Span Max. %" Deli Location to Span Load Combination Max, +� hell Location in Span b+L p.2159 .. ._ w 7a269 0.(xl .t 000 D+L 2 0.1760 6327 010000 0.006 Load Combination Span Max Downward Deft t Location in Span Spam Max Upward Deft Location in Sparc 6 only 1 w _ 0,0498 6,692 _ 04000 0,000 L Orly, LL Comb Run ( *L) 2 0.1350 6237 1 •0.0616 8.769 L Only, LL Comb Run (L *) 1 0,1748 7,500 2 - 0;0605 4,971 L Only, LL Comb Run (LL) 1 0.0971 6.692 0. 0.000 D+L, LL Comb Run ( *L) 2 0.1760 6.327 1 40506 10.962 D +L, LL Comb Run (L *) 1 02161 7269 2 - 0.0308 2.983 D+L, LL Comb Ruin (LL) 1 0.1389 133 0 2 HOW 0.000 Title dock Line 9 Project Thee. You can change this area Engineer: Prof ID: using the "elfings* menu item Project Descr: and then using the *Printing Title Block* selection. 6 #t#e tSiC2GK Line '! Project Title: You can change this area Engineer Protect ID; rising the *Settings' menu item Project Dew: and then using the Printing Title B selection. Title i iC L9r1 e . -..�,, Prk ad: 6 AUG 2014, 4,36PM Mn Sp M1006 . i�rr:6,14.3.26 Description ; 2B14 - (2 -Span Cnnibiuous )-LL Reduoed 10,6 Vertical React w �ln d ., . ; : �, 1 .t � 4 Su to Far left is 1 values (n l�tl� Load Combination support 1 Suppmt2 Sup 3 .....,.w..,, _ ..... ........„.,.„.., �._,.�,... .e.w.,. .._....... _,,. .. � . _ ..... Overall ..�. ��.��..�_ _ �,� ._ �.� Overail Mlhttmum 1.044 17,859 •1.953 D Only 2,322 19.960 6. L Only, LL Comb Run (1) -9277 17.859 1069 L Only, LL Comb Run (L') 6.489 29.795 -1.953 L Only, LL Comb Run (LL) 5,212 38.564 12,116 D+L, LL Comb Run ( *L) 3.044 37.918 20,074 D+L, LL Comb Run (LI 8.811 39.865 4.053 D+L, LL Comb Run (LL) 7$33 57.724 W22 4S s9 3p 6 .:2,59 5411 7.95 40 «50. f3xS5 8583 .:: -I0.54 20 <97.. : 2. ,&5 26,30? mama (ft) e s ^r +PFa+aS„ {a c««,e R +d +q *5kax +0.9SOS. +g {i.m«rlw «a[[ al waft +U 75,6 +k 95ESS +N.aaCma.O R,+w dtwA +Cs +c +H, &t 050 »gRgdl 0+0 ♦6.1SOLx +1. kte+�eD R.w «rt *# • +Dbd6.F5d5C +YY ;1`3,86 +H. { {.�"a«eh R..m t{a.1 + o+ a + lE« 44Ceama «a4cpr +0 +0.Y3i4awa0 .1'50 & +H «r- ,ca�ema «.�gaas m raars3e +0 + {+raaCumaa «( {a} +Yf+8,X59t a^ #.X50s: +ta. as Camrx pw�tl *al w n.n rnss.w 2,47 SAS 8.54 11,42: 144 161#1 1947 2133 45151 e (it) w0O «.ay a {9wW..S4 �amk R�;n. 4 «ax 0 404y, LL C. biT;A:..4L +? 0 Cdefy, at C..*A-Q {L} W 8+t — b#a. -(ail 0 9 +{,UC — 9,1 01 Ab +k., E a C.«b k - (al:} MEMBER REPORT 2nd Fbor Cornmon Areas, 2 B 95 PASSE 3 pi (s)13/4" x 9 1/2" 1.9E (& LVL. Overall length: 7'8" 0 Ail locations are measured from the outside fam of left support (or left cantilever end), All dime nsions are horizontal, Shear (bs) it M' • Working Parcels are assured to carry no l& a R At hander stets, the Total 8eardrig dInAensior % See Connector grld beio e far addifforW In for hided o Ise. Proper attachment and positioning of lateral W 2558 3746 81oc �6 2761 _ �Ct37 n eyte � { VI lead is applied to the rttembw being desltmed. 9 that Is supporting the hanger . .. /�;.u� � ,: «l ,Arita "''• $'�, . 8mniaxti.r3aa The product application, input design loads, dimensions and support intbonstion have been proWed by Forte Software Operator Rodney Hanchelt Anchor FngOeer np, Inc (303) 783 -4797 rodney and orenq cola 9/11/2014 1:32'42 P Forte v4,6, Design Frigsrie: V6 11,5 Exterior Headers 4te FageIof1 2.37' 7° ,3'" 1 ..tt C9. a 1 0' (All pins 3t " 5 a P (ice} z 15 .a J �.0 5 (All Spans) 1t;8F'rFefFC (Ft #bS) ! ::3985 3" $ 1 j4 °' "`" St!3 P (°�b i,$ 1. CS + 9. S .Atl Stts p��w?A. 4Fwe C d Cleft (t £9 Oat C 3 8 1 /4" 0.237 d 9+ i 0 + 3a 5 (Ali #1 )_.._, mm 1 o _ w.......��_.. z O :+ (Attsns -- S : Floor Member T Dam Beam Building Use : Residential Building Code : IW- Des#gn Methodology : ASD Uenecnon crsMIX F.F. tkjJ ) Aare c L (LIZIU) Bracing iLu): All compression edges (top wid boftm) most be owed at r 3 a/c unless detailed odwWw Proper attach bracing is red to achieve me stability, 59donN of lateral Applicable calculations are based on NDS ZOOS 2 - Hanger, on 4 114^ HF beans Ck3 lia ? i 5 S#ocMng Panels are assunned to carry no loads applied direc above fit At hanger supports, the Total Bearing dimension 8s equal to the vanth t ? See Ccxwwtor grid below for addWnai information andfor requirenir a 'IM �,.. 7 s 4S7t"i 234& tlt Y94 4704 74�a now.a the full load is applied to the diamW being dest qrwd Ftertd# ow is support the hanger I "it MUCK € IM! i vrolect l tile: You can change this area Engineer. Prolect ID; using the 'Settings' menu item Project D scr. _ and then using the 'Printing Title Block" selection. 7 ifl a Gttrw*G 1 in a R Pwiniet 5AUG 2014, 5:05PM Description 2,_S`t7 Ap lie Lads _' Service loads entered, Load Factors will be applied for calculations. _... _,. a. .. _ _. . Seam self wet In calculated and added to loads Load for Span Number 1 Uniform load a D = 0.3750, S = 0.5630 kM, Extent = 0,0 2.50 If, Tributary Width = 1.0 ft (Root Above) Uniform Load ; D = 0,050, L = 0.24 klft, Extent = 0,0 w ->> 2,50 ft, Tributary Width -1.g ft, (Floor Above (x2 }) Uniform Load : D = 0.60 k/ft, Extent = 0.0 -» 2,50 ff; Tributary Width =10 fl, (Wall Above) Uniform Load : D=0,3750, S = 4.5630 Wit, Extent= 23.254 - -a> 25,750 fL Tributary Wdth= 1.0 ft, (Roof Above) Uniform Load : D=0,650, L : 020 klft, Extent= 23,250 -- > 25.754 ft :Tributary Wdth =1.0 ft, (Floor Above (x2)) Paint Load: D=2,560, L = 0x74, S =1.830!k 0 2.50 ft, (Trig ` rfrorn Above) Point Load : 0 5.120, L. =1.40, 'S = 3.670 k Q 9 .330 ft, (Triminters from Above) Point Load: D - 2.560, _L _ 0.70, S =1,830;k JD 16.0 ft, (Trimmer from Above) Point Load . D 3.764, L = 4.80, S - 1.420 k 23.250 ft, (Tdmrmr from Above) Point Load . D _ 140, L = 1 0.810 k 0 18,54 ft, (2814) Uniform Load: D = 0.2250, L _ 010 lot Tributary Width =1,0 ft, (Wall Gies and Floor) Paint Load: D = 0305 S = 1 ,74 k 0 5.0 ft, R-816) Paint Load: D -1.30, S = 2770 k A 20S30 ft, (2 515) Point Load: D = 5160, L =12.74, S -1.830 k (x) ,16:830 ft, fTdmmer from Above) Uniform Load . D = 0.0250, S 0,040 ksf, Extent _ 04 -» 5.0 ft, Tributary Width = 8.750 ft, (Low R000 DESIGN SUMMARY <. Maximum Sending Stress Ratio = 0.798:1 Maximum Shear Stress Ratio 0,267 Section used for this span W24x56 Section used for this span W24 x65 Ma: Applied 266144k-ft Va ; Applied 44,770 k M n I Omega : Allowable 334.331 -ft Vn /Omega : Allowable 167.461 Load Combination +D40150L 50S+H Load Combination +0.7 0L+0,750S+ Location of maximum on span 16138ft Location of maximum on span 25150 ft Span If where maximum occurs Shan # 1 Span # where maximum occurs Span # ,I Maximum Deflection Max Downward L+Lr+S Deflection 0.563 in Ratio == 548 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0,916 In Ratio = 337 Max Upward Total Deflection 0.000 in Ratio = 0 <244 Overall M fmum'D fie ol* U Load Combination Span Max. " -" Deft Location in Span toad Combination flax, " +" Defi Location in Span Maximum Deflections for Load ComiblriafI04 U t BC ►fed`l�o 8 Goad Combination Span Max. and Neff Location in Spam Spam flax. Upward Dell Location in Spars D Only 3, . 5 .. i ,2�1 0.000,7 0,000 L Ody 1 0.3901 13.905 0,0000 0,000 S Only t 0.1742 13,004 0,000 0:ti00 L +S 1 0.5634 11549 0:0000 0:000 D+L 1 01427 13.646 0 00W 0.000 D +S 1 0.5275 13 0 0,0000 0,000 Maximum, E t�rd� ., Load bination Span and Doff L lei Span n Max, Upward tie Lo cation in Span +2.*S _. �., CL918S �..__.� �'�3.19.. �,�n _ .. wd� _ {l ._._. r Support natation Far left is 1 Values In KIPS Load Combination Support 1 Support Overall Ximurn 39,593 , Overall MIN um 10393 9,722 rJ Only 17,534 X079 L Only 91.485 23.199 S only 10,393 9,722 L +S 29,879 32.921 D+L. 29120 41278 D+S 28428 29,801 Q+L +S 39,513 5. zxa aB --zzz Ni� LrEtkt?7.. m�, # a0 »Fp ris tNd +.§[ t +D +L +1V +Xt ra.7p c#4 M +O +L = +ft 4 +0 +S +" +0** SOL:+* yW+Si 4 +b +51]S4t1+011SOk +O1yS*W+" +b +a, ?Smta6.T5aa+a,7ffia9Y +#f +0 +0.]SOL +a.7Sak +ik.S2sae +aF rt4 +iS.75ak +0.7?sM}5411.SG Sal + � +6.kFpUaaw'r6F +3Y Bab +6.7dl +H.. 3S w 2.,85 S:6D2 7.6iP 14.97 t2.95 45.'32 59.9%1 2a. 23.4F5 25.82 B 1?C'?Fy + +v+ • +Ls +C +H +ta +B.ra +a • +p +L + +N +Fe +S +N +O +P 756 k,.O, ?SOt +Po s +as +arsB +axsac +4.rsaw +F #Fa +a.xxkt +0.7S0S +OJSOW +n 0 +aa +brink +a.rsssk +n,szsaB +lc a1+ +Ds6.P %A &sh.YS35G +F? +a +a.rxac e.75a5.a,xzsk +0,6".+wrft w +o Bab a.7O9 +s 4.2 2.32 am Title block Line 9 Project Title: You can change this area Engineer: Project l : using the *Settings" menu item Project and then using the "Printing & Title Black" selection, Title Block Line 1 Project Title. You can change this area Engineer; Project R using the'Settings# menu item Project Descr. and then using the "Printing Title Block" selection, S ervice loads entered. Road Factors will be applied for calculations, Beam self weight calculated and added to loads Load for Span Number I # s o " Abo +# # It Trib Uniform Loa butary Width # Abo a # ft, Trib esvu.n mmew'mme — 1--l— Lead Combination .---- -v +... Spars mom...- wm I� - +-- ' +7—-_.- Max, Downward DO ..-- ' Loco in Span ,.. Span Max. Upward Bell L do €� in Span D Only 4353 _ .... ♦ XI d t } • ry O V 9 0 3 13.261 :w 05 n, # 0 ,000 yy 1 0.2198 13.004 H000 0.000 L +S 1 0.5912 13.648 HOW 0,000 D+L 1 # # 93.519 0,0000 0,000 C +S 1 esvu.n mmew'mme — 1--l— Lead Combination .---- -v +... Spars mom...- wm I� - +-- ' +7—-_.- Max, Downward DO ..-- ' Loco in Span ,.. Span Max. Upward Bell L do €� in Span D Only 4353 _ .... _... , t } • ry O V 9 0 3 13.261 :w 05 . 0, 0000 0 ,000 S Only 1 0.2198 13.004 H000 0.000 L +S 1 0.5912 13.648 HOW 0,000 D+L 1 0.8948 93.519 0,0000 0,000 C +S 1 0.64 79 13dUM2 0,0000 0,000 CODE PEFERENCE$- Calculations per AI SC 350 IBC 2012, A C T -`ttj Load Combination Set'. A CE -05 M tariat Pranorfi# a I Me WWK t, ne l Project Title:. `tou can change this area tt t eero Protect BD: using the "Settings' menu item Pr e t De and then using the'Printing � � b up rt t"ar left is t V u KIPS Title Block" selecti . Support 1 T11e_Qlock, k €n N s4 2014, 5:0 . ;. � oad Combination Span ward ll tion In Span Span Max. t1 pward De#t Location dry Span $ el i a# Ft G t?tt Ci$ ft t L ;.. ! � � b up rt t"ar left is t V u KIPS Load Combination Support 1 m�_..�..� __..n .. .....__ a._. .�wde .. ..... __. _..._..� ,,.. _.m�. � __ , _ Support C?rit61�A3;is�a�rs .. ew ...�. M� 371 � �__ _. �_._ _ u__. __ _.w _ ,. �..�.__ �.. �. Overall MINImum 9:214 9.722 D Onr 17.797 20,338 f only 9.204 96.596 S 0* 10.393 5.7222 L+S 19.596 28.319 D+L 26.920 38. D +S 26,109 30, D +t +S 37.393 48,857 25� o 0 9 t'iwry &Cs «ip i $00y 04+5 A +1 C9+C ik +6 5 4z ' 7,60 2,45 5.02 t #.3 ?: :. Y2�75 ICU ' 01" 24.47 «'�.QS asaix cr11 a, • o- +a ++t +cep +s+ c�+s.rs ,+a.rs�n +m + + .rsabo .7 ns.n �» +sr�w+n Y +��crae�n ��+ o.> aoi+ a�s. sxrocrio, x5ovr +n+z� +a.xs�a��,rsa�sfiK,znav +n Asa+ �. 7sssc�+ �. �sa�+ c+. �x5ne��c +� +e+.rsne +�.tsas +ms��*ea os �, _ __ ..t.0 2,32 4.76 7.2t SS6 12,10 14~55 1710 M44 21." 24.33 o 0 9 t'iwry &Cs «ip i $00y 04+5 A +1 C9+C ik +6 5 Deffection criteria. tt. (t/360) and TL (tt240 0rac4V (t.u): Ali comp eWorr edges (top and bottorris must be braced at V 7 ix on: ur detailed athervilse ProW attachme and positioning of lateral bracing is required to achleve rnember stability: i . Column a si .. ... 9 5 Ci ! v 550, 2 , Column - t 5 5t1 S sD BlocWng panels are assumed to carry no loads applied directly above { and the full load is applied to the member being deli red. The product application, Input design toads, d inerrsions and su pport lirfurmation have been provided by Fade Software Operator Rodrury i- pvxhett 8aa'P4.Ny E.ngireenng, inc (303) 7834797 rodney aarrchoreng.cram System � Floor Mernber ° type : Drop Beam Building Use : Restilenfial Building C NC Desi odaiogy : ASD 9/11/2014 1:3 :12 PM Forte v4,6, Design Engine: V6.'! ,5 xterie.)rr Headers 4te Page 3 of 1 M oment • • : # # > w Deffection criteria. tt. (t/360) and TL (tt240 0rac4V (t.u): Ali comp eWorr edges (top and bottorris must be braced at V 7 ix on: ur detailed athervilse ProW attachme and positioning of lateral bracing is required to achleve rnember stability: i . Column a si .. ... 9 5 Ci ! v 550, 2 , Column - t 5 5t1 S sD BlocWng panels are assumed to carry no loads applied directly above { and the full load is applied to the member being deli red. The product application, Input design toads, d inerrsions and su pport lirfurmation have been provided by Fade Software Operator Rodrury i- pvxhett 8aa'P4.Ny E.ngireenng, inc (303) 7834797 rodney aarrchoreng.cram System � Floor Mernber ° type : Drop Beam Building Use : Restilenfial Building C NC Desi odaiogy : ASD 9/11/2014 1:3 :12 PM Forte v4,6, Design Engine: V6.'! ,5 xterie.)rr Headers 4te Page 3 of 1 MEMBERREPORT 4 L OE MIdWIam@ LVL PASSE All locations are measured from the outside face of left support (or Cat cantilever ), Aft doten are horizon • Storking Panels are assumed to carrrr no loads appl At hararter supports, Ow Total BearbV d1m erdon Is eqa t See Connector grid bekav for additscmal Worm i , Fav p h6nmit Ha mt 7 - Umfarm (PSF) 2 - t,indorm (PSF) 3 - Staff m (PLF) Overall Length: 8 1" tt � y► • Storking Panels are assumed to carrrr no loads appl At hararter supports, Ow Total BearbV d1m erdon Is eqa t See Connector grid bekav for additscmal Worm i , Fav p h6nmit Ha mt 7 - Umfarm (PSF) 2 - t,indorm (PSF) 3 - Staff m (PLF) Overall Length: 8 1" ;9I F ORTE " MEMBER REPORT 2nd Fbor Common ,Areas, 2 B20 PASSE 3 pee 13 1/4" 1.9E llam VL Overall Length: X9" ��pyp 0 0 Ali locations are measured from the outside face of left support (or left cantilever end). A il dimerislomi are horizontal. hudnoy P6aracnett Anchor E ngineerveg, hc. 1303) 783 - 4797 9/11/2014 1 :33.30 PM Forte v4. , Design Engine: `JI 1 t 5 Exterior Headers Otte 'age '1 of I F� t f fl e: m hudnoy P6aracnett Anchor E ngineerveg, hc. 1303) 783 - 4797 9/11/2014 1 :33.30 PM Forte v4. , Design Engine: `JI 1 t 5 Exterior Headers Otte 'age '1 of I Deflection cei : LL (l /480) and TL (t/240), Bracing (Lo) , Ali conv esslon edges (top onsf bottom) must be braced at 3 o1c, uniess detaged otherwise, Proper attacholent and psi rig of lateral bracing is required to achieve member s tity Weyerhaeuser warrants that the string of its produMs wii# be In trccordarves witt Weyerhaeuser essfy disclaims any other warranties related to are software, (www.wood corn) Accessories (lern Board, okid rs; Pareis and Squash N circurnwrd dire neKi for a design professional as determined by the authority N assure that tires calculation is compatible with it* o ii project. Products gran forestry standards. The pr wt application, Input design loirds, dimensions and support at do „ Fortes Software Operator ` Rodney Hanchelt (303) 72314797 i voncyft&?:roxchoreng c m i s: System � Floor Me mber T � Firth Beam iiullcift Use ; Residentaai Suild ng Code . 188 Design Foe ° ASD E xterior H eaders 4 e Page 1 of s t ► t r ri Y ♦ i E i Deflection cei : LL (l /480) and TL (t/240), Bracing (Lo) , Ali conv esslon edges (top onsf bottom) must be braced at 3 o1c, uniess detaged otherwise, Proper attacholent and psi rig of lateral bracing is required to achieve member s tity Weyerhaeuser warrants that the string of its produMs wii# be In trccordarves witt Weyerhaeuser essfy disclaims any other warranties related to are software, (www.wood corn) Accessories (lern Board, okid rs; Pareis and Squash N circurnwrd dire neKi for a design professional as determined by the authority N assure that tires calculation is compatible with it* o ii project. Products gran forestry standards. The pr wt application, Input design loirds, dimensions and support at do „ Fortes Software Operator ` Rodney Hanchelt (303) 72314797 i voncyft&?:roxchoreng c m i s: System � Floor Me mber T � Firth Beam iiullcift Use ; Residentaai Suild ng Code . 188 Design Foe ° ASD E xterior H eaders 4 e Page 1 of s Title Block Line 1 Project Title: You can change this area Err iii r: Protect ID:. using the "Settings" nu item P t r: and them using the "Printing Title Block" selection. Description 2_.822 Prs 5AL*2014, 4311 Mom plc lads Service toads entered Load Factors will be applied for calculations. Beare self weirlhi calculated and added to bads Uniform Load: D = 0.0250, L = 0,10 ksf, Tributary Width 1 3.670 ft, (Floor (2nd)) Point Load : D=1,311, L = 5.110 k 3,0 ff, (PBA) Uniform Load : D=0,0250, L = 0.10 ksf, Extent= 0.0-->> 3.0 €t, Tributary Width = 13.670 ft, (Floor Above (4th )( Uniform Load . D = 0.240 kA Extent = 0.0 - >> 3,0 ft, Tributary Width -1.0 ft, (Wall DeadiM sc) Uniform Load , D _ 0,123 Vill, Extent =0.0 -- >> S.0 ft, Tributary Width = 1.0 ft, (Wall Dead Above) uniform Load : D= 0,0250, L _ 0.10 ksf. Extent _ 0.0 -» 8.0 ft, Tributary Width = 13.673 ft, (Floor Above (3rd)) Point L . D=3,540, L _ 12,230 k 2 ft, (PJA) DESIGN SUMS ; a 4 M Maximum Sending Stress Ratio 1 Maximum Shear Stress ratio — 01506. 1 Section used for this span W14x22 Section used for this span W14x22 Ma , Applied $1.846 k -ft Va ,,Applied 31.840 k M n ! Omega . Allowable 52434 k - Vn /O . Allowable 53.020 k Load Combination +D+L+H Load Combination +D+L+H Drat' of maximum on span 5. ff Location of maximum on span f), ft Span # where maximum r Span It 9 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.250 in Ratio 525 Max Upward L +Lr +S Deflection 0 ,000 in Ratio D <4600 Max Downward Total Deflection 0.324 in Ratio — 407 Max Upward Total Deflection 0.000 in Ratio - D < 360 overall Maximum t Defleotions a lfttfaoti3r „�Qi� S " Load Combination Span Max. " -" Deft Location in Span Load Combination Max, "+" Dell Location iin can pp� ,,'pp L ........ .... ... ... ........ ... ... _...... _..,, ...., , . .....,..,....., _�'.j.....a�9,yq ,,..,.....w..;, � s? ,e. _...,: ...,....,...__ .e. .., ,.... ...�. ....,,. ,., .... 4d 4 V L'#'P 6 ,...... .,........ — ,,..... Maximum Deflectio for Load ,§itx��l Load Combination Span Max. Dow Deft Location in Spars Span Max Upward Cleft Locatinn in Sparc ., «.. .......,. ......,. m . .......... ... ... M...., .,.. ..,,. _.,... _ .. _.,a ........_.... bDrily 1 __.. 0,0747 5,555 0 0 0.000 L Only 1 02497 5.555 HOW 0. D+L 1 0.3244 5.555 0,0000 0.000 Vertical Reactions. Supfxart notation. Far left is #1 values in KIPS Load Combination Support 1 Support 2 A. verail AAirsuin Overall MINirnum 7,561 7193 D Only 7,561 7.193 L Only 24.279 24.552 i+L 31.340 31145 145 of 332 D scd tiara 232 Sa£AS 2.Sa I'm 439 SAS CSS 7,65 #.35 9. #S WAS Yoram +a *M �£Ami. +tmi P�?eSrML ?P� #.7 # #6x� #7SOCmmt w aC+ + #.TS$L +d1754+5 ;: � +Cx+W aH S� � #tr# 7 # @1.M � dEE'N$ XS$i.at$ XS $L�# 7S0WbPi 44Yid4.XSdt4ki.35$Skp „15A&X aBL '+rP' # #,XSt1Gx.h0 XS$L�$.5X55C+m4 +A +Q X5$t+p.3 g65*G SY SqE+ *D. GthL tOV o-tl ■ i1b.6{yd$P.r 3a� ,. 6 .33 LOS ZJS 3,x"5 4. SAS 8.55: '3.65 &�5 9,85 Eti,9S m (ft) I 1>011Y .mGmmL kXa M +RYAtIx.YM':P4S 4H t1?ifk,7'S6LmhtA.XSid &eFN frd?tAS.X S$ta$.X5175+tm x +$a #.XbN bH M^4 +$,X$6Eet #.Ya$S^YO,YSDM4'4H &iA.P$D bD,75654mM1 <7'SSkW mN P6a#. X5 #4.kD, ?5QCt6.5xSS�° +H# +€taA.7 °sUt Eb.7"atb5 +b.574d5i",.•t.. m +$.d # #arasN 0+0.6 X #O+H BEd.., m> `' MEMBER REPORT 2nd Fkor Common Areas, 2_B23 PASSED 3 piece 13/4 x 117/8" 1..9E Mlcrollamiltl LV Overall length: 7" 1 °' system : Wait Memiier Type : Header t Sts9d#nq Use : Resadenbal Bui ldnq Code ;TRC Des* Methodology a AStD Deflection criteria. Lt (L1360) and n (tl740). Bracing (W)s AN com (top and botUmi) must be braced at ' t" o/c unless offerrvil Prope aftantment and positioning of lateral bracing is req uired to ach ieve mem surbulty, I - Trimmer Hf ReAlney Harcho Anchor En sae sing, sic. ( 3d33) 7 83 .4797 rc;r3e'ttay c(;i anc PUarenq.cc"t4 9111/2014 "1.34.01 PM Forte X74.5, Design Engine VCS 1 1,5 E x ter ior H#:?aC1ers 41 Fags t of .1 Dera� eactle s (lfDS 73955 11 «" 22838 5.t3i}` "j p ?39 } 1.0 D + 1.0 L (All Spans) Sh er (dlDS 1" 5 718 "° 11895 pas t (S y 1.0 1.0 CD + 1.i L {All ° 6 I12 26 7 2 2 C + X L All Spans) m Ltve LlD d Ci n cstad LaadCfett (Ind 0 Ct98 t 5112" 135 3 5 112 _._ 0113 _ r , . t9 317 Passel (t1Ss9 1.0 D + LO L Ai! S(Darls� � 1 Q D + 1 Q LiID gart system : Wait Memiier Type : Header t Sts9d#nq Use : Resadenbal Bui ldnq Code ;TRC Des* Methodology a AStD Deflection criteria. Lt (L1360) and n (tl740). Bracing (W)s AN com (top and botUmi) must be braced at ' t" o/c unless offerrvil Prope aftantment and positioning of lateral bracing is req uired to ach ieve mem surbulty, I - Trimmer Hf ReAlney Harcho Anchor En sae sing, sic. ( 3d33) 7 83 .4797 rc;r3e'ttay c(;i anc PUarenq.cc"t4 9111/2014 "1.34.01 PM Forte X74.5, Design Engine VCS 1 1,5 E x ter ior H#:?aC1ers 41 Fags t of .1 f ' MEMBER REPORT 2 A r m A , , „ i924 Pty D l - X 7 31/4" 1.9E MicrollamO VL Overall Length. 7 9'° A li locations are measured from the outside face of left suppo .(or lei caribleaw end). All dimensions are horizontal, System: Wall Member „ He ader auldIng lase Residential suilding Code a 18C C"n Viethodo gy : ASts Deflection criteria: LL (i f 3 60) and TL (Sf 16 Bracing (L u): All compression edges (top and bottom) must be brad! at 7' 1" a/c unks dedilled mitionalst, Proper attachment " of tataral bracing is required to achieve member stability. umb Rea tlsart (lts w M w A 4_9e 41/ "' 1522 r�(6i «l�0 Pa (30%) LO D + OJ5 L + t3. � _�Ait _Shear (Bb) 3091 @ I' f I /W - Pa (56%) 1AS LO i3 +(r.75 L � n 7S S (Ali o a Ptexnent (F- ibs L_� _ , 6359 0 T6 1/2- 8182 P ( ` ,..._ US _ .._ i 0_ + 0 _7 L + 0 7 S At6 5paaxs ..wNi L?a e Lciad i?eli. (lb 0,10 @ fi i}7 Q.711 Passed V746 1.0 D + 0.751 + ii.75 S 1AH Cpaa� } Total L ' Deft, (dn) ,. ......., . 0 48 3 6 1J2 t 0 313 P pp . ..4.307).. <. 1.0 + 0J5 t.: + 075 l SpartS): System: Wall Member „ He ader auldIng lase Residential suilding Code a 18C C"n Viethodo gy : ASts Deflection criteria: LL (i f 3 60) and TL (Sf 16 Bracing (L u): All compression edges (top and bottom) must be brad! at 7' 1" a/c unks dedilled mitionalst, Proper attachment " of tataral bracing is required to achieve member stability. t3 1 3 rams sea NF 600" 6.00" 1.7? 2F46 E150 3611 5107 Bone S 2 • T rite r - HF 6,00' 6.00 S.'72" fi46 16i3 S1iT7 _ tt 4 - tlndoura (P LF) 0 to 7' 1" NJA 305.0 JLL 455 0 RA f ._ �.... The product appiicaUtm, Input desire toads, dimensi and support Information 9asee inn proWded by Form Software operator P'245mray Hs r ietii '.. . Anchor Engneming, Oc 303) ?83 4797 rCSdneY ez 8.rM:hor8nQ CLXr, ! Job Notes 9/11/2014 1:34 PM Forte v4,6, Design rat3iite: V6.1 1.5 Exterior tfeadetS 4fe Page t of 1 ""OE a REPORT 2nd Floor Common Ames, 26 PASSED p e (s) 13 /4" x 117/8" 1.9E i LVL Overall Length: 6'4' 0 All locations are measured from the outside face of deft support (or left cantilever end);- All clintensions are horizontal. uw»aw..,,.i'.Vwuuwu , S r 3 € Farr i2eacCSs (dh) w.._ T 111d2' 15225 (.d3 "I 1 »o CD + 1,8 L (All ; S ans) Shear (Ibs) 5 557 V S 7/8" 7897 Passed 1.d34 1,013 +_1.O L AH Spans) I 2' 815116 ' 17 8 P3 7146) 1.bC1 � 1.0 0 + 110 t. A!i pans) 1lve toad fDefl (ink o,A77 3" 2 15116" 0.186 Passed # f8 5 1.0 CD + 1�o L A#t totaC Load CDefi. (in), .,. o 109 .2 1126" ..m, : 0.279 Pa 1-0 t3 + 16 Sys : Wait 9+t m 'T * Header Building Use: Resi#deritiai Building C : Yi3 Design "hr doi y ; kSD Forte Software Operritof Job Notes 9/1112014 1,34:21 PM m._ -:__- - _...,w., -_�,._ -- Rodrray Hancie� Forte .6, Design Engine V6,1,1 5 Anrh or Lragme wxg, If W, Exterior a� oaders, 4fe N3) 783 sxraraeyr Zparichrxeng cam Page # of 1 149 of 332 4F MEMBER REPORT 2Rd Fbor Cornrnon Areas, �_B26 PASSED a x 0 All locations are _ t rea sured front the outside face of left s (ter left Cartitow end): AN dirrienslons are horizontal System , Wan Member Ty : He ; Staining Use :!residential Building C : IBC Design e olo . ASD ' ^ treflection raa: 47 and 'tG(t„(2*tlS). Y crat is required to achieve member statai3ity. > Y A ,4a P W I li'� 3 y' Moir I - Trimmer NF 4.aq "' 4,5Q" 3.�7 456 726 2132 7Q24 Hoare a t SG' x► xc xr x System , Wan Member Ty : He ; Staining Use :!residential Building C : IBC Design e olo . ASD ' ^ treflection raa: 47 and 'tG(t„(2*tlS). Bracing (Lv): All corrrpms ton edges (top and rattan) must be braced at V3" a/c ura leaf warervelp, ; Proper attachment an d p of lateral crat is required to achieve member statai3ity. APPOcatim calculations are based on No 2005 methorlobilly. I - Trimmer NF 4.aq "' 4,5Q" 3.�7 456 726 2132 7Q24 Hoare 2 . Trimmer HF t SG' d.5CS" 2.65 34777 6Za 1732 5123 4Q.ti 2nd 1^4r Weyerhaeuser warrants that the sizing of Its Products will be in accordance with Weyerhaeuser produc design critarta and Published n values, Weyerhaeuser eVrassfy disdamis any other warrandes related tree software, Refer to current Weyerhaeuser literature foe m0allatkin detalls. (wwwm ywy.com) Accessories (trim Hoard, SlocWng Panels and Squash Stocks) are not designed by this software, Use of this software is not Intended to circumvent t need Ceara . n Professional as determined by the au thimity havriV Jurisdiction. The designer of reco bulkier or framer is responsible to assure that this calculations is compatible with the overall project, Products Manufacturred at Weyerhasuser facilities are ftir-party Cerbind to sustainable forestry standards. r Rodney riancheit Anchor Frsgss &er4_Q, rm, l303i 783.4737 ,oci y anca'uxearog c(un SUSTAINAMf FORFSTkn §pvrTmf ivr:: 9/11/2014 1:34:39 PM Forte v4.6, I)esign Engine, V6.1. t t Ex'ter'ior Headers, alit Page '9 of # Overall Length: 9'91' ?, MEMBER REPORT 2nd Fbor Common Areas, Z. B27 PASSED p e (s) 2 x 6 Hem-Fir No. 0 All locations are measured from the outside face of left sap (or left cantilever d ): eft dimensions are horizontal. System: WWI Member Type ; Header Building Use : ate id ttrat Sterling code SCtc Design Methodology: ASO Deflection criteria: EE (E1360) and TL (5/1 6"), Bracing (Eu); All compression edges (trip and bothing must be breced at V S° o/c unless detailed otherwise. Prow attachment and poslitioning of lateral bracing is required to achieve r stability, Applicab* calculations are based on NOS 2005 methildrikilly. 3.00 3,00" 1.50" 0 3Bt 482 293 Na 300" 3,tk3" 2. In, =; grid F Or Bakony 3 r 35,0 40.0 SI,ATalhdt AL3 FORESTRY WrHAINf Weyerhaeuser warrants that the Wing of its products will be in accordance with Weyerhaeuser product design criterla and "Ished design values. Weyerhaeuser expressly disdalrm any other warranties related to the software. Refer to cement Vileyeltereuser literature for Installawn details: (wwwmomJbywy,c0nn Accessories (Rim Board, Blocking Panels wW Squash Blocks) am riot designed by this software. Use of this software is not lntendeil to circumvent the need for a design professional as determilmet by the authority having Msdicifton, The designer of record, bidder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser ladiftles are third party Certified to wstairsable forestry standards. The Product apprication heart design toads, dimensions and s upport inf ormation have been provided by Forte Software operator Rcxiriey Hanched Anctxu (:aagmeering,. Inc.. (303) 783.4797 nxiney@aAchoreng.com 911112014 1 34:40 PM Forte v4,6, Design Engine V6,1,1,5 Exterior Heradors 4te Page 1 of 1 Overall Length: 6'6" 1 ° Trim r - HF _.......,. .,._ .....;.......... 2 - Trinnner - HF ;WWI RTE MEMBER REPORT 2nd Fbclr Corianlien Areas, 2.B28 3 ple f s He No. Overall Length: ' W go All locations are measured from the outside face of left sit (or felt cantilever td). All dimensions are horizontal. e feaction criteria: tt, (1,1360) and TI. (V240), nracpng (to) AM compression edges (trap and bolltoml must be braced at 3'6 o/c u nless debaled cat e: Proper attachment and oostoodum of lateral bracing is required to achieve member stability: Applicable calculations are based on NDS 2005 methodology, � a e t. ► ° SUPP - Trimmer tfF 100" 3.t3tk °' S.SD« e feaction criteria: tt, (1,1360) and TI. (V240), nracpng (to) AM compression edges (trap and bolltoml must be braced at 3'6 o/c u nless debaled cat e: Proper attachment and oostoodum of lateral bracing is required to achieve member stability: Applicable calculations are based on NDS 2005 methodology, ° SUPP - Trimmer tfF 100" 3.t3tk °' S.SD« 1557 pp5(3 2+155 Trimmer - HF 100" _ L 3 OCi Y l3 1S3T 05 2455 . I . Uniform (PSF) 0 to 3 _6 4'1' 25.0 41D .1) 2nd 2 - Unifot ire (PSF) 0 to 3'W' s' r 25.0 40. fir At a re 3 muniform (Pt F) . � 0 to 3'6' � N/A � 60010 Alsip d1' mfsc. VWeye riraeuser warrants that the good or its products will be in accordafte with Weyerhaeuser C design art b" said published design vapues. Weyerhaeuser expressly di ms any other war ranties related to the software, Peter to current Weyerhaeuser literature for installation details, (www, b .com) Accessories (Rim Board, M n g Panels and Squash ) are not designed by #i s softwirie Use of this software is not intended to cittumvent the need for a design professional as determined by the authori ty having junsdictim, The designer of record, or framer is responsible to assure that this cakulation is compatible with the overall project. Products manufact at Weyerhaeuser Wlitles ate third-party certibed to sustainable forestry standards, Forte Software Operator Rodney Ha hett Anchw Eraineen , ft (::303) 783 -47W 9/11 1 34:53 PM Fortev4 . , Design Engine: V6.1 1.e; Extenor Headers = {pie Page 1 of 1 . R ,a r Common a .. 2 829 PA SSED a El 9 All locations are measurcid from the outside face of left support (or left ca riblever ): All dimensions are horizontal. 5 : Wall Mem ber 1 . Header Bu#dkV Use a Residentlai Building C 18C Design Mes ogy ; AS0 Deflection ofterW Lt (L/360) and TL (L/240); Bracing (Lu): R6i compHn edges (top and bottom) mas be braced at W B,ic drt es; detallect offewise, Pieper attitchineet and poslborifigi bt' taterat bracing is required to achieve nienrber stabfflty. 2 - Uniform (PSF ) 5 - Unitayrtn (daSF) G - point (tb) a ... - �. .: a .... .. EMEM Rodney Hasnch a9t eisachm Engineering date, {303) 7834797 a cncnyt anrhnreng,cram 9111/ 2014 1 36:0=4 PM Forte v4.6, Design Engine: V6.1 ' €. x /erbr Headers.4fr Page 1 of I Overall Length: ' ' � a+ • r F } r a 5 : Wall Mem ber 1 . Header Bu#dkV Use a Residentlai Building C 18C Design Mes ogy ; AS0 Deflection ofterW Lt (L/360) and TL (L/240); Bracing (Lu): R6i compHn edges (top and bottom) mas be braced at W B,ic drt es; detallect offewise, Pieper attitchineet and poslborifigi bt' taterat bracing is required to achieve nienrber stabfflty. 2 - Uniform (PSF ) 5 - Unitayrtn (daSF) G - point (tb) a ... - �. .: a .... .. EMEM Rodney Hasnch a9t eisachm Engineering date, {303) 7834797 a cncnyt anrhnreng,cram 9111/ 2014 1 36:0=4 PM Forte v4.6, Design Engine: V6.1 ' €. x /erbr Headers.4fr Page 1 of I Overall Length: ' Y$i} C�S4 Audi$¢ �5�a §Y F F F F Max. Downward Deft Location in Span Spars Applied Lo Service loads entered. Load factors will be applied for calculations. Beam self Freight calculated and added to loads DOnly Load for Span dumber 1 0,1427 Unit L , D=0,0250, L = 010 ksf, Extent 0.0 ->> 8.670 ff, Tributary Width = 18.167 ft, (Floor Above) tt.n._w Uniform L , D=0,0250, L = 0,10 ksf, Extent =0,0->> 8.670 8, Tributary Width = 92513 ft, (2nd Floor) L Only Uniform Load: D = 0,0250, L = 010 ksf, Extent = 8,570 - 15.50 ft, Tributary Width - 1.0 ft, (2nd Floor) 02579 Point Lord . D=4,720, _ L= 060, S = 2,870 k ia), 8.870 ft, (2_819 Reaction) 0,0000 Point Load: D =1,0, L = 2,550 k 0 6.330 ft, ( 57 Reaction) OnN Unif L . D _ 0,360 kilt, Extent= 0,0 -->> 6,330 ft, Tributary t idth =1.0 ff, (Wall Above) 0,0293 Unif L : D=0.0250, L _ 0.10 list, Extent= 0,0-->> 15,50 6, Tributary Width =1.0 ftz (Floor) 0,0WO Unif Load . D=0,0250, L = 0,10 ksf, Extent= 0.0 - 6.330 ft, Tributary Width= 2,0 ft, (Fim Above) L +S Uniform Load . D - 0.360 klft, Extent= 0.0 . a> 8.670 ft, Tributary Width =1,0 ft, (Wall Above) 0.2859 DES IGN SU 4 y i 0=0 Maximum Elerding Stress Rat lo = 0.793: 1 Maximum Shear Stress Ratio 0.366: 1 Section used for this spare W1 x361 Section used for this span W16x36 Me: Applied 126.595 k »ft a :,Applied 34356 k Mn d O m ega: Allowable 159.681 wft Vrit a :.Allowable 91810 k Load Combination +D+L +kl load Combination +D +H Location of maximum on span 6.820ft Location of maximum on span 0.000 it Space # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection OA296 Max Downward L +Lr +S Deflection 0.287 in Ratio = 645; 0=0 Max Upward L +Lr +S Deflection €0LO06 in Ratio = ' 0 <480 Vertical Reactions - Max Downward Total Deflection 0.4313 in Ratio = 433 Max Upward Total Deflection 0,000 in Ratio = 0 <240 values in KIPS Overall M aximum Deflection$ - Urifa 't , q Load Combination Load Combination Span Max. V Des Location In Span Load Goinbination Max. M +" left Location in Spark D+.'FS i - , . � ., 7.518 0b0 .,1 0r000. _ Load Combinations Spark Max. Downward Deft Location in Span Spars Max. Upward Def! location in Spar DOnly 1 0,1427 7,595 �._, _...a .. tt.n._w _ Ci.QCPi . L Only 1 02579 7.440 0,0000 0.060 OnN 1 0,0293 &060 0,0WO 0.000 L +S 1 0.2859 7.515 0=0 0.000 D+L 1 0.4005 7.518 010000 0. D +S 1 01718 7.573 0,0000 Q. oo D+L+S 1 OA296 7.518 0=0 0: Vertical Reactions - tfnfact reel s upport notation ; Far left is 1 values in KIPS Load Combination Support I Support 2 Overall MAXirmrn . 35.815 .. _ _.20A I Overall Mirlimum 1,265 1A05 154 of 332 + Me MUCK Lute i Project I the. You can change this area En llleer; Project lD: using the "Settings' m item Pro act Descr: and then using the "Printing Title Block' selection, Verti l R ��► » �1tl , , " r�; Support notation . Far left Lc 1 Values in KIPS e .,,. �,. ._._.,._._... ,_....,�...., .,. ..w....�„ ...... .,.._..._. Load Combination Supw 1 Support 2 f;.,}..Only ..._...... � ... .. , ..... 11,777 ,,., ,a...._ .,,,,....,_ ....�..�_,. L Only 22.573 11.806 Only 1265 1.605 L +S 23.638 13.412 +L 34.350 18,526 D +S 13.649 8.325 U+L +S 35.695 20131 e 00 PF iSoH 0 LO y 0 9 0-N :f.+5 0 O +4 9 Da4'A PttaS 155 of 332 I Me MUCK Lille t Project Title: You can change this area Engineer: Protect lid: casing the "Settings" rnenu item Project Descr. and then using the "Printing Title Slick" selection.. ....,., >.. ,...� v <w' era e 00 PF iSoH 0 LO y 0 9 0-N :f.+5 0 O +4 9 Da4'A PttaS 155 of 332 I Me MUCK Lille t Project Title: You can change this area Engineer: Protect lid: casing the "Settings" rnenu item Project Descr. and then using the "Printing Title Slick" selection.. i4IFORTE' MEMBER REPORT 2nd d 39 PASSED lrl s) 13/4 X 18 1.91: la l.Vl Overall Length: 1" "; All locations are measured from the outside face of left Support (or left cantilever end), All ifirrienslonis are horizontal, Ue"Fcllon criteria; L1 (11480) and Ti. (1,1240)„ lo-log (t u): Ali ssian edgft (top and bottern) muSt be Waco at 7' 112' a/c unless dettillod orberwiSe, proper afteliffebt fla of iateral bracing i5 required to achieve stability, [ sup pa 1.._ Stud wail N tt 7 5U " 7.50 : 6,60 58913 5t3 f 1525 1557 alockurg 2 - Stud well - "F 7.50 "' 7 5Ci Fr 6ti 8838 x134 5525 15x57 89iicklaTg odr t • «: Ue"Fcllon criteria; L1 (11480) and Ti. (1,1240)„ lo-log (t u): Ali ssian edgft (top and bottern) muSt be Waco at 7' 112' a/c unless dettillod orberwiSe, proper afteliffebt fla of iateral bracing i5 required to achieve stability, [ sup pa 1.._ Stud wail N tt 7 5U " 7.50 : 6,60 58913 5t3 f 1525 1557 alockurg 2 - Stud well - "F 7.50 "' 7 5Ci Fr 6ti 8838 x134 5525 15x57 89iicklaTg Blocking Pars ils are mumed to carry no loads applied directly above them and the ftdl load is applied to the member I ° Uniform ('P F) tt to 15' 3w 5" 8" 25.0 2 . Uniform (PSF) 0 to 15" 3" 1° 200@ 50.49 f so psf SnDW Ctr`i 3 - Uniform (PSF) 0 to 15'3' il' 2" 25.0 40.0 4 - Uniform (PLFi 0 to 15'3' dr'A 10013 150.0 f Atka 5 - Uniform (PLF) 0 to i5' 3" flfA 600.0 Wa disc ."al$STb.9h2AM £ FORFSTFY ti` MAThA Amor"WuSer warrants that the sizing of Its products will to in accordance with Weyeddrairest product design critera, and published design wrtmes, Weyerhaeuser expressly disclaims any tether warranties related to the software. Refer to current girsiond rauste literature for lostaigaid n, aletalis. (wswav w .cone) Accessories (aim Board, 8docking panels and Squash ks) am not designed by this software. Use of this software is rot intended t Circumvent the need for a design professiondi as determined by the authority having Jurisdiction, r of record, builder or framer is rrAbie to assure that this calculation Is compatible with fter ir-raN project. P of at W haeuser factli are d0rd -party se to sustainable forestry fi: ards.. The product application, Input design toads, dmensrons add support information have been provided by Forte Software Opetrator l Roorvy Hanche t Aocdvf Engineer +rag, Inc;. 1 303} 783A797 urdney aAchorerrg cam /1112014 1.35:13 F Forte v4,6, Design Engine: V6-1,1,5 Exterjof ° Heackas, (fie 1 of i s' I MEMBER REP 2nd Fbor Common A 2 PA SSED 3 ) 2 x 10 Hem-Fir No. • System : floor ' Mem 7 . Rush Bea re ,... Building Use: Pestientiai 9uilding Code: 1 C peogn h tieod y : ASO 1001., 11111 Deflection criteria: 1i, (Cj480) and Tr. (1124D), Bracing (Lu): All care (top and bodopri must be braced at 4'7 1/2" 01C WO detailed othen0s ProW atta chment And positioning of lateral bracing is aked achieve ar r stability. . ' Applicable Li :s are based on NDS 2DOS rreltoflo ` I `r }'.. wrrin , 1 • Trimmer . NF 4.54' "' x.50" 3.a3" X525 187$3 807 7769 None 2 • Timmer . #iF L None u.t - UnilJrm (PSF) ,..,.. ._�,.0 to 10 /2" 5` r 25,0 40.0 2tcd _.. .. _.. __.. Fleur Above 2 - Uniform (PSF) 0 to 10 1/2" 11' ;t'" 2520 4(),0 They product applicafton, input design toads, dirnenskin and support Inforniatifn have been pmWded by Fo rte Software Opetator Roches rioncluett Anchor Engineering, Inc.. (303) 78,3 4'797 md y@ano(ouaenq,Cevee 9111/2014 1;33,23 P Forte v4,6, Assign Engine: V6, 1,1 5 Exterior Headers, 4te aqe 1 of 1 fi;C^�SS'Y S) "nT�Kfkoacti S 4' _ All locations are rrf asured from the outs de face of left step (or left cantilever end), Ail dimen are horizontal System : floor ' Mem 7 . Rush Bea re ,... Building Use: Pestientiai 9uilding Code: 1 C peogn h tieod y : ASO 1001., 11111 Deflection criteria: 1i, (Cj480) and Tr. (1124D), Bracing (Lu): All care (top and bodopri must be braced at 4'7 1/2" 01C WO detailed othen0s ProW atta chment And positioning of lateral bracing is aked achieve ar r stability. . ' Applicable Li :s are based on NDS 2DOS rreltoflo ` I `r }'.. wrrin , 1 • Trimmer . NF 4.54' "' x.50" 3.a3" X525 187$3 807 7769 None 2 • Timmer . #iF L None u.t - UnilJrm (PSF) ,..,.. ._�,.0 to 10 /2" 5` r 25,0 40.0 2tcd _.. .. _.. __.. Fleur Above 2 - Uniform (PSF) 0 to 10 1/2" 11' ;t'" 2520 4(),0 They product applicafton, input design toads, dirnenskin and support Inforniatifn have been pmWded by Fo rte Software Opetator Roches rioncluett Anchor Engineering, Inc.. (303) 78,3 4'797 md y@ano(ouaenq,Cevee 9111/2014 1;33,23 P Forte v4,6, Assign Engine: V6, 1,1 5 Exterior Headers, 4te aqe 1 of 1 fi;C^�SS'Y S) "nT�Kfkoacti S Deflection criteria: 1i, (Cj480) and Tr. (1124D), Bracing (Lu): All care (top and bodopri must be braced at 4'7 1/2" 01C WO detailed othen0s ProW atta chment And positioning of lateral bracing is aked achieve ar r stability. . ' Applicable Li :s are based on NDS 2DOS rreltoflo ` I `r }'.. wrrin , 1 • Trimmer . NF 4.54' "' x.50" 3.a3" X525 187$3 807 7769 None 2 • Timmer . #iF L None u.t - UnilJrm (PSF) ,..,.. ._�,.0 to 10 /2" 5` r 25,0 40.0 2tcd _.. .. _.. __.. Fleur Above 2 - Uniform (PSF) 0 to 10 1/2" 11' ;t'" 2520 4(),0 They product applicafton, input design toads, dirnenskin and support Inforniatifn have been pmWded by Fo rte Software Opetator Roches rioncluett Anchor Engineering, Inc.. (303) 78,3 4'797 md y@ano(ouaenq,Cevee 9111/2014 1;33,23 P Forte v4,6, Assign Engine: V6, 1,1 5 Exterior Headers, 4te aqe 1 of 1 fi;C^�SS'Y They product applicafton, input design toads, dirnenskin and support Inforniatifn have been pmWded by Fo rte Software Opetator Roches rioncluett Anchor Engineering, Inc.. (303) 78,3 4'797 md y@ano(ouaenq,Cevee 9111/2014 1;33,23 P Forte v4,6, Assign Engine: V6, 1,1 5 Exterior Headers, 4te aqe 1 of 1 fi;C^�SS'Y r Co mmon e , L» PASSED All locations are measured from the outside face of left support or left carat end). All dimension are horizon Deftecftn criter LL (L/480) and TL (L/240). Bracing (Lu): Aii compre edges (top and boftm) must be bwed at 4'6" e/c oniess detailed c Ise: Proper aMichment and positioning of lateral bracing is required to achieve rneinber stability, Applicable cakWa are baged on NOS 200S e gy. �� •. � „a, a ;r , } t � e44� •: � ., ii4 e r 1- Thinmer -or .t}0" .pIJ" iw?" 2119 1224 1 631 latae Deftecftn criter LL (L/480) and TL (L/240). Bracing (Lu): Aii compre edges (top and boftm) must be bwed at 4'6" e/c oniess detailed c Ise: Proper aMichment and positioning of lateral bracing is required to achieve rneinber stability, Applicable cakWa are baged on NOS 200S e gy. } t � 1- Thinmer -or .t}0" .pIJ" iw?" 2119 1224 1 631 latae Overall Length: 4'6' % 2 MEMBER REPORT < :.: Commn <»<._« *Ay»# piece(s: » :c : 7 : :« 1 M 2:£l «a L / \ \ \ 4 » are measu © :t& face «lk% * »(or left cantil All di a h «2 « » <«© © ©© ,�,Un!h:6'9" ,t m * x 9 *" 1 0 All locations are measured from the outside face of left support (or left cantilever end).. All dimensions are horizontal. Deflection rriterra. tt (tp360) and TL (1,/240), Bracing (t u): All compression edges (top and t ttOM) inus be braced at V 6° 01c urden detailed otherw aflachment and tl AkV of latest bracing is required to achieve ateraber stablity, 1 - Unitorro (P$F) 5 to 7' far 2 - Un4onn 0 to 5. 3 Point (b), Ifflim Rodr+ey Hanchett Anchor 6rt neearuul. inc. (303) 7834797 rct ney(¢ snclvferw corn 3 ttti i 5Ct 1372 t 3358 ' a 1 0 2s 3s says tr �; Deflection rriterra. tt (tp360) and TL (1,/240), Bracing (t u): All compression edges (top and t ttOM) inus be braced at V 6° 01c urden detailed otherw aflachment and tl AkV of latest bracing is required to achieve ateraber stablity, 1 - Unitorro (P$F) 5 to 7' far 2 - Un4onn 0 to 5. 3 Point (b), Ifflim Rodr+ey Hanchett Anchor 6rt neearuul. inc. (303) 7834797 rct ney(¢ snclvferw corn 911112014 1.35.55 FI Forte v . , Design Engine: V6,1.1 5 E xterior , Header q 4te Pace 1 of 3 Ov r #P Length: g" 6" 3 ttti i 5Ct 1372 t 3358 ' a 1 0 2s 3s says f 17'4' 4'6' 2/3.0 3t?.f0 1Yav #toof N/A 1300 2000 . `USfAINARd �, RAIESTkY BP3MATa4kk:. 911112014 1.35.55 FI Forte v . , Design Engine: V6,1.1 5 E xterior , Header q 4te Pace 1 of 3 Ov r #P Length: g" 6" s w R T E"' MEMBER REPORT 2nd Fkor Common Areas, �Z_836 PASSE Sys � Hinter Member Type : Flush Rearn Buildhay Use: Residential Building Code : HIC Design Methodology: ASD Defection cdtemis LL (l/360) and TL ( V240). Brac ing (Lu); All compression edges (bap and bottom) must be braced at U' vic unless distatied otherwise. attactriessor and posifforong of lateral bracing is niqutred to achieve member stability, �� $h r 1 .. Hanger on 7 1/4 " HF beam 108" liras gerr t.5tl" 93d ft44 1782 See Yee r 2 - Hanger on 7 1/9 HF team 3,00" rr I. p g 8 894 1782 Sea note r * At hanger support the Total Bearing dimension is equal to ft wi dth of the matertai tha is supporting the ha I See Connector put below for additional infeir lion and/or requ irersents. e rr.. _ r rtoY found W N/ :A bilA a Wyrm' Wwremm war €dnc� tint ure Swing Of tts proomis watt no to accoma w im w eyernae user prod des ign Criteria and pubilstied design watues, evertaaeuser expressly disclaims any other warranties related to the software, Refer to current Weywhaeuw literature for installation details. (www,wo ywy.com) Accessories (Rim Soard, Blocking Pastels and Squash Sloclds) are not designed by this software, Use of this software is not intended to circumvent the neW Cora design professional as determined by the authority having poncliction. The designer of record, but or framer is res to assure that this calculation is comma bte with ft overa Project, Products manufactured at Weyerhaeuser facilities are third -party Certified to sustainable f0testry ealldandS, The product application, Input design feeds, dimenskins and support information have been Provided by Forte Software Operator Rodney ttarichett (X3 >7834797 roaney @anchwenq com 911112014 9:36:05 PM Forte v4,6, Design Engine: X16.1,1.5 Exterior Headers to Page I of 1 Overall Length: 1216" MEMBER REPORT 2nd F s, 7 piece(s) 2 x 6 H No. 2 PASSED System; Floor Member Type t Flush Beams Building Use ; Residential Building C ; TBC Dodgy Metho dology : ASO •. Deflection coterie: LL (i}360) and TL (1.1240 ), Bracing (Lu): All compression edgift (top and bottom) mu be braced at;6' o1c unless detarled otherw Proper Attachment and I oodirnlnq of tat <al bracing is required to achieve member stability, Appl icable calculations are based on ND5 2045 methodology, .. u sup l N! aim % Hanger on 5 112' fir ?ism 2,011" hies aw Y. 0* X75 433 9th See note f 2 - Hanger on 5 1/2 HF na 3.1&11 Fie r? i.SQ °` X74 q33 �1i� eta* s All locations are measured from the outside face of left sup (tar left cantll r end), All dimen are portzon * At hanger supports, the Total Beating chorension Is equal to the wfdkh of the material ' See Canaaector grid below for addifienal Information and/or 8s. Weye a, ,h`�r�` \. }� ..... fBY'1. StA"s$'t13NASt &: rC4 hY it*iiiiS7q'f:.. Weyerhaeuser warrants that the sizing of its productiorill be in accordance with Wayerharrusity product design criteria Ord published design values- is 1 Weyerhaeuser expres diltdaans any other warranties related to the software. Refer to current Weyerhaeuser ifteratunr for fnstafla deta (www,w00dbYwV,conp Accessories (Rim Board, Blocktrig panels and Squash Mocks) are not designed by this software, Use of this software is not prixexied to circumvent the nee fur a design professional as determined by the auftdtY having Jurisdiction. The design of record, buildror or harner is responsible to assure that this calculation is compatilits, with the overall pro ject, f manufactured at Weyerhaeus Iscriftles are thful-par cerbfied to sustaina forestry stand ards, The product application, Input design toads, dimensions and support stfiana ation have n provided by Forte Software Operator Rodney HanchoH Anchor rsigm efing, i 003) 783 ^•4793 rcxiney�Z,eancIvreng, core? 9111/2014 1.36 14 PM Forte v4.6, Design Engine: V'6.1.1.5 x ten tor Headers often Pe 1 of 9 Overall ll Length: 6'6" r; N! aim I v0 i Y 4e r All locations are measured from the outside face of left sup (tar left cantll r end), All dimen are portzon * At hanger supports, the Total Beating chorension Is equal to the wfdkh of the material ' See Canaaector grid below for addifienal Information and/or 8s. Weye a, ,h`�r�` \. }� ..... fBY'1. StA"s$'t13NASt &: rC4 hY it*iiiiS7q'f:.. Weyerhaeuser warrants that the sizing of its productiorill be in accordance with Wayerharrusity product design criteria Ord published design values- is 1 Weyerhaeuser expres diltdaans any other warranties related to the software. Refer to current Weyerhaeuser ifteratunr for fnstafla deta (www,w00dbYwV,conp Accessories (Rim Board, Blocktrig panels and Squash Mocks) are not designed by this software, Use of this software is not prixexied to circumvent the nee fur a design professional as determined by the auftdtY having Jurisdiction. The design of record, buildror or harner is responsible to assure that this calculation is compatilits, with the overall pro ject, f manufactured at Weyerhaeus Iscriftles are thful-par cerbfied to sustaina forestry stand ards, The product application, Input design toads, dimensions and support stfiana ation have n provided by Forte Software Operator Rodney HanchoH Anchor rsigm efing, i 003) 783 ^•4793 rcxiney�Z,eancIvreng, core? 9111/2014 1.36 14 PM Forte v4.6, Design Engine: V'6.1.1.5 x ten tor Headers often Pe 1 of 9 Overall ll Length: 6'6" r; MEMBER REPORT 2nd Fb Commo Area PASSED 2 pi* (s ) 2 x 6 Hem-Fir No. t� a 0 All locations are measured from the outside face of left sup (ear left cantilever ), All driter6lons an horizont Deflection criteria: LL (L/360) and Ti„ (ttp`240). . t bradno is requited to achieve member stability. i member Reaction (lbs) Shear Ll�sl_ «w . Moment 1 - Trimmer _ llF 3,00" 3.00' I'sw 445 525 970 Total Load_Defl 100 3,00 1150 aaS 5 S 970 None Deflection criteria: LL (L/360) and Ti„ (ttp`240). llrackw (Lu), Ali compression edges (trap and bothim) insist be braced at TV otc unless detaffed otherolse, proper attac hment and positioning of lateral bradno is requited to achieve member stability. Applicable calculations are based on NOS 2005 methodo 1 - Trimmer _ llF 3,00" 3.00' I'sw 445 525 970 2 - Trlrraat r . HF 100 3,00 1150 aaS 5 S 970 None Im LOW ( a r0ewonz I - Uniform (PSF) 0 to 3'6' i0' 20.0; 304 2 , Unatorm (PLF) 0 to 3'6" N/A 50,0 fW "a" m a " ,1,. r r t... u' WSTA A6LEFOREST2YiNITKTIVE Weyerhaeuser warrants mat Use sizing of its products will be in accordance with Weyerhatuee product destgn coterie and published des€on values. Weyerhaeuser expressly disclaims any other wafrantafs moted to Use software, Refer to curmt Weyerhaeuser literature for Instathoon details: ( www. b . ) Accessories (Ririe Board, Blocking Pactels and Squash ftks) are not designed by We software Use of softw is not Intended to circurtivent the need for a design professional as deterartreal by the authrelty havirig Jurisdiction, The designer of record, builder or framer i5 responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facifi are third certified tar sustainable forestry standards. The product application, input design loads, dimen s ions and support Inf ormatior, have been provided by Fails Software operator Forte Software O Jab Notes 911112014 1 `38 °49 Pali _. -_._, -� wro Forte v4,6, Design itt�fn4', 116.1 1 - 5 t�tromy ftaracheP Ary Nx Engirviervoi, trtc E xterior Headef s, 4te f f 303p 763-4797 rodriev@ranchorong com Page 1 of I 163 of 332 Overall Length: T 6 ' < ° I MEMBER REPORT 2nd Fbor Common Areas p e ce(s ) 13/4" x 9 1/4" 1.9E la LVL Overall Length: 12' . All loca tions are measured from the outside face of deft support (or left cantilever end), All dimensions are horizontal. Deflection trite€ w 9.i. (L/360) and T (t{240). Bracing dm); A #f cornpression edge (top mid b aftao must to braced at t 2' o/c uniess detalierl otherwise, Proper aftchmea and- resitioning of lateral bracing is required tc') achieve member stability. System � Fluor " ► Member Type � Ffush gown Fuming Use � fieswert1w .J i .JV 3a ." 2 - Column - HF S,SO" 5.50 "' 2.Sil" Wiens Code ISC a t e Deflection trite€ w 9.i. (L/360) and T (t{240). Bracing dm); A #f cornpression edge (top mid b aftao must to braced at t 2' o/c uniess detalierl otherwise, Proper aftchmea and- resitioning of lateral bracing is required tc') achieve member stability. 3 " blum .H .. .J i .JV 3a 2 tS # a u1 PiCFFS 2 - Column - HF S,SO" 5.50 "' 2.Sil" 133Q 1E1T3 32ti3 Low ttoof ' ^ Uniform tF'SFi V tea I I'll . 112" 917. 2010 30,0 Tho Product ao0cation, Input design Wds, dimensions and support Informa have been pr&Aded by Forte operator Rodney Hunched Anchor Enginewhg, inc, (303) 783.4797 rodneyzt anchorengcoeas 91111 014 13&57 PM Forte a4,6, Design Engine V .1 t.'a Exterw Headers Otte Page 'g of I MEMBER REPORT 2nd Floor Common Areas Z_ 40 PASSED 3 psi e() 13 x 91/4 "" 1.9E Mlcro LVL AN locations are measured from the outside face of left sup (or !d2 cantilever d). All dhinen are hotizon m . � aep }g c vw x U PRember Reaction Qbs) 2529 1/21,_ _11419 {1089 1 . Shear (lbs) _.. .: ._ 1909 V x18" 10 1E t' d 1 e" } i. l 08 fa + 2.i 5 (AI# ns hiarnent (Ft - €bs) 6965 0 6 Ur 19327 d 36 a 1.15 19 1.9 5 A3t Uve Load Deft (in) 0.295 0 6'9 112 " 0,444 1.0 D + 14 , RAH i ns ' Total Load Defl, (in) 3560.6..91/ _ 0.667 Rodney Harwt It Anchor Engineering. hc:. 1303) 783.4797 rockwy 3anchuieru,3.corn System : Fl N4 awber Type : r9aastz Beam Su tiling Use Residenha€ risa3 rOng lade : ISC Design t tf cagy 9/11/2014 1:39 :015 P Forte v4.6, Design Engiw x`6.1.1.5 E xterior Headers, 4te Page 1 of 6 165 of 332 Overall Lerigift I T 7" MEMBER REPORT 2nd Fbor CWW= Afee Z_841 p e s) 2 x 8 H No. 2 PASSED 0 All locations are measured from the outside face of left sup (or left rantilever ent} All dimension are hoftorttaL System : floor Mere Type : Rush Beam Building Use ; . 9e"bad OWWW9 Code � 18C Erevan J `tJ 0 gy : AISD Forte Software Operator w.. J��C Notes � 9/11/2014 1 PM Rodoeyt+ .d, is m.. _. Forte v4,6. Design Engine V6.1 1.5 Anchor € ngo eros Jfx:. Exterior Headers, 4te (303) 783 -4797 ro*Vy nch€arerx3.c m Page of 1 Mlmffilgm Overall Length. g' 61, Ail locations are Treasured from the outside face of left sup (tar left cantilever end). All dirrensions are horizontal, System . Wall Member Type: Headei Suieling Use Residentf Building Code: TRC Design Methodology: A D Deiiecikon cr feria: LL (L,?360) and TL (Lt 240). Bracing r u). All compression edges (tap and $}rditom) must be braced at 6 o/c urrim d etailed fterwise, Proper attachment and positioning or lateral bracing is required to achieve member stablifty. o 1,53 3 77 00" 1.77" 44Sd ddcsrxe 167 of 332 MEMSERREPORT 2nd Floor Common Areas, 2 842 pl s) 13/4" x J 1/2" 1.9E MfaollamM LVL Overall Length: 6'6 � ME,����F + �,� a.,, . Ail locations are Treasured from the outside face of left sup (tar left cantilever end). All dirrensions are horizontal, System . Wall Member Type: Headei Suieling Use Residentf Building Code: TRC Design Methodology: A D Deiiecikon cr feria: LL (L,?360) and TL (Lt 240). Bracing r u). All compression edges (tap and $}rditom) must be braced at 6 o/c urrim d etailed fterwise, Proper attachment and positioning or lateral bracing is required to achieve member stablifty. o 1,53 3 77 00" 1.77" 44Sd ddcsrxe 167 of 332 #I MEMBER REPORT 2nd Fbor Corarrion Areas 2_843 PASSED 3 £ ) 13/4" x 7 1/46x" 1.9E Microl LVL Overall Length: 6'6" 0 All locations are measured from the outside face of left slip (gat Wift cantilever end). All dl stuns ate horizontal, c Bracing (t.u). All Compression cape (talc and m) artist be braced at V 6* a/c unless detailed Otherwise. Proper attachment and POSA10"ing Of lateral bracing is required to achreve inember alabliity. System ; Wall 1/2" 1141 � 6t7"� �� ._ e�5.�r "' Member Ty � Header 1.0 D !+ 1,0 L i Spans) !i Shear (Rtrs), 7317 11 01/4"" 7232 pa (65% Loo 1.0 + Lo L Aid r#s} _aa..,._. Cat i#d #rrd :tie P'sad 7a ent Ft dbs 1{?11 i1 ' 55/8 - 11#672 p (991, _ 1€#6 1.Q D ++ 1 LL d8 ns ec ## r crccr : dse . I the d d Oefd fn .ttBB '2 11/16- 6— 41.206 d 6ar{} - 1,0 + 1. L All ins d3aslq to 9 agy t ASCb A ,ml Total taat3 C1et (ln fi} 2960 T2 / �. _ 0,313 ..� . Passed 39td1 t7Va Marie radon crPtaria Lt. W360) and Ti. (5116"), Bracing (t.u). All Compression cape (talc and m) artist be braced at V 6* a/c unless detailed Otherwise. Proper attachment and POSA10"ing Of lateral bracing is required to achreve inember alabliity. 1 Ki"�' . '• Trt {timer "I'll" 3et}Q" 3. 1.65 39td1 t7Va Marie ._.......n.....«....„... l 2 Thmrner > HF .......... . .M .., 3.gt7" 3 Og" ..........._ �.. _......,.�..._...,. 1.511* .�_w...... , 304 f 97 .,.,_.,.,,e_ ,.,....�......_ 28Q q26 �,�. „a ,. ._,.. ...�...�., ....w.., .. ,. ...., . _. , ..S �j 2nd Floor 9 - tl"'rorn dfroSF$ t1 to 6" 6" 5` 7112 ° " 25.6 3U.4 2 iJn {tier {t d Fh fP tc 6 6" fsJA 2QQ.t Wall 1 # 3 UnIw. (f°I.FS b let 3" itl" N1A 4t}b..t1 4 — n Uniform (PSF) EMKIMMIUM Weyernetuiser warrants that the sizing of tits products will to to accordance with WeVerhamiser Product design priteft and published destin valises. Weyerhaeum expressly disclaims any othe war ranties related to #W software. Refer W curran WeWflasuser therefore for dnstalle ids. (www.w cam} Ties (Rim red,. (Marione Panels and ash ) ed by this software, of this software is not intis to circumvent for a gn p ssl as mi by aea ty haAng lurtsdic er of , b or Is respons$le to j assure tss calculation is compatible with the overall project. Preduc ma nufactured at Weyerhaeuser if e$ Ore third-Party certified tai sustainable: forestry standards. The product application, input design loads, dimensions and support triformabon have been prodded by Forte Software Operator Forte Software Operator ftod atanchou Anchor Engineering Inc (303) 783A797 rodneYCa2t' nchoreng. c om 9/1112014 1:39,32 P Forte v4.6, (design Engine: 116.1 1 5 Exterior Headers, 4te Page 1 of 1 i ' ♦* a Commo R 3 r iece(s) 13/4" x 7 1/4 1.9EMidv I ct Ali locations are measured from the outside face of left suppo (tar left cantilever ).;All dimen are horizontal. System : Wall Member Type Header ault+t nti use : Residential truildimi Code : t13C Design rya logy : ASl3 lteP3ectlors criheW I.I. (ty360) and 3'L aractini (Lu): All cornimsiur s (top and bottom) must be at T' W ca}r sinless detailed o 856. PrOW a meat and positioning of lateral mating is rermired to achieve member stability. 145 ?3 6_fl a rt t _ rw3l&5_ 23} 4a rlore t +� t • � System : Wall Member Type Header ault+t nti use : Residential truildimi Code : t13C Design rya logy : ASl3 lteP3ectlors criheW I.I. (ty360) and 3'L aractini (Lu): All cornimsiur s (top and bottom) must be at T' W ca}r sinless detailed o 856. PrOW a meat and positioning of lateral mating is rermired to achieve member stability. t s -. The product application, Input designs loads, dimensions and s upport fi have been provided by Forte Software Opera Forte Software Operator I Job Elutes Rodney ttaanchett AnctovEnq{ rwe+`arag. Mc C303i 783 4791 rodney@anchrueng.com 91 1:39 P WI Forte v4,6, Design Engirm V6 11 .'a Exteritir Headers, 4te, Page t of 1 Overall Length: 7'a" 145 ?3 6_fl a n _ rw3l&5_ 23} 4a rlore t s -. The product application, Input designs loads, dimensions and s upport fi have been provided by Forte Software Opera Forte Software Operator I Job Elutes Rodney ttaanchett AnctovEnq{ rwe+`arag. Mc C303i 783 4791 rodney@anchrueng.com 91 1:39 P WI Forte v4,6, Design Engirm V6 11 .'a Exteritir Headers, 4te, Page t of 1 Overall Length: 7'a" I ]FORTE' MEA"9BE REPORT Level, Stall Skfe Me mber PASSED 2 p e (S) 1 3/4" x 111/4" 1.9E Mlcro lfam@ LV , Overall Length: I r 1" ,i. 0 IV 8 4 All locations are measu from the outside race of left support (or left cantileve end) All dimensions am horizontal. • At hanger supports, the Total Beadng direension is equal to the rwtdtit at the material drat Is supporbn9 the hanger 8 e See Co for €d owtwt for a 'bonaai it a or requirements, The oroduct applleation, Input design loads, dimensions and sup port infaintation haw been provi by Forte Software Operator Forte softwa Operator I Rue&rey tiancholl Anchor Engineering, ine. (303) 783A797 rodneyz anchoreng.caan i System Member Type ; flush apiurt Building use : RerA Building Coda; i8C C;es.gn Methodology < ASD i 911112014 1:41:14 PM Job NOC s b Forte v4. , Design Engine: V6 11 940,345 Stair C orridor 4tc. Page I of I Me Reaction (lbs) _ 2800 1!2 " 3938 l.St3 ") M assed om _ U D + 1,0 L �A11 �ns� Shear (ib5} 2482 1' { " 7481 Passed 33% 1.40 1.0 0 + 1.0 L {All Smarts) g Moment (Ft tbs) mm 11549 8" 6 lr2'" 16 Famed (72% 1,00 � � 14 D + 1.0 L (All Spars) L6ve Load Cleo (in W _.... p m a 4499 8" 61J2'" O.SSO Pa ed L,f397 1.13 l7 + 1.0 L M its w T3atal Leal Oet1 Qn) _ ...0 753 8� 6 112 E3 825 P {i12b3 10 D + 10 L Aid Spars) • At hanger supports, the Total Beadng direension is equal to the rwtdtit at the material drat Is supporbn9 the hanger 8 e See Co for €d owtwt for a 'bonaai it a or requirements, The oroduct applleation, Input design loads, dimensions and sup port infaintation haw been provi by Forte Software Operator Forte softwa Operator I Rue&rey tiancholl Anchor Engineering, ine. (303) 783A797 rodneyz anchoreng.caan i System Member Type ; flush apiurt Building use : RerA Building Coda; i8C C;es.gn Methodology < ASD i 911112014 1:41:14 PM Job NOC s b Forte v4. , Design Engine: V6 11 940,345 Stair C orridor 4tc. Page I of I PA SSED aFORTE' MEMBER REPORT Level, StaI End Wrnber Overall Length: ' 10"> ._ 'r All locations are nueasured from the outside face of left step (or left candle end): AN dinsenstons, are horizontal, M React (ibs) 6597 t 11'x" fr597 (2.51 ") assedR0I bracing is resulted to achieve member staI r 1.9 D + 1,Q L A! Spann Shear (ibs ) 5 s 7" 9 114" 7+F91 BSSad (6936) 1.QU 1, [J 1�0 L (A3i Spans) _�� w M (Ft -lips) 1 9 5 4' !6137 ! ( 1.00 i t) D + LO € (Aii Spans) __ _. Live texact €led .(fns ._ _._ Ehi64 4' 711 " q, 15a L/626 ° 1 00+1.0 L O 6 ns "total Load Cleft (in) 2381 414& 6577 note System : Floo Member Type: Mien Beam Building Use � Residential Building ; IBC Design Methodology � ASID ° deflection Criteria. LL (L/480 and TL (V2 40), Bracing h,u):: All compression edges (top and boftann must be braced at 7'6 9)16" b/c unless dewled othervilse, Proper attachment and posAlloning of lateral bracing is resulted to achieve member staI � M1 4+� 4 UPP §'1tc Y ..:... �. ......... a..«. e. . un. uanv... .. Mr... v ..x..w.`.1..,....w.....,..i,., .. d..a S.,vS.,Cl I ... Hanger on 11 1/4' if ledger I SO M rt k 5f3- 2269 767 1556 Se e note � r 2 ` IdaRx3er on 11 1 /4' by 15g li a 2 51 2381 414& 6577 note Rosirtey liamtwfl Artc" Engineering, hic,. (303) 7834797 9111/2014 1:41�25 PM Forte v4.6, Design Engine: V6 t 1.5 1 40345 S tair Corridor 4te Page 1 of .i 4 2535 17"' SrREEr, DENVER, CO 80211 4% 303-783-4797 0 303-830-9133 FAx 0 177 of 332 L) fi L 1. f' f' ht L " E m l - t r "tit" i Ap ✓,�. ,��,' 4``�y,, P " y,r `a, r , " ,, e" "e \, � 173 of 332 r L r' ✓ � L 1. f' f' ht L " E m l - t r "tit" i Ap ✓,�. ,��,' 4``�y,, P " y,r `a, r , " ,, e" "e \, � 173 of 332 gs a q fN w o,7 4 4w 0 o t (0 '4 S 35 v 0- yvi, 0 - 3f Y a- 6. goo Ir Anchor Engineering, . Client', Project: Date. rage. o Job Number: ° "T CF � " ..,,,: M 1 d p y aw 7Nt A � � F � lYGP 1 3 Sr E+r 4 �'++p��" CQ , j?'�l �ppyy.xT�./ #wy�i!.^' VryEfy av� S 'y � '" ' V p1,� �.f�,.q ,.. � 6 7 � J�" RY r} T tr° i """ }'y (, w f # wJ }T,, ♦f S� ! E ✓�R p t d ,�, w»,.«»,... �,.. _._.,- . . .. .......... .... ..... ... ..»,_,. «. .... ... ...,.....�.- e }j¢ j E } YYy }� ,, t .aw io q f E x.06 3 i yc Anchor J����� Client: Project: t r Date: Page. of ,fob b r: > '" a v 6 SA4 Pr A4 q 7S, qlql ZIV r �k. X40 P$ A04 p f I ✓ 4r N A,60 t - [¢ F4 Anchorjjj��� Client: A- I" Project: ?ate; 117` i, Page: cif tca iuilae; � A1� qob a fh 4 Xi 7"7 95 10 6 all t #40' 67- ,- ,y4Pr ri,exA Gl G Pat} Ldp . a E : { f Client: LProject: Job Number: � � �� � By: Date; Page: J+ G✓.: T' T^"�} WF E✓Zrr x `( t �y ,.q /# ga�ww� gp All, x + d< 77 r8 ` aA 0 V, S F J j E `ALOW t t I : Wall Average S ection Properties Aavg =105.5 in on design width f = 1407 in an design width R : 2;552 in can design width Wall Support. Simply Supported Wall Specified Load Components L (Ib) e (in) W1(p f) W2 (p f L (lb/ft) h1 (in) n2 (in) Dead 1021 4708 0 0 0 0 144 Live 24 1.007 0 0 0 0 24 soil 0 0 0 0 0 0 24 Fluid 0 0 0 0 0 0 24 Wind 0 0 5 5 0 0 144 Seismic 0 0 5 6 0 0 144 Roof 0 0 0 0 0 0 _ 24 Gain 0 _ 0 0 0 0 0 _ 24 Snow 0 0 0 0 0 0 24 MASONRY a Pqct: Whestridge Towh center North Narne Wheatridge Town Center North Y • 9/17/14 Allowable Shearing Force = 7872 lb/ft The wall is adequate In shear MASON YF i.: # '' #. v m #... :. Center North Topic: MW2 Page #.. ! I Specified Load Components 184 of 332 Load P (i) e (in) WI(p f) W2 (p f) L (Iblft) h1 (in) h2 (in) Dead 2157 0.099 0 0 0 0 144 Live 2406 -1,007 0 0 0 0 24 it 0 3 0 0 0 0 24 Fluid 0 0 0 0 0 0 24 Wind 0 0 37.6 37,6 0 0 144 Seismic 0 0 6 6 0 0 144 Roof 0 0 0 0 0 0 24 Ke i th 0 0 0 0 0 0 24 Snow s 160 1,063 0 .......... _ _ .._., 0 w_.......... 0 0 24 184 of 332 MASONRY 12 Name: Wheatridge Town Center North ,!-ni" M • 9 �" ,.. Chk miffimm IRMiffil Prjct Wheatridge Town Cent6i 466 Name: Wheatridge Town Center North Topic: MW3 Dw Page: Wall Support: 5imply ziupportect wai Specified Load Components Load P (lb) e (in) W1(p f) W2 (psf L Qbift) h1 (in) h2 (in) {dead 1751 0.444 0 6 6 0 144 Live 375 1.063 0 0 6 6 24 Soil 6 6 0 0 6 0 24 Fluid 6 0 0 0 0 6 24 Wind 6 6 37.5 37.5 6 6 144 Seismic 6 6 6 6 6 6 144 Roof 0 0 0 Q 0 0 24 Rain 0 6 0 0 0 0 24 Snow 150 1 .1163 0 0 0 0 2 HMIMM Pjct . .. •• • . .. ! Topic MW3 Date: 9/17/14 *..- , Wh6atridge towii Center �46fth Name Wheatridge Town Center North Date 91 Design of e Reinforced Masonry Well with Cart -of -Plane Loads Using the 2008 I SJC AS I Code Material and Construction Data 8 in. CMU, Partial grout, running bond W all Weight = 41.03 p sf Type S Masonry cement / Air - entrained PCB. Mortar, Course Grout C U Density = 115 pcf m = 1500 psi (Specified) E m = 900 m = 1350000 psi W all Design Details "Thickness = 7.625 in: Height = 144 in. (Simply Supported Well, Effective height = H) 3,813 in. Bars, Py = 60000.0 Reinforcement Spacing = 48 in. On-Center Well Design Section Properties A 162.6 in on design width t = 1328 i on design width So 348A in on design width o = 2.858 in on design width Well Average Section Propertie vg = 198.6 in on design width l evg = 1407 in on design width Ft = 2.6662 in on design width Well Support: Simply Supported Wall Specified toed Components Load P (lb) e (in) 1 (psf) W2 (psf) L (lb /ft) h1 (in) h2 (in) Mead 60 2. 0 0 0 0 144 Live 200 _ 2.06 0 0 0 0 24 Soil 0 0 0 0 0 0 Fluid 0 0 0 g g 0 24 Wind 0 0 5 5 0 0 144 Seismic 0 0 6 6 0 0 144 Roof 0 0 0 0 0 0 24 Rain 0 _0 0 0 0 0 24 Snow 0 0 0 __ 0 0 0 24 r HEMEM MASON Pjct: Wheatridge Town Center North me: Wheatridge Town Center North • 11 4 Note: 1/3 stress increase was used Width Effective } M .b Width 8,313 width Allowable Shearing Force = 1050 lb /ft The wall is adequate in sheer Hummm MASONRY ­A I - Prja Wheatridge Town Center North Name wheatridge Town Center North Topic: ■ . •. ,.. • Wall Average Section properties ev g = 198.5 in can design width l evg = 1407 in on design width R v g = 2.662 in on deign width Well Support Simply Supported Well Specified Load Components Load P (Ib ) e (in) W I (p ) W2 (psf L (lb/ft) ht (in) h2 (in) Dead 50 2.06 0 0 0 0 14 Live _200 2.06 0 0 0 0_ 24 soil 0 0 0 0 0 0 24 Fluid 0 0 0 0 0 0 24 Wind 0 _ 0 5 5 0 0 Seismic 0 _0 6 6 0 0_ 144 Roof 0 0 0 0 0 0 24 Rein 0 0 0 0 0 0 24 Snowy 0 0 0 0 0 0 , _ 24 MASON Topic: s «l" • i dF Section Forces with Controlling Shearing Force -- + L + L + + x/H = 0.000 from bottom of well X9.55 lbfft ML = 0 lb-in./ft 74Z4 Wit at do = 0 in T = fit, + Pen = 0 lb-in/ft Moment Capacity = 5245.43 lb-in/ft at this axial load Shear Capacity = 1049.59 lb/ft These were found to be load cases that controlled the design. The flexural, shear and axial forces shown are those occurring at the critical section for the case controlled by flexure and at the critical section for the case controlled by shear, Allowable Shearing Force = 1050 lb/ft The wall is adequate in shear MASON NN •" • "' ,CAI w* i ��' . ..• Prlct a - t6 orth a me' Wheatridge To T MW6 Date: 9/17114 P age: s Specified Load Components Load P (lb) a (in) 1(psf) W2 (psf) L (1b /ft) hl (in) h2 (in) Dead 4350 0206 0 0 0 0 Live 1275 177 0 0 0 0 24 Steil 0 0 0 0 0 0 24 Fluid 0 0 0 0 0 0 24 Wind 0 0 37.5 37,5 0 0 144 Seismic 0 0 6 6 0 0 144 Roof 0 0 0 0 0 0 24 Rain 0 0 0 0 0 0 2 Snore 0 0 4 _ 0 0 0 0 24 -_ 196 of 332 IVIAZOUNK Name: Wheatridge Town Center North * F Date' 9 /17/1 4 Chkd AEI .; A 6 Prjct: Wheatridge town Center North Name: Wheatridge Town Center North 1ti Date- s. Page: Chkd: AEI Wall Average Section Properties i A avg = 106.5 in on design width levg = 1407 in on design width I Revg _ 2.662 in on design width l Wall Support: imply Supported Wall Specified Load Components Load P (lb) e (in) WI(psf) W2 (psf) L (lb/ft) h1 (in) h (in) Deed 4060 0121 0 0 0 0 14 Live 1275 1.77 0 0 0_ 0 2 earl 0 0 0 0 0 0 2 Fluid 0 0 0 0 0 0 24 Wind 0 0 5 5 0 0 144 Seismic 0 0 6 6 _0 0 14 Roof 0 0 0 0 0 0 2 Rein 0 0 0 0 0 0 2 Snow 0 0 _ 0 8 0 0 0, t 200 of 332 ♦ m m * m x, MASONRY w m • M r Date . Prjct� Wheatridge town Cehbk North Name: Wheatridge Town Center North w . 9" • > «.w.. Deign of a Reinforced Masonry Wall with Out -of -plane Loads Using the 2006 MSJC ASCU trod _ Material and Construction Data 6 in. CMU, Partial grout, running bond Wall Weight = 4 1.03 pf Type S Masonry cement d Air- entrained PCL Mortar, Course Grout MU Density =115 pcf f m 1500 psi (Specified) E 900f" m = 1350000 psi Wall Design Details Thickness = 7.625 in, Height = 160 in, (Simply Supported Wall, Effective height H) - 3,813 in, Bars, Fy = 60000.0 R einforcement Spacing = 46 in. O Wall Design Section properties A 162.6 in on design widt 1 _ 1326 in can design width So = 346:4 in on design width o = 2.656 in on design widt Wall Average Section Prope rties avg = 196.5 in on deign width lavg =1407 in on deign w idth avg = 2,662 in on deign widt Wall Support Simply Supported Wall Specifi Load Components Load p (lb) a (in) W1(psf) W2 (psf) L (lb/ft) , l°r1 (in) tr2 (in) De ad 4265 0.05 0 0 0 0 144 Live 300 1.77 0 0 0 0. _ _24 Soil 0 0 0 0 0 0 24 Fluid 0 _ 0 0 0 0 0 24 Wind 0 0 37.5 37.5 0 0 144 Seismic 0 0 6 6 0 0 144 Roof 0 0 0 0 0 0 24 Rain 0 0 0 0 0 0 24 Snow 0 0 0 0 0 0° _24 IVIAZ>Vffl��j IEEE Prjct, Wheatridge TdWn Center North Name Wheatridge Town Center North T opic: D ate: Pa • MASONRY Namw Wheatridge Date: Wall Average Section Properties A = 196.5 in on design width evg =1407 in on design width Revg = 2.662 in on design width Well Support: Simply Supported 11l1 Specified Load Components Load P (lb) e (in) 1(p f) W2 (p f) L (lb/ft) (in) h2 (in) Dead 4265 0.05 0 0 0 0 _ 144 Live 300 117 0 0 0 0 _ 24 Soil 0 0 0 0 0 0 2 Fluid 0 0 0 0 0 0 24 Wind 0 0 37.5 37.5 0 _ 0 _ 1 Seismic 0 0 6 6 0 0 144 Roof 0 0 0 0 0 0 Rein 0 0 0 0 0 0 24 Snow 0 0 0 0 0 0 2 , i 1g] = j MASONRY . . Prjct Wheatridge town center north Name', Wheatridge Town Center North • ' Date: Page: • AEl These were found to be load cases that controlled the design. The flexural, shear and axial farces shown are those occurring at the critical section for the case controlled by flexure and at the critical section for the case controlled by sheer. Allowable Shearing Force = 1054 lb/ft The wall is adequate in shear s Anchor Engineering, lnc. 2535 97th Stmt Denver, DO 80211 303- 753 -4797 RHATSOM Desc ription # L1- Trash a • N .t► .N it •.� Prof i0. 2013, ASC 7-10 fm 1,500.0 psi Clear span n:u R meudf Olze 41V Fs 24,000,0 psi Beam Depth 150 it # Bars BlF 1 Ern = fm 750.0 Thickness 8 in Top Clear 6.0 in Wall Ah ktult 1.0 End Fixity Pin -Pin Btm Clear 3.0 in Block Type Normal Wt Fquiv, Solid Thick 7.60 in # Bar Sets 1 Lateral Mind Load 107,0 psf Wall Weight 84.0 psf Bar Spacing 4.0 in Lateral Wall Weight Seismic Factor 010 B 1,125.0 ksi Calculate vertical beam weight 7 Yes n Ld #1 . .. 25.778 _., Left ..,- dge � � � Right I Edge 1 " . Ar 1 tlt!?J? Fnd xX p I a � LFRIQ�e ! : Roof Lfv ; VWind "IffiAu k# #1 it 8,0 It 0,7350 0,3750 0.950 Mt 2 It it kAt #3 ft it loft kilt #4 it ft DESIGN SU A 'Y _.. _ ,, .a......, ._. _. .... Niti+lastirn�r tress Ratios,., Vert t . .. ... .. _w . ....... ... ....._..,. .,e, . ,.. L ral n .,,, .. Maximum Moment Actual A€ gable keft fbfFb 02504 0.8585 0,9352 :1,00 Vertical toads for Load Combination : 11,382 k -ft +D+0,750L+0.750S+H 43,871 k ®ft. fv /Fv 0.3389 0.1584 0,3734 :1.00 Lateral Loads 2,995 -ft 3,333 for Load Combination . +O +W+H Maximum Shear Acttaai Aitp ra t Vertical Goads 19.137 psi 56.005 psis for toad C b nation : D+0,7 0L40,7500S+H Minimum Mn = 1.3 For * S 18.681 k -ft Lateral toads 6.136 psi 38.730 psi for toad Combination: +0 +H Vertical Strength Lateral Strength (Checking lateral bending for span) As 0.620 in "2 As 0.310 in "2 rho 0.002085 rho 0.001270 np 0.05374 n p 0.03273 k: ((np )"2 +2np)A,5mnp 0.2785 k: (np "2 +2np)".5.np 02252 I =1- k13 0.9072 j =1 . k13 0,9249 M:mas =Fb k( b d "212 82.405 k -#t M:mas=Fb k g b dA2t2 8313 k -ft W tl = Fs As i d 41871 _q :Stl = Fs As j d 3.333 k -ft Anchor Engineering, tnc. Project Title: 253517th Street Engineer: Protect ID: Denver, CO 80211 Protect Descr. 303- 753 -4797 Fr d:17 5EP :MW Description: MLI • Trash Room Garage Door Lintel ....... tailed Load Combination Results .... _ .._m......,._ .... . .... .. ._ _ _. _ Load tarnb °snatiora ri. Vertical m,. Lateral.... . ..._.._ ... ,. _ .._ Wax Mallow fv : Vert Pv : Vert factual Mallow tv 6v k -ft k -ft Psi psi k-ft k -ft Psi psi D Only 8.23 43.37 43,54 56,51 0,00 3,33 0,00 38.73 +L +H 1123 43.67 46.69 56.61 0,00 3,33 01.00 3673 + +L,r +H 6.23 4167 1164 56:61 0.00 333 0,00 3873 + +S +H 9,43 43,87 15,86 56.61 0,00 3.33 0.00 38.73 +q+0.750Lr+0.750L+H 10.48 4187 47,62 56:84 0.00 3.33 0,00 38.73 +D+0750L +H 4138 43,87 19,14 56,64 0,011 333 0.00 38..73 +p +s +H 823 43,87 13.84 56,61 2,99 133 6.14 ' 3873 +D-I.OW+H 823 43,87 13.84 56.61 199 3.33 6,14 3833 +&f0.7 E+H 8.23 4187 43.84 56:61 0,16 3.33 034 3,8.73 +t3- 0.70E+H 823 43.87 43,84 56.64 016 3,33 034 38.73 +L3+0.750Lr+0,750L+07504V+H 40,48 43.87 17,62 86,69 225 333 00 3873 +D+0.750Lr+0.7 '1L -0.7 0 +H 10,48 43.87 17.62 56.61 2,25 3.33 4,60 38,73 +D+0750L+0.750S+0.750W+H 41.38 4187 1914 56.61 125 333 4.60 38,73 +D+0,7 0L+0.750S- 0.750 1 +H 44.38 4187 1914 56,64 2.25 3.33 4.60 38.73 +D+0,750t:r+0.750L+0,5250E -+H 10,48 4187 17.62 56.64 012 3.33 0,25 38,73 ++0.750Lr+0,750L45250E+H 10,48 4187 17,62 56,61 012 333 0,25 38.73 +t3+0.750L+0.750S+0.5250E +H 11,38 43.87 49.14 56.61 0.12 333 0.25 3873 +€?+0,750L+0.750 -0, 0 +H 11.38 43.87 1914 56,61 012 133 0.25 3873 +0,60 +W+H 4,94 43.87 8.30 56,61 2.99 3.33 6.14 3873 +0,60D -1b +H 04 4187 8.30 56.61 2,99 333 6,14 38.73 , - +0.6013+0.70 * 4.94 43.87 830 56,61 016 333 0,34 38,73 +0.6013- 0..70E+H 04 43.87 8.30 56.61 016 3.33 0.34 38.73 t �tlati per ! 830 -11, 4B 2012, C C 2013, ASCE 7 -10 Load Combinations : AS CE 7-0 2rr7 in 1,500,0 psi Fs 24,000.0 psi Ern =fm 7%0 Wall Wt Ault 1 >0 Block Type Normal Wt Lateral Wind toad 5,0 pf Lateral Wall Weight Seismic Factor Calculate vert beam weight I Clear span b b.0 n M M - r as4V . Beam Depth 2 2,670 it # # Bars EIF 9 Thickness 8 8 in T Top Clear 6.0 in End Fixity P Pica -P S Simi Clear 4.4 in Equiv. Solid Thick 7 7,60 in I It Bar Sets 1 Wall Weight 8 80 psi B Bar Spacing 4.0 in 0.10 E 9 9,125.0 ksl Yes n 2 25.778 y L erg bind Maximum Moment M OMM K•11 fbiFb 0,2027 0,03805 0.2062 :1.00 VerlrcalLoads 6298 k-ft 31,072k "ft for Wait Combination: +o+~t+H fv/Fv 03040 0,008707 0.3041 ;1.00 Lateral Loads 0,1255k-ft 3.30 for Load Combination: +D+0,70E+H Maximum Shear 69 I Aka+ bie Vertical Loads 14,729 psi 48;454 psi for toad Combination: ++t +H Minimum Mn 1.3 " Fcr S 10372 loft Lateral loads 0.3372 psi 38,730 psi for Load Combination ; +0+0,70E+H Vertical Strength Lateral Strength (Check lateral bending for span) As 4.620 in As 0,310in-42 rho 0.00290 rho 0.04291 np 0,07475 up k: ((np)"2+ ^, - np 03191 k: (np 0,2532 j =1 -k/3 0.8936 j= 1- kf3 0.91561 Wmas4b k j b d "212 4076 -ft s =Fb k j b d "212 7.057 k -ft lvl.Stt = Fs As i d 31,072 k - €t M:Stl : Fs As 1 d 330 k -ft f• Anchor Engineering, Info. Project Title; 2535517th Street Engineer: Project IDS Denver, CO 80211 Project Descry 303-7834797 f• Anchor Engineering, Info. Project Title; 2535517th Street Engineer: Project IDS Denver, CO 80211 Project Descry 303-7834797 Anchor Engineering, Inc. Project Title. Protect ID; Engineer" D 253517th Street Project Deecr: Denver, CO 80211 303 -783 -4797 De tailed Loa CdC1lhInat1 i ult ._ ._... . w.. _ _ , Load Combination _ Vertical - - ., _.. Fv Vert _.� �...� �, lvlactual Lateral mallow .. , . _ ... fv . ,.. Fv rnax... k -ft Mallow k ft fv : Vert psi ; psi k - ft k PSI ps' 2,703 31:07 6.31 48,45 0,00 3,30 0,00 3813 D Only 630 31,07 14.73 48,45 obo 130 0,00 38.73 +0+L +H 2101 31.07 631 445 0,00 130 0,00 336,73 +D+Lr+H 190 31,07 912 46,45 Ho 3,301 0,00 36.73 +D +S +H 540 31,07 12.62 48.46 0,00 3.30 0,00 3813 +D+0.750Lr+ ,750L+4 6,30 31,07 1473 48.45 0.001 3.30 0,00 38.73 +D+0750L.+0.7501S+H 2,70 31.07 6.31 48,45 0,11 3.30 0.29 338,73 +D +W+H 2,701 39.07 6,31 48.45 0,11 3.30 0.29 38.73 +0 -1.0} +H 2.70 31.07 631 48,45 0,13 3,30 0134 38,73 +D+0.70E+H 2,70 31,07 631 48,45 0,13 3.30 0134 38.13 +D ,70E+H 5,40 31.47 1162 48,45 0,08 130 0.22 38.73 +D+08,7 0Lr+0,750L+ . 5 +d+H 12,62 48.45 0.08 3301 022 3813 +D-+0.750Lr+0750L- 07503W +H 5,44 31,07 0,08 130 022 38,73 +0+0,7501..+0,760S+0,750W+H 6.301 31.07 14.73 48.45 0.08 330 022 3873 +D40 750L+0.750S -03: 50W +H 6.30 31.07 1413 4845 0.09 330 0.25 3873 +D+4,750Lr+0I50L+0b250E +H 5,40 31,07 12.62 41145 330 025 38,73 +D+01,750Lr+0,750L- 0.5250E+4 5.40 3'1.07 12,62 48.45 U9 3.30 0.25 3813 + +0.750L+0 ,7605.452 +H 6.30 31.07 14.73 4845 0,09 330 01.25 38.73 +D+0,750 ++0,7501S- 0b2501E+H 6,30 31,01 14,73 48,45 01.09 330 029 3873 + .601D+-W+H 1.62 3'3.0)7 3,79 48,45 0,11 03,11 3.305 0.29 ;38,73 +0,60D 1.O +H_ 1.62 31,07' 3,79 48,45 01.13 3.30 0,34 38,73 +1,601D+0,7WE +H 1,62 31;07 3,79 48,45 0.,13 330 034 3813 +05,60D- 0.70E+H 1 .62 31.07 3,79 48,45 Anchor Engineering, Inc. Project Title. Protect ID; Engineer" D 253517th Street Project Deecr: Denver, CO 80211 303 -783 -4797 Perforated s n Stress) Project fac 146345 Slat I of Z Input & Global Shear Wall Name. mSW- 1 General Information I!, = 24,000 psi f$,v = 28,000 psi (dur -O-w8l ties) f = 1500 psi E = 1,356 ksi (E, = 0.4 Erg) ► ►. gj t = 31M It Overall height. 44.00 ft ht rapet 0 It R 653.7 k/in 11,67 ft 0 fappmx - doosr f count openings) of ells used for tags. r inf: 1 @ 2234 It d 36.67 ft V3 = One Bar Cents @ @ 8" ax (Solid) 6 Bar Sim 5 S 8 in a... b 6.625 to Weight 78 psf A ,,,,, r 01.46 W/ft f = 7.6 in P • , Level base @ .0 ft Atddfl t) M/Vd V1 : 1.17 k @ 11,67 ft 0 plf (lowest level first) 114 k @ 2234 It 0 plf V3 = 112 k @ 3100 ft 6 plf V4 = 117 k @ 44M ft 6 plf V5 = 0.00 k @ 44M t 6 plf stop level last) 37 0.5 4408 "Not 1f no V5, sat h to same as J u l below, I for all levels Level V k si k -ft M/Vd Shear ReipfqMW , I rein YU/ rE3in 1 4.6' 1.6 126 019 39.3 59.9 Not R q'd 2 3.4 12 74 01 42.6 63.8 Not R q'd 3 2.3 0,8 37 0.5 4408 672 Not q'd 4 1.2 0A 13 6.4 47,6 70,5 Not R q'd 5 0. 0 6.6 0 - 35,11 581 ; a Perforated Masonry Shearwall Design (Working Stress) of • . Local Jamb Ana lyses Wall Name. MSw- I ��?�LIM3►l:T� r r • tiY.7 Jamb 1: Local Shear Anaf sr : LASS d >� i�v �� Lobar analysis are restncti Level Redu y i7.6 is of?. i T t Level 1 Ul o enir kl -tt 0.6 Not Req`d 2 126 2,06 0,00 969 6 0.00 2 74 1,51 OM 727 9 0.00 3 37 1.171 6.00 467 9 0.00 4 13 {7.51 OM 247 I 0.00 0 0 OM 9.66 9 0 0.00 Jamb 1: Local Shear Anaf sr : LASS d >� i�v �� Lobar analysis are restncti Level fit k 1 k -ice 1 k t i Shear estaarci 1 6 6.69 0'0 0.6 Not Req`d 2 6 6. 6 0.0 0.0 Not R q'd 0,0 6 0.00 0.0 0. 0 Not e *d 4 6 0,00 0.6 0.0 Not Re 'd 0. 0 0,00 07 0 6 i7. O rrtb 1: Loc al Overtun tr'n Areal Std.' are more restncrive € f AA^ ma is based on faxed con ditions >> M VW) L vei k 6, WOL €7.6 R k ins 0 6,60 U WE k° 2 6 OM 1 0.6 6.66 0,0 6 0.00 Note,- At exterior end must add 2 0.0 OM 0,0 0 0.00 to stee reqs for global analysis, Not e 'd 0. 0 0,00 07 0 6 i7. O 4 6.6 t7.L7 0,0 0 0.00 5 t7, 0,00 0,0 0 0.00 ,lamb 2.` Local Shear are more restncrive Level Level d ft kt 2 k t Sh r ie�rtforcrrt 1 0 6,60 U 6.0 Not eq'd 2 6 OM 6.6 0,0 Not i q'd 9.6 0 0,00 - 0, 0 0,0 Not e 'd 4 6 6.66 - 0.0 0,6 Not e 'd 5 6 0,00 - 0.0 0,6 Jamb 2 Local O verturning Ana# Sls: ( based on fixed conditions >> 0- 0a) Level k -ft X3.6 L OB iwtittl k 2 A t kl k -tt 1 i7, 6 OM 9.6 0 0.00 Alotel At exterior end„ must add 2 0,0 6, 66 6.6 6 OM to stee rag s for global analysis. 3 6,6 OM 0,0 6 0.00 4 6:6 i7.69 0,9 0 0.00 5 0.6 6.37E7 0. 0 0.00 Perf orated t "» • Project ID#: 140345 Sht I of 2: Input & Global Shear Wall Name: MSW` 2 General Info atton % = 24,000 psi fs,v = 28,000 Psi ( r-O- el ties) f = 1500 psi E = 1,35 ksi (, = 0,4 E,) I - 1 £}.6tt ft Overall height: 44.16 ft h t = 0 ft R 29.0 ktin 6,0 ft Addf'l k -ft 'V1 = # o ce lls used for tens, reinf. 2 @ 11.67 ft 46 d 9.33 It 136 k One Bar Centered 22.34 It i @ B " ax (Solid) Bar Sipe; 5 s = 8 in o, c. i , = 0.625 in Weight 78 psf ,,,I ° 6,46 in "M t" 7.6 in Global Shear rral sis: h f, ff ft °i'o csf gall 1 111 base @ 6,0 ft Addf'l k -ft 'V1 = 1.83 k @ 11.67 ft 46 p f (lowest level first) ( V2 = 136 k @ 22.34 It 40 plf V3 = 1.78 k @ 33,06 ft 46 plf IV4 = 1.66 k @ 44,00 ft 166 plf IV5 = 6.66 k @ 44,00 It 6 pif (trap level lest) 2,0 18 1.2 l te. It r9 , set t same as level below, t (car ill I vel Global Shear rral sis: h f, ff ft °i'o csf gall 1 111 Level V k f si k -ft 1Vd , (psi) W10 r tIff ",� (psi) ml irrt ear leinfcarira ? 1 TO 83 192 2,9 35:0 58.1 Not eq "d 2 5.2 61 116 2,3 35.0 56.1 Not l eq'd 3 3.4 4.6 55 11 35 > 561 N Re ' 4 11 2,0 18 1.2 35,0 581 N ot eq'd 5 0,0 0.0 0 - 3&0 58, f Le V9 h f, ff ft °i'o csf gall 1 111 &0 100 621 2 163 6.0 3,00 6.17 107 6.0 3,00 1317 4 11.03 6.6 1013 6.16 0.0 6.6 6.61 6.gf 4 214 of 332 Perforated Masonry Shearwall Design (Working Stress) Project ID#: 140345 Sht 2 of 2, Overturning & Local Jamb Analyses Wall Name: MSW- 2 W OW/ OVeItUn7ln n l sds: { ssuara l�9lvd» � of krlrat anet srs a car resrnotr ) Level L ffi ve3 k -ff 0,6 CODS. Reduce y 0.6 IX Of 0.6 R T k in2 3.17 64.8 WRI Benin s kD k -ft 2 3.5 3.17 192 219 0.37 91 11 0.46 2 110 1,62 0.25 66 4 0.19 3 55 110 O `9 ' 46 1 0.04 0.00 16 0.57 0.06 25 0 0.00 5 0 0:00 0.00 ` 0 0 0.00 Jamb I : Local Shear , ne! sls; { ssuara l�9lvd» � of krlrat anet srs a car resrnotr ) Level L ffi d ft R1 loin 1f1 k f i7eer Reinfrin 1 15 3.17 64.8 3.5 12,2 Not Req'd 2 3.5 3.17 63.6 2.6 9.0 Not Req'd iY ,5 317 64.0 1,7 6.0 Not Req'd 4 3,5 3,17 76.6 0,6 2.9 Not Req'd 5 0 0.00 - 0.0 0.0 0.0 rrl 1. Loc O vertumin A nal ors: J rrrents be fixed Con ditons >> =vh ) 0. (ODI 0.6 R(V 2 i_evei U k -ft k rn Jer77b 2 Loc al S hear An J Ala: kif -ft L ft ft k -in 1 14:1 0.37 2.3 4 0:15 No te: A t exte rior end most add 2 T 8 0.26 1.7 2 0 .08 to Meer red's for global analysis. 63.6 5.2 0.20 iY 1 0.0 117 84,0 .5 0.20 17 0 O M 3.17 5 0,0 0.00 0,0 0 0.00 0,00 _ 0,0 0.0 5 Jer77b 2 Loc al S hear An J Ala: (a tt de d> 1 v of fobal anarysl are more restrictive) Level L ft ft k -in Y2 k f r ai7er Rernfcarrn 1 15 317 64.3 15 12.2 Not Req'd 2 3.5 3.17 63.6 16 9,0 Not Req'd 7.8 3:6 117 84,0 1..7 6.0 Not Req'd 4 3.5 3.17 76.6 0,5 2.9 Not Req`d 5 0 0,00 _ 0,0 0.0 5 7 b 2: Loc C?tre rfltrnns » M- ra ) Level k -ff 0.6 oL 0,6 RM k 2 & Lin U (K- 1 141 0.37 2.3 4 0.16 Note: At exterior end, must add 7.8 0,26 13 2 0.0$ to steel re s for global analysis. 3 5 :2 026 13 1 0.06 4 2,5 0.26 1,7 0 0.01 5 0.0 0.00 0.0 0 0.00 t Pe rf o rate d Masonry Shearwall 1 - • +: D# 140345 Sht I of 2: Input & Gl Wall Name" mSW- 3 General Inform f 24,000 psi f x 28,000 psi (dur to -Aral tees) 1500 psi E 1,350 ksi (, = 04 E,) mart Ue met base 0.0 It Addt °l O c - 10.00 ft Overall height; 44M ft hpampet 0 ft R 29,0 klin 0,93 k @ (+ - doesn count openings) of cells used for tare, reinf: 1 pif iV3 = 0.94 k d 9.67 ft 115 One Bar Centered V4 = 0.54 k @ Bar S ize: 5 s 8 in o.c. d = 0.625 to Weight = 78 psf Y,,, ,t ° 0.46 in V = 7.6 in ��aT +�fTC3+s�J t1��31 d; base 0.0 It Addt °l O V k 1 = 0.07 k @ 11.6+7 It 115 pit (lowest level first) V2 = 0,93 k @ 22:34 ft 115 pif iV3 = 0.94 k @ 3100 ft 115 pif V4 = 0.54 k @ 44:00 ft 310 pit V5 = 0.00 k @ 44.00 ft 0 pif (trip level last) "Note: if no V5, sal h to same as level below, t& for all levels ��aT +�fTC3+s�J t1��31 d; � (psi) , (psi) Level V k - si k -, 1 3.4 3.8 87 2 2.4 '' 21 48 Not e "d 1.5 ' 13 22 4 0,5 0.6 58.1 5 0,0 0.0 58,1- ld � (psi) , (psi) shear l+einfarcrn % W911 Lwlo retry wl rear 8.0 23 35.0 58;1 Not eq'd 2.0 35,0 581 Not e "d 1.5 35.0 581 Not eq °d 11 35,0 58.1 Not eq *d 0.22 35.0 58,1- 0.0 .. 0.00 xi• __rr t� vel jft-1 h ft % W911 1 117 8.0 100 021 2 10.7 8.0 3.00 ' 022 3 107 8.0 100 023 11,0 8,0 3.00 0.22 5 0.0 0.0 0.00 0.00 Pe MasIt Shea rwall Design (Working Stress) Project ID#: 1 40346 Sht 2 of + Local Jamb Analyses Wall Name: MSw- 3 Level Mik-ft 0.6 DL Reduce by 0,6 WOL Of 0.6 R d ft 1 1 k -lr �i`1 k f el M €7 eni k1 k U 2.17 24,4 1 67 2:45 0.45 100 0 0 :00 0.4 46 1 Z4 0.34 75 0 0.00 3 22 117 0.22 52 0 0.00 4 6 0.70 011 29 0 0.00 5 0 0.00 0.00 0 0 0.00 Jamb 1: Local Shear am rw ra rest tr Level ft d ft 1 1 k -lr �i`1 k f el her qbf �r 1tt `� 1 2,5 2.17 24,4 0.5 2,7 Not R 2 2,5 2,17 313 0.4 1.9 Not Req 'd 3 2,5 2.17 31 .6 0.2 11 Not Req'd 4 2.5 2,17 29,0 0.1 0. 4 Not R eqd 5 0 0.00 - 0.0 0.0 0.0 wb 1: Loc Overttrrnin An si : I nts based en ti n itions >> tt��Vt�1 l Level k -ft 0 6 0 0.6 R11 �' k cry 6tse r Reirtfar it 2 1 k1f k -ft 132.3 2.9 7.5 1 2:1 0, 37 12 ' 0 0.02 te; A t exterior and, must add 2 1.5 0.37 11 0 0.01 to steel s for global analysis, 3 0.9 0.37 1,2 0 0.00 12 4 03 0.37 1.2 0 0.00 0.0 5 0.0 0,00 0.0 0 0.00 Jamb ." Local Sheer are re r � raver Level t ft d L ft R2 k-in V2 k f i 6tse r Reirtfar it 2 1 4:5 4.17 132.3 2.9 7.5 N Req'd 16 4,5 4.17 ' 169.6 2.0 ' 5.3 Not Req'd 3 4,5 4.17 ` 17002 1.3 33 Not Req'd 4 4,5 417 156.0 0.5 12 Not R eq' d 5 0 0.0 0,0 0.0 0.0 Jamb 2: Local Overtu nin , nel pis: { rents based on fixed Level loft 0,6 DL 0,6 Rlv1 k ink k1 -ft 1 11.4 037 16 2 OM Ali :1 0.37 3,8 1 0.04 to 3 5.0 037 16 0 0.01 4 1:6 037 3,8 0 0:00 5 0,0 0,00 0,0 0 0:00 Perforated Masonry (Wo rking St ress) Project l : 140345 Sht f of t Input & G lobal Sheer Wall Name. 116Vi1- 4 tie nerat r�rr rr �r rr f 24,€00 psi 23,000 psi (dur - wel ties) fm = 1500 psi E 1,350 ksi (, = 0.4 Ems) waft Ueome k f sl k ft t = 13.00 ft Overall height: 45M f hp r pe 0 ft = 27,11 kfin 2.6 tree @ (ap x _ doesn't count openings) of cells used for tens. reinf: 1 2 V1 = 0.34 k d g.6 ft 46 One Bar Centered V2 = @ €3" ox. (Solid) @ Bar Size: 5 s 6 in o.c. d 6.625 in Weight 76 psf plf 0.46 in /ft X4.34 k T6 in L.oaas: k f sl k ft l , psi r7 in , (psi) in her elnfaarcin 7 1 2.7 3.1 74 2.6 tree @ 6.6 ft Addt'l to 2 V1 = 0.34 k @ 14:67 ft 46 pit (lowest est level first) V2 = 0,80 k @ 25:34 ft 40 plf 35.6 6,74 k @ 36,00 ft 40 plf 4 = X4.34 k @ 45,00 ft 346 plf 5 = 6.56 k @ 45,00 ft 5 plf (trays level lest) "Note' if no V 5, set h to serge a level below, tE for all l trels Level k f sl k ft l , psi r7 in , (psi) in her elnfaarcin 7 1 2.7 3.1 74 2.6 35.04 56.1 Not eq'd 2 1.9 2.1 35 1. 9 35,O 56:1 Not eq'd 3 11 1 1.2 15 1.4 35.6 561 Not eq'd 4 6.3 0.4 3 0,9 36,1 59A Not Req' 5 0. - 35.0 56,1 Perf orated Masonry Shearwall , Pr oject O verturning Wall Name MSW- 4 Global Overrurtnin An t s d> l �v of totaa� anarysrs are more sr rrvet Level l ft Level -ft 0.6 wD Reduce by 0.6 f 0.6 1 it 2 317 33,4 1.4 43 N R 2 15 1 74 2.38 0.37 101 0 0.00 2 35 1.67 015 71 0 0.00 3 15 1.15 0.17 49 0 0.00 4 3 0.63 0,08 27 0 0.00 0.4JR1 0 U0 0,00 0 0 0.00 Jetrtb 1; Lo Sheer nel �: s d> l �v of totaa� anarysrs are more sr rrvet Level l ft 0.6 L ar 1 k s Sheer Reitfcrroit 1 3,5 317 33,4 1.4 43 N R 2 15 117 818 0.9 3.2 Not Req'd 2 15 3.17 84.0 0.5 1.9 Not Req'd 4 15 3.17 135.5 0. 0.6 Not Req'd 5 0 0.00 - 0,0 0.0 rrtb 1. Local Gverlurrlrn final tS. ( nts tsa ed on fled conditions >> M=Vhl2l Levu ft 0.6 L 0.6 R /2 i Sheer Rein rain '? 1 3:5 ,4f LLf t 1.4 4.7 Not Req'd , 1 5.4 0.37 2.3 1 0.04 Note. At exterior end must add 2 2.8 0.28 17 0 0.01 to steel 's for global analysis. 4 1,6 0.28 17 0 0.00 Not Req'd 4 0 5 0 28 - 0 0.00 5 0,0 0.4JR1 ppgg 0t 0 0 0.00 Jamb 2.: Local Sheer el t : 4ssu d> of global analysis are rest tivet Level l fk ALftl 82 -ink /2 i Sheer Rein rain '? 1 3:5 3,17 33.4 1.4 4.7 Not Req'd , 2 15 3.17 83.8 0.9 3.2 Not Req "d 2 3:5 3.17 84.0 0.5 1.9 N Req'd 4 3,5 3.17 135,5; 02 0.6 Not Req'd 5 0 0.00 - 0.0 0.0 stab 2: Loc Overturn An ( rnents based on fixed cond itions >> M=V ) Lave! -ff 0,6 L 0.6 R ink !f k --0 1 5.4 0.37 2.3 1 0.04 te: At exterior end, must add 2 2.8 018 17 0 0.01 to steel red's for global analysis. 3 1:6 028 17 0 0,00 4 0:5 0.28 13 0 0.00 5 0.0 0.00 0.0 0 0.00 i a l'A Perforated Masonry I Desig (Work ) Pr ect I ,. 140345 Sift 9 of 21 Input & Global Shear Wall Name: 8W- G eneral lnfc ation. I' 24,0300 psi f 28,000 psi (dur - real ties) f = 1500 psi E 1,350 ksi (E, = 0 ) C _ 10.00 ft Overall height 4100 hPa rapet 0 ft R 33.2 klin 0.0 ft dt "l m kpl t pprox - doesn count openings) of cells used for tens. reif:: 1 @ 11.67 ft 40 d 9.67 ft 0.60 k One Bar Centered V @ " o..c. ( plf Bar Size: 5 s 8 in o,c. d = 0.625 in Weight 76 psf k "' .t 0.45 in /ft t' = 7.6 in I -wavo. h ft.2 h ft ft ° of - wall 1 113 base @ 0.0 ft dt "l m kpl V1 = 0.64 k @ 11.67 ft 40 plf 00west level first) V2 = 0.60 k @ 22:34 It 40 plf V3 = 034 k @ 33:00 ft 40 pit V4 = 034 k @ 42,00 ft 0 pif V5 = 0.00 k @ 42:00 ft 0 pit (top level fast) 1.2 15' 1A "Note.' if ncs 4/ , set h t� sa s le vel bel �, t far all lbvets Global Shear Anal r`: h ft.2 h ft ft ° of - wall 1 113 Level V k f i' kpl l� Nd (psi) � (psi) h e r el ft rcir 3 10.7 8.0 100 023 10 rein wt r,in# 8.0 1 2,7 3.1 66 2.5 35.0 58.1 Not eq'd 2 1.9 2.1 35 1.9 35.0 58.1 Not eq'd 1.1 1.2 15' 1A 35.0 58:1 Not Req'd 4 0.3 0.4 3 0.9 38,1 59;4 Not Req'd 5 0.0 0.0 0 35.0 58.1 Level h ft.2 h ft ft ° of - wall 1 113 8,0 100 021 2 103 8.0 3,00 03.22 3 10.7 8.0 100 023 4 9.0 8.0 3.00 ' 0.27" 5 0.0 0.0 0.00 0.00 Perforated Ma• (Working Project 10k t of Ovefturning & Local Anal Wall Name: MSw- 5 wovat tlVerttlrrlft7 f t? t tS: Il k ss e d> v or rooar ana srs are mom ra rrrcErve Level NI k -ft Level k -ftj .6 DL Reduce by 0.6 Or. Of 0,6 R 4 Mk 1n2. 2.17 24.4 klf e ensn k1 k -ft 2 2.5 1 66 2:04 0.45 79 0 OM 2.17 35 1.47 0.34 57 0 0.00 3 15 O {x.22 36 0 0.00 4 3 OV 0,11 15 0 UO 0.00 0 ED t OM 0 0 0.00 Jamb 11a Local Sheer A of r Il k ss e d> v or rooar ana srs are mom ra rrrcErve Level NI k -ft ft 81 k -inf1 k f r Sheer Reef rcin ? 1 2.5 2.17 24.4 O.4 21 Not Req'd 2 2.5 2,17 311 03 1.5 Not Reqd 3 2.5 2.17 31.5 0.2 0. 9 Not Req'd 4 2.5 2.17 52,0 a1 03 Net Req'd 5 0 0.00 _ ,CI 0. 0.0 Tb 1. Local Ova rfcrrrrtta Aral sr . Il k ne is based o frxad drtrons >> -vh Level NI k -ft .6 (ODD 0.6 RM I k ink Shur Retnfern 7 1 1 k1f k -ft 132.3 2.3 6.0 1 17 0..37 1.2 0 0.01 Nolw At exterior egad, must add Not Req'd 1.2 0.37 1.2 0 0.00 to steel req s for global analysis. Not Rest "d 07 0,37 1.2 0 OM 0.7 4 02 0.37 1.2 0 0.00 0.0 5 0.0 0.00 0.0 0 t3.+11t , Jamb 21 Local Sheer Il k are more rese recrrer , Level UM d ft R2 k °# 2 Uk f v . Shur Retnfern 7 1 1 4,5 4.17 132.3 2.3 6.0 Not Re "d 2 4:5 417 169,8 1.6 42 Not Req'd 3 4.5 4.17 170.2 0. 9 24 Not Rest "d 4 4.5 4,17 270.0 0.3 0.7 Not Req'd 5 0 0.00 - 0.0 0.0 Jamb 21 Local Overtu rtatrt Anel its. Il k _n 0.6 (?DL 0.6 R Level k -ft k1f k -ft 1 9,2 0.37 3.8 2 6.3 0.37 3.8 16 0.37 3,8 4 11 0.37 3.8 5 0.0 0.00 0,0 meats based on fixed c onditions >> - V°h12) Il k _n 1 0.06 tote. At exterior end, must add 8.03 to steel ' for global analysis, . [ 1 0 .00 0 0.q Perforated l Design (Workin Project 10#: 14€3345 . ht t of 2 Input & Global Sheer Wall Name: MSW- 6 3ener l Information 24,000 psi f sry = 28,000 psi (dur -O- l fins) 1500 psi E = 1,350 ksi (E, = 11.4 , ,► t _ ft Overall height. 4100 ft hparapet = 0 ft R 676:1 kfir 0,0 ft Addt'l w 5.2 ( ppr x - doe count op of ells used for tens. reint: 1 11:57 ft 0 d = 29.67 ft 1.12 k One Bar Centered 22,34 ft @ 8" ox. (Slid) Bar Side: 5 1.03 k 8 in o. c, d = 0.525 in Weight 78 psf A,,,,, ., 0.46 in /ft t" = 7,5 in a,.ctu. V Uk L12gi MAk-ft MNd ., (psi) it i1 r inf F , (psi) / rein base @ 0,0 ft Addt'l w 5.2 V1 = 1.17 k @ 11:57 ft 0 plf (lowest level first) V2 = 1.12 k @ 22,34 ft fl plf V3 = 1.03 k @ 33,00 ft 0 Pit V4 = 1.134 k @ 42-00 ft 0 plf V5 = OM k @ 42;(X1 ft g plf top level lest) 5 "Mote if no V set h to serve as l wel efta(sr f fi r slf ldv l Legal V Uk L12gi MAk-ft MNd ., (psi) it i1 r inf F , (psi) / rein Shear Reit tc r irl 7 (1. 1 5.2 1.9 1513 �0 35,9 58.5 , Not Req`d 2 4.0 1,5 90 0,8 41.9 52.8 , Not Req "d 3 2.9 11 47 0.00 44.5 66,7 Not eq'd 4 1.3 0.7 17 03 47.7 71,5 Not Req °d 5 35.0 55.1 LAM"" # Level h ft h ft W ft ° /r, f tell 1 113 _ U (1. 3 10.7 0,0 0,00 0, 4 9.0 0,0 0,00 0,00 5 0,0 0,0 0,00 0.00 4 -; Pe rforate d Masonry Shearwall • ( Working Overtuming ;, Local Jamb Analyses Wall Name: MSW- 6 Level i k- 0.6 u) Reduce by O} (o DL f 0,6 RM E k -ink /1 k in Shear Reinforcing? 1 kif � ninc„ klf k -ft 0.0 �i d e q 'j 1 150 1.97 0.00 885 0 0.00 0 90 1.42 0.00 639 0 0.00 0.00 47 0.92 O.00 414 0 0.00 4 17 0.42 0,00 190 0 UO 5 0 0.00 0.00 0 0 0.00 Jamb 11` Loc al Snear are mo re rasmorrvar Level LAI d LLftj E k -ink /1 k f i Shear Reinforcing? 1 0 0, 0� - 0 0.0 �i d e q 'j 2 0 0, - 0.0 p 6 q � g .£ yp � gg 0,.0 ## Not q'd 3 0 0.00 4 0.0 0.0 Not q'd 4 0 0.00 - 0,0 0.0 Not q`d 5 0 0.00 - 0.0 0.0 0,00 Jamb 1.' Loca O vertUrn rn rAf1E3! S I (lt�arnants based on fled orrdit s >> M Vlal2) Leval k� 0 6 DL 0.6 k in 2 f i Sh r R infdrin 7 0.0 kl k 0.0 0.0 Not # q'd 1 0.0 O.00 0.0 0 0.00 to At exte6 end, must add 2 0.0 O.00 0,0 0 0500 to stee req's for global analysis, 3 0.0 O,OO 0.0 0 0.00 0.00 4 0.0 0,00 0.0 0 0.00 5 0..0 0.00 0.0 0 0,00 Jamb : Local S r n l 51 jfts d >i v cif lrr ar analysis era rastn trva Laval ff d ft 2 k -in, 2 k f i Sh r R infdrin 7 0.0 0 0.00 0.0 0.0 Not # q'd 2 0 0.00 0.0 0.0 Not q'd ; 3 0 O.00 _ 0.0 0.0 Not q'd 0 0.00 - 0.0 0.0 Not q'd 5 O 0.00 - 0.0 0.0'; Jamb 2. Local Overti Lava Mik -ft 1 0,0 0.0 0;0 3 0.0 4 0.0 5 O.0 .6 OL O,6 RM kif loft 0,00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0,00 0.0 nts based on fixed c Mk A.Ll 0 0.00 0 0.00 0 0.00 0 0.00 0 . 0.00 titans - > M -tall rte,` At exterior and, mast add steel req for global analysis. Perforated n (Working Stress) Pn*ect 10# 140345 Sht 1 of 2 Input & Global Shear Wall Name I V1l_ 7 3eneral 24,000 psi k = 28,000 psi (drrr - O - el ties) 1500 psi E = 1,350 ksi (`, = 0,4 l = 8,50 ft Overa height: ' 52,00 ft hParapet 0 ft R : 11.0 Win 11,67 ft 0 ( pprox - doesn't co ope nings) of cells used for tens. reint 1 0.47 k @ 22.34 ft d 8,'17 ft V3 = O ne Bar Centered t @ s" ox (Solid) "► !Bar Sim 5 s 8 in o,c. d = 0.525 in Weight 78 ps 1.33 k 0.45 inl' t° - 7.6 in Amd4c Level base 0.0 ft AddVl io lVd V1 = 0.49 k @ 11,67 ft 0 plf (lowest level first) V2 = 0.47 k @ 22.34 ft 0 plf V3 = 0.43 k @ 33,00 ft 0 plf V4 = 1.12 k @ 42,00 ft 0 plf V5 = 1.33 k @ 52,00 ft 80 plf (top level last) 67 2.8 35.0 * *Note, If no V5, set h to saute as level below, t or� all levels Level V Uk f j R . S-i I MLk-ftj lVd , (psi) F, (psi) Shear R inf rain 7 Lw1b r inf wl rein 1 3.9 52 140 43 35.0 58.1 Not Req °d 2 3.4 4.6 104 33 35,0 58,1 Not l'd 3 2,9 3.9 67 2.8 35.0 581 Not q "d 4 2,5 13 3`' 1.8 35.0 581 Not eq'd 1.4 1:9 _ 14 12 35.0 581 Not Req °d G. 1 2 3 4 5 Perforated Masonry Shearwall Design (Working Stress) o Wall Name: msw- 7 bevel k -ft 0:6 ODL Reduce by 0.6 w DL Of 0.6 RM Lk its,' h r Reirtfttit� 1 klf et�itg S klf k -ft 0.0 Not Req'd 1 149 2,46 0.00 90 7 0.30 0 104 1.94 0.00 70 4 0.17 3 67 9.44 0.00 52 2 0.00 - 0.0 36 0.94 0.00 34 0 0.01 5 14 0,52 0.00 19 0 0.00 Jamb 9: Loc Shear final St.'ssurrr d> 9 v cvf al analysts area re rstritiva} Level t ft ft` t1 k -it 1 k f h r Reirtfttit� 1 0 9.99 _ 0.0 0.0 Not Req'd 2 0 0.00 0,0 O'Cl Not Req'd 3 0 0.00 - 0.0 0.0 Not Req'd 4 0 0,00 a 0.0 0.0 Not Regad 0.00 0 0.00 - 0.0 0.0 Not Req'd Jamb 1: Loc C vertu min Anal X15 era rte tasrnurever,, fmoments based on we c+ Level M k -ft 0.6 OL 0.6 Rl k 2 k° 0 kl k -ft 0.0 , Not Req'd ; 1 0.0 0.00 0.0 0 0.00 0.00 0.0 0.00 0.0 0 0.00 4 0.0 OM 0,0 0 0.00 4 0.0 0,00 0,0 0 0.00 5 0.0 < OM 0.0 0 0,00 rdr'tluns - M=V ) Jamb 21 Loc Shear era rte tasrnurever,, Level ft ft R k -I2 k LAOSO a heSr Rei� klf k° 0 9,00 0.0 0.0 , Not Req'd ; 2 0 0.00 - 0.0 0.0 Not Req'd 0.00 0 0.00 0.0 0.0 Not Req'd 4 0 0,00 0.0 0.0 Not Req'd 5 0 0,00 0.0 0.0 Not R :; Jamb 2. Local C vertcrTr 2 ,4nat StS: k l 0.6 nL 0.6 R level k -ft klf k° 0 - 1 0:0 0.00 0.0 2 0.0 0.00 0.0 3 0.0 0.00 0o0 0:0 0.00 0.0 0.0 0.00 0.0 loments based on fixe conditions - M - -Vha) k l 0 0.0 No te: At exterior end, must add 0 0.00 to steel nrqt for global analysis. 0 - 0.00 0 0.00 0 0.00 ROOM Perfo rated n (Working S tress) Project l 140345 Sht 1 of 2: Input & Global Shear Wall Nears: m s w- 5 General Information: f = 24 „0001 psi 23,000 psi (dur r -vial ties) f = 1500 psi E 1,350 ksi (E, = 04 m) 9.9 ew t = 17,50 ft Overall height: 52,00 ft hParapat = 0 ft R 90:1 k6n 11.57 ft 113 (a o _ doe sn't count openings) of cells used for tens. reirtf. 1 0.23 k @ 22.34 ft 17.17 ft V3 = One Bar Centered @ @ 8" o.c. (Solid) 113 Bar Size: ' 5 s 5 in o.c, d t , = 0.525 in Weight 78 psf ,,,,a m 0.45 in t " r = T6 in aS.::yiCglJ Level base @ 0.0 ft Addtl ut 1Vd V1 = 014 k @ 11.57 ft 113 plf (lowest level first) 10.7 0.23 k @ 22.34 ft 113 plf V3 = 0.21 k @ 33.00 ft 113 plf V4 = 0.54 k @ 42,00 ft 0 off V5 = 0.57 k @ 52;,00 ft 125 p1f ("tarp level last) 1.4 "Note: If no V'5, set h to same as level below, typ for all levels aS.::yiCglJ Level k f sa loft 1Vd , (psi) , (psi) Shear etnf rcan 5.00 0.31 10.7 8,0 5.00; Flo rairaf Lwl rei 103 &0 1 1. 9 1.2 72 2.2 3&0 551 Not eq'd 10.0 0.0 1,6 11 50: 1,8 35:.0 55.1 Not eq'd 1.4 0.0 33 1.3 35.0 55.1; Not Reged 4 12 0.8 13 0.5 40.7 511 Not eq'd 5 0.7 0.4 7 0,5 441 662 Not eq° LO MIR .. Level h w ft % o f-w a ll 1 117 5.0 5.00 0.31 10.7 8,0 5.00; 0.34 103 &0 3.00 0.34 4 9.0 5,0 8.00 0.41 5 10.0 0.0 0.00 0.00 Pe Masonry Shearwall w► Pr oje c t of Overturning & Local a A nalyses Wall Name: msw- 8 Level Mik-ftl . DL Reduce by 0.6 DL of 0.6 d ft F1 k -t 1 k f klf _ oRqriinqs kl loft 4.67 1773 1 72 2.71 0.68 ' 310 0 0.00 0,9 50 2.10 0,51 243 0 0.00 3 33 1,53 0.34 182 0 0.00 4 18 0 0.17 121 0 0,00 5 7 0,54 0,0tt 83 0 0.00 Jamb 1.' Loca Sheer Analy _ (Assume MlVd> I s Fv of global an sls are more restacti ) Level LAI d ft F1 k -t 1 k f sheer itforol 1 5 4.67 1773 11 2.5 Not +q'd 2 5 4.67 226.6 0,9 2. 2 N of eq "d 3 5 4:67 227.2 0.8 1.9 Not Regad 4 5 4:87 357`,1 0.7 1.6 Not Reqd 5 0 0;00 0,00 0.0 0.0 Not Re q'd 71 1. Local O verturning Anal sls. _ (Mome based on fixed cor Level loft 0,6 DL 0.6 R k A t 6he r e�f for �t 7 1 Ulf loft 132.3 0,8 1 4:3 0.37 43 0 0.00 2 18 0.37 43 0 OM 1702 3.2 0.37 43 0 0. 4 2,8 0.37 47 0 0.0 0:0 0,00 0.0 0 0.00 }Y Jamb 2. oil Sheer _ are more restacrivea Level ft d l k -_inj k f 6he r e�f for �t 7 1 4.5 417 132.3 0,8 2.1 Not q`d; 2 4,5 4.17 169.8 03 1. 9 Not Rq °d; 2,4 4.5 4.17 1702 0,6 1.6 Not tteq'd 4 4:5 4 }y , {{ 1 77 270.0 0,5 1A Not e q'd 5 V•ti.#41 V.0 0J 0 Not i1, Jerrlb 2. L ocal t vertcl� srs. _ inJ 0 0,6 DL 0.6 RM Level k -ft klf k -ft 1 3.2 0,37 3.8 0.00 2 2,8 0.37 18 3 2,4 0.37 3.8 4 21 0.37 18 0,0 0,00 0,0 )ments based can fixed con ditions >> lid =V ) T k inJ 0 0+ 0 Note: At exterior and, must add 0 to steel `s for global analysis. ( 0 0 0.00 0 0,00 0 0.00 Perforated (Wo rking t r P roject ID #: 140345 S 1 of 2: Input & Global Shear Wall Name: msw 9 e eralInform 24,000 psi 28,0011 Psi (slur - o- ral ties)` 1500 psi E 1,350: ksi , = 1.4 E .) t = 17.511 ft Overall height, 52.x? ft hParapet - fl It 90, klin 11.67 ft tl tap x - doesn't count openings) 1# of cells used for tens, re €nf, 1 0.23 k @ 22 „34 ft d - 17.17 ft 013 = One Bar Centered @ @ s" O. (Solid) 0 Bar Size, 5 s 8 in o,c. b = 09.625 In Weight - 78 psf AV'Vert 0. 46 in r = 7:6 in J x.K: *A L # #m war Level base @ 0.0 ft Addt "l 1t41i1d 1 = 1124 k @ 11.67 ft tl plf (`lowest level first) 1133 0.23 k @ 22 „34 ft 3 plf 013 = 611 k @ 33.019 ft 0 plf 4 = 0154 k @ 42.110 ft 0 plf X15 = 11.67 k @ 52:06 ft 125 pit (toy level last) 33 1.3 35.6 "Note: if no V5, set h to same as level below, t for all levels L # #m war Level 11 k Lip € loft 1t41i1d (psi) F , (psi) ( psi) nforclnct'7 Shear Reinforcing? 6.0 .f16 2 1133 6.11 A ., F�v /o rein l rett�, a 1 1.9 1.2 72 2.2 35.0 58.1 Not leq'd 2 1.6 1,1 50 1.8 35.6 58.1 Not eq'd 3 1.4 01.9 33 1.3 35.6 58.1 Not e'd 4 11 6.8 18 0.8 4013 61.1 Net eg'd 5 03 8.4 7 O3 6 44,1 66.2 Not l ect Level h t h ft uv ft /o of wall 1 11.7 6:19 6.0 .f16 2 1133 6.11 OM Cl.t}C3 113.7 0,0 0,00 0,0 4 9.6 13,11 0,00 % y Perforated Masonry Shearwall Design (Working Stress) Project ID#, 1 40345 Sht 2 of * & Local A nalyses Wall Name. MSw- 9 l loft, 0,6 L Reduce b 0.6 of 0.6 R14 'f" in Sh Rrnfcrctn ? 1 klf Q nir k! k -ft 0.0 Not R q'd 1 72 2:51 0,00 384 0 0.00 2 50 1.06 0.00 300 0 0.00 3 33 1.46 0,00 224 0 000 4 18 0,96 0.00 148 0 0.00 0 7 0.54 0.00 83 0 0.00 Jamb 1: Local Shear are mote restrictive) Lev t ft d ft R1 k -rn 1 f Sh Rrnfcrctn ? 1 0 0.00 _ 0.0 0.0 Not R q'd 2 0 0.00 - 0.0 0.0 Not Req'd 3 0 0.00 0.0 0.0 Not Rq °d 4 0 0:00 w 0.0 0.0 Not Rq °d 0.0 0 0,00 0.0 0.0 Not R q °d crab 1: Local Overtumin Analy { sscama d t vat It bal a tysis are more restncti 1 (Moments based an fixed con ditions - =v ) Level k- 0.6 C!)p� 0.6 RIVi k to 0 0,00 0.0 N KI -ft 2 0 0.0{) 1 0,0 0.00 0.0 0 0.00 Note: At exterior end, must add 2 0,0 0.00 0.0 0 0.00 to steel re for g lobal analysis. 3 0.0 0,00 0,0 0 00 Nat R ° d 4 0,0 0,00 0.0 0 0.00 5 0,0 0,00 0.0 0 0.03 Jamb : Local Shear r4rt 6 Ala: { sscama d t vat It bal a tysis are more restncti 1 Level t ZM d ft 2 k n 2 f i r Reinforcin 1 0 0,00 0.0 0.0 Not q'd 2 0 0.0{) 0.0 0.0 Not q'd 3 0 0.00 - 0.0 0,0 Not R q'd 4 0 0.00 - 0.0 0.0 Not q'd 5 0 0.00 _ 0.0 0.0 Nat R ° d Jamb 2: Loc al t v rtt L -ft, 0.6 R 1 0.0 WE 2 0.0 3 0.0 0 0.00 4 0.0 0.0 5 0.0 Arty! a1s: { t basil can fixed c dition s> lid =Vht2) 0,6 w 0.6 R k Ind WE S 0,00 0,0 0 0.00 late: A textedorend, must add 0.00 0.0 0 0.00 to steel reqs tar g lobal analysis. 0.00 0.0 0 0.00 0.00 0.0 0 0.00 0,00 0.0 0 0.00 NOMMIR September Project: .,! Ridge ,, ••e ► + ANC ENGINEERING, INC a 2335 17" STREET, DENVER, CO 80211 # 303- 783 «4797 * 303-830-9133 F,4 230 of 332 A.,,v,zwjr,u ivializ, ",,taimu t XUM Design Maps Detailed Report ASCE 7-10 Standard (39.776 105.079 Site Class C - "Very Dense Soil and Soft Rock". Risk Category IM/III Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and 13 (to obtain S Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, In Section 11.4.3. 322M=�� From fi S, = O059 g The authority having jurisdiction (not the US S), site-specific geotechnical data, and/or the default has classified the site as Site Class C, based on the site soil properties in accordance with Chapter 20. Site Class R or R. i. A. Hard Rock >5,000 ft/ s N/A N/A B, Rock 2,500 to 5,000 ft/s N/A N/A C, Very dense so fl and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D, Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf http://ehp2-earthquake,wr,usgs.gov/desigmnaps/V§4r, �php?template= mini mal&latitude 9/12/2014 littp:Hehp2-eaithquake.wr,usgs.gov/desigmnaps/*fqpo.php?template- 9/12/2014 Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake Spectral Response Acceleration Parameters Table 1 1.4 -1 Site Coefficient F. Site Class Mapped MCE Spectral Response Acceleration Parameter at Short Period S � 1 .25 S = O.50 S = 0,75 S = LOO S L- 1.25 A 0.8 018 0.8 0.8 0.8 B LO 1.0 LO LO 1.0 C 1.2 1.2 Li 1.0 1.0 D 1.6 1.4 1.2 IJ 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for Intermediate values of S For Site Class C and S 0.188 9, F. 1.200 Table 11.4-2: Site Coefficient F, Site Class Mapped MCE k Spectral Response Acceleration Parameter at 1-s Period S, :5 0.10 S, = 0.20 S, = 0.30 S, = O 40 S, Z- 0.50 A 0.8 0.8 0.8 0.8 018 B 1.0 1.0 1. 0 LO LO C F 1 .7 L6 1.5 1.4 1.3 D 2,4 2.O 1.8 1.6 1.5 E 3.5 3.2 2,8 14 2.4 F See Section IL43 of ACE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = C and S, = 0.059 9, F, = 1.700 littp:Hehp2-eaithquake.wr,usgs.gov/desigmnaps/*fqpo.php?template- 9/12/2014 L.'Vax xa Arccal..ra r...�a,csazx zs.s .osaaa Equation (11.4-1): Sass = F.S - 1,200 x 0.188 O 226 g F igure 11.4 -1. Design Response Spectru T T: : +0.6T/T, To `'T. 151 ,- a T 4 T T,.: 8, IT TT,., *,T,T' t 3 # 1 l *,, 3 i Aµ r aA t t t B i a e ; i � a t T 0 1 1.001 P ar" t. http://ehp2-earthquake.wr.usgs.gov/designmaps/ty�fg) . hp?te at z i imal+ l itu :,. 9/12/201 "V"51glt IV14 ", I-,frt ally x A x a .,sax, w t)esi, n tr!taps L)etaueu epuj:L Section 11, 8.3 Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through Fr ca - Fi _ 141 PGA = 0,096 Equation (11.8-1): PGA, = Fm PGA = 1,200 x 0.096 ?.116 Table 11.8 -1: site Coeff icient FGA Site dapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA PGA = PGA = PGA PGA 0 10 6.20 0,30 O 40 0.50 A O8 0.8 0. 8 O 8 0. . t} 1.0 1.0 LO 1.0 L2 1.1 1.0 1'0 http : / /elip2- earthq °e. . s s. ovlde i app t;phl `? r ate =minzrtz l . it e... 9/12/201 1-�V'blgll 10s�vaucu 1 pul L Section 11.6 — Seismic Design Category [I ,& " v — " il�ill�illi Pill III RISK CATEGORY VALUE OF S I or II III IV S < 0.167g 1 A A A 0.167g -*5 S < 0.33g B B C 0.33g :5 S < 0.50g C C D 0.50g S S" # D D ,& " v — " il�ill�illi Pill III RISK CATEGORY 'OF VALUE OF So, I or 11 111 IV S o, < 01.70 6 77g 7 1 A A A 0.067g:5 S, < 0.1333 B B C 0.1339:5 S < 0.209 C C D 0.209sSol D D D ,& " v — " il�ill�illi Pill III CLIENT: Ke harq PROJECT JOB # . 14Q BY : ja DATE A&2014 PAGE: 1 of 1 Exterior Framing Walls ASCE 7-10 Equivalent Late Farce P rocedure 20 Determination of Seismic Base Shear for Wheatridge Town Center North Composite Building - a j�b1 ASCE 7 689 35 S (11AA,g) 0,227346 / "rl-f ry Sms °'" 0.273- (11.4 -1) 3924 0.0578 Spa 0.095 (1'1.4 -2) Site Class C os 0.182 - (11,4 -3) F. (T 11.4 -1) 12* Sol 0.065" (114-4) F (T 11.4 -) 17 T, (sec) 0,330 (12,5 -7) Ti. (F 22 -15, Sec) 4- C8 0.031 # (12,8 -3 & 4) 2266 C%MlN 0.010 (12,8 -5 & 6) (T 122-1) 6,5 " s,CALC, 0.028* (12,8 -) .,.. Pj TO 0 � . C, (T 12.8 -2) 0,02 1,000 '92.8 -1) (T 12..8 -2) 0.75 hs, (12,8 -2,ft) 42 gp� Y ✓028 Roof Framing Component P.rea(ff) Weight (PSF) Component Weight ( #) Height (ft) Roof Framing 16105 20 322100 4 Exterior Framing Walls 5540 20 110800 Masonry Walls 1030 80 82400 Brick Exterior Walls 0 40 0 Total revel Weight W= 515300 # VROOF 23.1 k 1.000 VROOF (A$D) 16.5 K Wh 21542.60 kft Cvx 0,214 4th Floor Fram Fourth Floor Framing 13162 25 329050 31.5 Exterior Framing Walls 8811 20 176220 Balcony 689 35 24115 Corridor Walls 3924 10 39240 Party Walls 8320 10 83200 Equivalent Interior Wails 13162 a 105296 Masonry Waits 2266 80 181280 Brick Exterior Walls 0 32 0 Total Level Weight W= 938401 # V 31 K k 1,000 V3,diaso> 2 K x 29559:83 kft Cvx 0.292 237 of 332 3rd Floor Fratll>li ornp vent a{ ) Weight (t� ) Component ht (a�} kte t ( } "Third Floor Framing 93162 25 329050 20,75 Exterior Framing Walls 8811 20 976220 Balcony; 589 35 24115 Corridor Walls 3924 10 39240 Party Walls 8320 10 83200 Equivalent interior Walls 13162 8 105296 Masonry Watts 2266 80 981280 Brick Exterior Walls 1300 32 416013 Total Level Weight va= 980001 21,7 K 9.Op0 3,d(ASr)j 15.5 Wh 20335.02 k t CVX 0.201 2nd Floor Framing Leve Component Area(ft) W ` ht (P SF) C omponent Ve' ht i) htei ht (tt) Second Floor Framing 13162 25 329050 2075 Low Roof 8891 20 . 176220 Exterior Framing Walls 9296 52 483340 Balcony 689 35 24115 C orridor Walls 3924 10 39240 Party Walls 8320 10 83200 Equivalent interior Wails 14000 8 112000 Masonry Watts 2266 80 181280 Tota# Levei Weight W= 1428446 V 2mu 317 K 9,000 V2 ra(ASO) 22.6 K Uh 2%40,23 k9t arx 0.293 S eismic i Base Sh vv 3862147 #F wh'= 1019 77.49 k ft sr tSa3 raeatASOI .'t8 14 CLIENT ; hart Area(ft) PROJECT : eat R`d T wn C n r P as _I1 JOB # a 4 34 B: M DATE: g&IZQ14 PAGE: 1 of 1 323050 31.5 ASCE 7-10 Equivalent Lateral Force Procedure 8811 Determination of Seismic Base Shear for Wheatridge Town Center North Composite Building C 7- 8320 10 Ss (11.41,8) 0.2273 .. t, it.gTi r4 104AAAVC Sins 0.273 (19.4 -9) S (1 1,41,g) 0.0578 A o f0l r ) SMr 0.098 (11.4 -2) Site Ciess C SDS 0,102 (11,4 -3) F. (T° 11,4.1) 1.2 SDI 0,088 (11.4 -4) F (T 11.4 -2) 1.7 T,() 0.330 (92.8-7) TI. (F 22 -1, Sec) 4 CSOAX 0.031 (12.8 -3 & 4) l (11.5,1) 1 CSOIN 0.010 (12.8 -5 & 6) R (T 92,2 -1) 6.5 CS,GALC. 0.028 (12.8.2) C, (T 12.8 -2) 0.02 k 1,000 (12,8 -2) X (T 12.8 -) 0.75 h (12.8 -2,ft) 4 Roof Framing Comonentrea(it } Weight {PSF) Component t ( #} lielght (it) Roof Framing 16905 20 322100 42 Exterior Framing balls 5540 20 110800 Masonry Watts 1030 80 82400 Brick Exterior Wails 0 52 0 Total Level Weight w= 515300 # VR0ov 22.9 i 9.000 VROOF (ASD) 16.3 wh 21642.60 kft C 0.346 M r s, Component Area(ft) Weight (PSF) Cornponen WWeight ( #) i t (ft) Fourth Floor Framing 93162 25 323050 31.5 Exterior Framing Walls 8811 20 176220 Corridor Wails 8320 10 83200 Party Walls 8320 10 83200 Equivalent Interior Walls 13162 8 105296 Brick Exterior Walls 0 52 0 Total Level Weight w= 776966 # 3,d 25 k 1,004 Vida SDl 18.5 h k 24474.43 kit Cvx 0.331 239 of 332 3rd Floor Framin Component rea�tt`) Vhf h# (� �� ornpcsnent del ht � } a ht � 62609.39 k ft Third Floor Framing 8950 27 241650 2015 aA3atAaSa4 q6.'3 •ff.G4 Exterior Framing Walls 2865 25 71625 Equivalent Interior Wells 7240 15.9 115116 Brick Exterior Wal 1410 52 73320 Total Level Weight - 501711 # V 19.0 K k 1,000 3rd(ASD) 7,9 wh' 10410.50 kFt vx 0.16 2 n d Floor F'r i Level Component area {tt VUe` ht {'6) Corrror�nt lei ht (#) Height {ft Second Floor Framing 8950 27 249650 %67 Exterior Framing 4` allS 750 25 18750 E quivalent Interior Walls 7240 75.9 795196 Brick Exterior Walls 3740 52 194480 Total Level Weight = 569996 4 V2Nc 6,4 K k 1.000 V2ND( rap 4.6 l4 h' 081.8 k tt pp�a 011 0,097 N » Zw= 2363973 wh'= 62609.39 k ft YES S aA3atAaSa4 q6.'3 •ff.G4 l► I A n a lysis General Information Client Kephart 2 Project. Whe atridge T 0.9 Job Number. 140345 25 Designer TB 0.66 Dates. 08.06.2014 2 Wind Speed 129.1 mph, 3 second gust Exposure 0.98 Importance actor 11 Mean Roof Height h - 50 ft Bldg Dimension - Long Direction 293.25 €t Bldg Dimension - Short Direction 72 ft & Look-t1 Val in Forcefigjjtry Table 27.3 -1 A) Ex B E xp Q z ft 15 1 0.57 0.85 1 20 2 0162 0.9 zu 25 3 0.66 0.94 2 30 4 0.7 0.98 30 40 5 0,76 1,04 40 50 6 0.81 1.09 50 60 7 0.85 1.13 60 70 8 0.89 1.17 70 80 9 0.93 1.21 80 90 10 0.96 124 90 100 11 0.99 126 100 h = Lower Bound 0.81 1.09 , 50; 50 Upper Bound 0.85 1.13 @ = 7 7 60 60 z = 0.81, 1.0 This bldg is Exposure C: 1.09 ASCE 7 in Analysis - Wheatridge TC Main Force Resisting System - Long Direction General Intonriation: Wind Speed 1291 mph, 3 second gust Exposure C Risk Category it Mean Roof Height h 50 ft Bldg Dimension in Wind Direction L= 208 ft Other Bldg Dimension B = 72 ft UB = 2,89 (Decrease L/B for conservative values) h/L = 0.24 Table 26.6-1 K = 0,85 15- 20 ft Figure 26.8-1 K = ( 1 + K, K2 K3)2 H/Lh = 0 0.94 341 25-30ft K, = 0.00 35.5 30 - 40 ft 1,04 K it = 1.0 Fig, 27,4-1 C = 0.8 Wndward Wall 1,13 41.0 -0,26 Leeward Wall 42.4 70 - 80 ft -0,9 Wndward Roof 80 - 90 ft 1,24 -018 Leeward Roof Sec, 26,91 G 0,850 Sec, 26.9.4 Parapet Walls: GC 1,5 Windward Parapet (Sec, 27.4.53 -1.0 Leeward Parapet 0- 1 f 0.85 30,8 15- 20 ft 0.90 32.6 20-25ft 0.94 341 25-30ft 0,98 35.5 30 - 40 ft 1,04 373 40 - 50 ft 1,09 39,5 50 - 60 ft 1,13 41.0 60 - 70 ft 1,17 42.4 70 - 80 ft 1,21 43.9 80 - 90 ft 1,24 45.0 90 - 100 it 1,26 451 TYP- Parapet Walls/Roof Waft Roof P = -30.2 ... psf LW Roof P = -U ... psf LW Wall P = -8.6 -39.5 psf WW all P = 21.0 461 pef,0 -15 ft 22.2 49.0 psf, 16 - 20 ft 23.2 61.1 psf, 20.26 ft 24.2 513 pat, 26 - 30 ft 25.6 56,6 psf, 30 - 40 ft 26.9 59.3 psf, 40 - 50 ft 27,9 61.5 psf, 60 - 60 ft 28.9 63.6 psf, 60 - 70 ft 291 65.8 psf, 70 - 80 ft 30,6 67.5 psf, 80 - 90 ft ASCE 7 Wind A d Main Force Resisting Short Direction Genet-at Information. Wind speed I 129.1 mph, 3 second gust h = 50 ft Exposure 39,5 LW Roof Risk Category 1 - 20 ft It 32.6 Mean Roof Height to = 50 ft 2 ® 30 ft Bldg Dimension in Wind Direction L = 72 ft 30 - 40 ft Other CEng Dimension 6 = 208 ft 1,99 L06 = 035 (Decrease US for conservative values) 1,13 hfL ~ 0.69 1.17 42.4 A5C 7 -10 Directional Procedure 43.9 80 - 90 It Fq. 27.4 -1 p = q G C - q} (GC (G pf cancels out for MFRS) 1.26 Eq. 273-1 q = OM256 K, K K V 513 psf, 2 - 30 ft Table 26.6 -1 K = 0,85 25.6 Figure 26.6.1 K, = ( I + 14, K K ) H/L = 0.0 26.9 0,0 psf, 40 a 50 ft ,t 1.0 27.9 Fig.. 274-1 C = 0.8 Windward Wall (Positive values indicate -0.50 Leeward Wall loads acting towards -13 Windward Roof the building surface.) 65.8 -0,18 Leeward Roof Sec, 26,91 G = 0,850 sec. 26.9.4 psf, 8 - 90 ft Parapet Walls: GC . 1.5 Windward Parapet 31,1 (Sec. 27.4.6) -1.0 ` Leeward Parapet Height x 0".27.3- q (psf( yp, Parapet 1 Wnflalannf Wells Mange I gn.213 -1) h = 50 ft 1.09 39,5 LW Roof p = 1 - 20 ft 0,90 32.6 20 - 25 it 9.94 341 2 ® 30 ft 0.98 35.5 30 - 40 ft 1.04 371 40 - 50 ft 1,99 39,5 50 - 60 ft 1,13 41.0 60 - 70 ft 1.17 42.4 70-80 ft 111 43.9 80 - 90 It 1,24 45,0 90 - 100 ft 1.26 45.7 WW Roof p = -43.' psf LW Roof p = -6.0 psf LW Wall P = -16)8 -39.5 psf Wall p = 21.0 461 psf, 0 - 15 ft 22.2 49x0 psf, 15 - 20 ft 28:2 51,1 psf, 20 - 25 ft 241 513 psf, 2 - 30 ft 25.6 56.6 psf, 30.40 ft 26.9 59.3 psf, 40 a 50 ft 27.9 61.5 psf, 50.60 ft 28.9 616 psf, 60.70 ft 29.8 65.8 psf, 70 « 80 ft 30.6 67.5 psf, 8 - 90 ft 31,1 68,5 psf, 90 100 ft i - Wheatr C om pone nts a nd i General Information. Wind Speed 129.1 mph, 3 second gust Exposure C Risk Category 11 Man Roof Height h 50 ft C -10 C C Fart 1 , 30.4 -1 p ` qh ( GCp _ GCp3) Eq. 30.3-1 q = 0,00256 K, K K Table 26.6 - 1 K d 0.85 K, = 1.09 !" t) , e .,.,. ! elevationIIIII Table 30,3 -1 Figure 26.3 -1 K C 1 + K, K K3) H/L 0.0 K = 0.0 K = 1.0 n, 30.3 -1 h 39.5 p f `able 26,11-1 ;C I 016 Fig 30.4 -1 tC values bale are w o f either windward or leeward. 1"rib, ,�raq {ft) G { (W +L (psf 10 -110 -1`.40 2,10 60.6 62.6 83,9 0 -1.04 -1.30 2.00 48.2 58.5 79.1 50 -0.98 -115 1.83 46.9 62.6 72.3 100 -0.93 -1.05 1.73 43 «9 48.6 68.4 200 -0.88 -0.95 1..66 41.9 441 66.6 500 480 -0.80 1 .48 381 38.7 68.5 ammm ve 0,8,K Ve 409K Ve r , eK ' Ve =26K Ve= 32K V 6 OK MAPORAC � ow, V D tl ci 9 R r 1 L 4 r VVa;: »: ,:t. 4 K W } 7 2 Z V C � i k i N L� i j j «( ! R k Ve= 32K V 6 OK MAPORAC � V D SHLEARWALLS d R Vw =48�� � � � . ^ / . . . , / | t. . � Vw=9 64K ! / v~_I'M / + / . � | � | / . *^ / . 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Lipp d to And Floor Walls Cxi1C AC32J$1 a}# 1.,,.,p {ft) Slorxch. Wall 3Yamah %Rka Caam,. Sa„,a,.:. 'F4"atS,AlzeaaAYuB Rufrud 1icsid iXacau Requlp °ed l,a Bi`S CYE, k SR# 16 $8"AA9 , .. :. f 84,53 1 340 2 22:4 2210 s .. 3 J bt 1 225 2 15 „4 ,. 3 4 I 2 2 2aa Lovel v w" kips L x'91 V kipa kl la Fa undatian WAS ,a,... 6Ya13 I*a,e C t3 Sfaeallk, Wall 5. mRp G%,. o%., wait sae mbias xoquirw 11014 Down Requu'rd Ea CBa �!�„ I �E kki1 kd �tft4. x B .4 € 20 2 38.0 t 289 2 2810 120 2 1510 6 1 120 2 384 7 i.. 8 t 2 7.5 ?.. I 2 7,5 2535 1 7T1t STRUM, DENVER, CO 80211 + 303-793-47974% 303430 -9133 FAX sd A dD. pM pw 2535 J TrH STR F , DENVER, C°D 802Y I + 303-783-4797* 303430 -M3'3 FAX IWA—U-Nim— w t w k 2535 J TrH STR F , DENVER, C°D 802Y I + 303-783-4797* 303430 -M3'3 FAX IWA—U-Nim— cl 0 0 2S3 S 1 7' STREET, DENVER, CO 80211 0 303-783-4797 ##*# 303-830-9133 FAX 0 r 4 70 zol N& 3 1 1 6 ' m SuOd 100207 PTISIab 3.1 Geostructural Toot Kit, Inc. Regis tated To: Anchor Enginse6nq Serial NunO*r 31104 Slab Dimensions: MOO FT x 209,00 FT x 5.00 Inches RC WUE A Material et2perties 5 Concrete Strength, f. * ,000 PSI Tendon Strength, F 270 t Tendon Diameter: 1 / 2 Inch M&Lf Quantities Concrete Volume Prestressing Tendon Number of End Anchorages MMMMMBM r� Quantity of Beams Depth of Beams Width of Beams: Tendons per Beam Beam Tendon Centroid: MM ME= npBmqft�� Quantity of Beams: Depth of Beams Width of Beams: Tendons per Beam Beam Tendon Centroid MMME= 41 1 .65 Feet O.C, hmft I Beam Tv rjs If Boom 2 17 38.0 Inches 38.0 Inches 12.0 Inches 12.0 Inches 0 2 0,138 Inches 56 0 3,73FeeMC. V Pa ge I of 8 ,Mephart Archftadst140345,Wheat Ridge Towne Center Phase IfiCaleskFoundationkFoundation RKtangle kpo IT W 7.18$6 Al 469.6 Cubic Yards 16,819 Linear Feet 278 Tvoq I Beam TvDe It Beam 2 4 36.0 Inches 36,0 Inches 12.0 Inches 12.0 Inches 0 2 0,00 Inches 3.25 Inches 14.00 Feet D.C. npBmqft�� Quantity of Beams: Depth of Beams Width of Beams: Tendons per Beam Beam Tendon Centroid MMME= 41 1 .65 Feet O.C, hmft I Beam Tv rjs If Boom 2 17 38.0 Inches 38.0 Inches 12.0 Inches 12.0 Inches 0 2 0,138 Inches 56 0 3,73FeeMC. V Pa ge I of 8 ,Mephart Archftadst140345,Wheat Ridge Towne Center Phase IfiCaleskFoundationkFoundation RKtangle kpo IT W 7.18$6 Al Build 50207 PTISIab ■ e rstru turel Tool Kit, Inc. Regmtered `tit Anther Enginwing Sedal Number : 100-310-1 td The BOLD values exceed allowable or are less than minimum limits by the percentage indicated, SOIL Bg&RING. ALL VALUES WITHIN ALLOWABLE LIMITS. Page 2 of S J:iKet h srt Ar hltecteit4034 r iNh sei Ridge Towne Center F hews 11kCalcalFoundafioMfoundefion Rectangle AAS 7.9 58 AM Build 100207 PTISIab 3.1 Geostructural Tool Kit, Inc, Registered To ; Anchor Enijir wonnq Sedoil Number: 100-310-116 EMU= Soil Bearina Analvsts Total Applied Load 6,798,073 LB Bearing Area 12,313 FT' Applied Pressure on Soil 552 PSF Soil Pressure Safety Factor 4.53 Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 56 41 Number of Beam Tendons 34 8 Spacing of Slab Tendons (Feet) 3.73 1,65 Center of Gravity of Concrete (from top of slab) (Inch) 9.63 815 Center of Gravity of Tendons (from top of slab) (Inch) 14.68 7.44 Eccentricity of Prestressing (inch) - 5,06 1,31 Minimum Effective Prestress For (K) 1,614.6 523.1 Beta Distance Eff ective Prestress For (K) 1 ,94U 1,194.0 Minimum Effective Prestress (PSI) 80 81 Beta Distance Effective Prestress (PSI) 97 186 Moment Maximum Moment, Short Dir. (controlled by Em=5,0 per PTI 4,3.2) 21 FT-K/FT Maximum Moment, Long Dir. (controlled by Em 5.0 per PTI 4.12) 20 56 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.424 -0,424 Allowable Stress 2.250 2.250 Actual Stress -0.169 -0,139 Actual Stress 0,815 0 6 lffre I An AlItis -_Centqr L&Mgds used on a Stiffness Coefficient of 480 Short Long Direction Direction Available Moment of Inertia (inch 4) 246 659,714 4) Required Moment of Inertia (Inc 1,212,690 490,056 Required Moment of Inertia controlled by Width 6*Beta Shear Anal Mjj.:.Center E.lft crd�a Maximum Shear, Short Direction. 6.201 K/FT Maximum Shear, Long Direction 6.64 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 186 186 Actual Shear Stress (PSI) 149 179 rage 3 of 8 J:\Kephart ArchitsoM140346,Wbeal Ridge Towne Cooler Phs" WalosWoundatioleFoundation Rectenoe ApIl 71816 AM guild ICO207 PTISIab . Goo tract r l Tool Kit, Inca Regmtered To .: An&w Engineering "aertat Ntrdrr : 00.310.116 Cracked Section Capacity (FT- K) 0.5 Moment (T" -K Short Long Direction Direc 2,46,63 2,101,235 613,366 Wrath 6 *Seta . 635 } 6,63 KJT Short Long Direction Direc 186 186 129 162 Short Long D irecti on Di 1,954.3 4603 qawA o ,tAKephart ArchkectsN140345,Wheat Ridge Tawny Center Ftese HICa CsTo ndatiornFo lanRs de A,pfi 7. 18 56 AM Registered To ; Anobor En9knowfng PTISJOb 3A Geostructural Tool Kit, Inc. t VIII Soria$ Wmbsr :100410.119 Project Engineer: RWH Project Number: 140345 Project bate :: September 5, 2014 otechnical Report: T" rrac n Consultants, Inc. Report Date: , 71212014 - Report Number: 25145061 RIBBED T SELECTED L L Short tong Direction Direct Cross Sectional Area (Inch 2): 20,064 2 W Moment of Inertia (Inch ) . 2,406, 531 659,714 Section Modulus, Top (inch) ; 250,029 75,425 Section Modulus, Bottom (lnch) : 34,612 24,206 Canter of Gravity of Concrete - from top (Inch) : 9.63 8.75 7:18:56 A WWI 100207 PTISIab 3.1 Geostructural Tool Kit, Inc. Ragaterad To or Enotnewing $ada$ Number: 100-310-116 20 5 1 1 1 111 Itwill 1 1 11MITH, Soil Modulus of Elasticity, E 1,000.0 PSI MR Page 7 of 8 JAKephart Architerns\140346,Whast Ridge Townil, Center Phase 11TWOMFOundatlonWoundshon Rectangle XpO 7:18:56 AM PTISlab Geostructural Toot 1 JAKephart Archateclsk14034 ,Wheat R'sdge °rowne Carder Phase €Ka1csWoundaWnWoundat?on R" 1e A,pli 7.1811 AM Build 100207 PTISIab 3.1 Geostructural Tool Kit, Inc. Raostared To! Anchor Engineving Soviet Number :100. 310 -116 Slab Dimensions: 68.00 FT x 96.00 FT x 5.00 Inches MakdaLftrhea 0 9EC P. Concrete Strength, f : 5,000 PSI Tendon Strength, F 270 KSI Tendon Diameter: I 1 2 Inch Ma Concrete Volume: 227.5 Cubic Yards Prestressing Tendon 6,440 Linear Feet Number of End Anchorages 156 In the LONG direction... T IAe_am UmA—Seam Quantity of Beams: 1 6 Depth of Beams 38.0 Inches 38.0 Inches Width of Beams 12.0 Inches 12.0 Inches Tendons per Beam 0 2 Beam Tendon Centroid: 0.00 Inches 3.25 Inches Beam Spacing: 11.33 Feet O.C. Number of Slab Tendons 23 Slab Tendon Spacing : 2.91 Feet O.C. X - l w Slab Tendon Centroid 2,50 Inches from top of slab In this Ft T dtrettc�n m.. Rei I se—am 1 11 fta_m Quantity of Beams'. 3 7 Depth of Beams 36.0 Inches 36.0 Inches Width of Beams 12.0 Inches 12.0 Inches Tendons per Beam 0 2 Beam Tendon Centroid 3,213 Inches Beam Spacing M67 Feet O.C, Number of Slab Tendons: 29 3 " 3 Slab Tendon Spacing ,29 Feet C3.. Slab Tendon Centroid: 2,50 Inches from top of slab gag 1 of .Wepha" Architacn,040345Nherd RkJge Towns Center Phase IRCaksToundattothfoundation Rectangto 8 pti q 7:20:32 AM Geostructural Toot Kit, Inc, Registered To . Anthor Engirwdoft Sodat Number ;9 310.116 5.1Kephart Archeincts1140345.Wheal RBdgn Towrw Canter Rdtrrss MCatccst aundratronlF undaflon RodargW S,pts 7:20:32 AM Surd 100207 PTISIab . Ceostructural Tool Kit, Inc. Reostered To Anchor insaflog Serial Nunftr : 100. 340.116 Project Engineer: RWH Project Number: 140345 Long Project Date September 5, 2014 eotechni I Report: Terracon Consultants, Inc. Report Date. 7/212014 1,042,232 .__.„ 855,91 Report Number: 25145061 521,165 RE.S ULTS OF ANAL Required Moment of Inertia controlled by Sall tsari� ,4r�a1 sis 6 *Beta Shear Anal sls « Center Lift Mods Total Applied Load 3,103,646 LB Maximum Shear, Short Direction, Beating Area 5,901 ` FT Maximum Shear, Long Direction Applied Pressure on Soil 526 PSF Soil Pressure Safety Factor 4.75 yr P res ryas R9ae ®!5R Direction Allowable Shear Stress (PSI) Subgrade Friction calculated by method prescribed in PTI Manual 186 Actual Shear Stress (PSI) Short Long Page 3 of 8 Direction _ Direction w_ Cumber of Slab Tendons 29 23 Number of B eam Tendons 14 12 Spacing of Slab Tendons (Feet) 3.29 2.91 Center of gravity of Concrete (from top of stab) (inch) 9.55 10.19 Center of Gravity of Tendons (from top of slab) (inch) 12.35 13.56 Eccentricity of Prestressing (inch) -2.79 -137 Minimum Effective Prestress Force (I) 756,1 5512 Beta (Distance Effective Prestress Force (tt) 960.2 607.3 Minimum Effective Prestress (PSI) 61 61 Beta Distance Effective Prestress (PSI) 101 116 Moment/alrlal sis � Cente Lift CfCI� Maximum Moment, Short Dir. (controlled by m=5.0 per PTI 4.3.2) 2019 F '- 1FT Maximum Moment, Long Dir. (controlled by Em 5.0 per PTI 432) 19.50 FT- /FT Tension in "Top Fiber ( SI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.424 0424 Allowable Stress 2,250 2256 Actual Stress 4159 - 0..134 Actual Stress 0.742 0,666 FMIZM Based on a Stiffness Coefficient of 460 Short Long Dire Dire_ ctio Available Moment of Inertia (inch) 1,042,232 .__.„ 855,91 Required Moment of Inertia (inch) 521,165 469,336 Required Moment of Inertia controlled by Width 6 *Beta Shear Anal sls « Center Lift Mods Maximum Shear, Short Direction, 5.67 LIFT Maximum Shear, Long Direction 545 K/FT Short Lang Direction Direction Allowable Shear Stress (PSI) 166 186 Actual Shear Stress (PSI) 130 116 Page 3 of 8 J'.Wephart ArLhiteds\1403450heat Ridge Towne Conte? Phase WaIcsWoundatiorikFounastion Rectangle S,pfi 720:32 A Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.424 -0.424 Allowable Stress 2250 22501 Actual Stress -0.415 x .239 Actual Stress 1 .26 0.167 ,y t ri l el d Uft s Based on a Stiffness Coefficient of 960 Short Long Direction Dir Ava ilable Mo ment of Inertia ( inch 1, 042,232 ^ „ 655,91 Required Moment of Inertia inch y 944,336 652,731 Required red Moment of Inertia controlled by Width 6*ld !hear An Al er - E Ift M d Maximum Shear, Short Direction 5.23 KIFT Maximum Sheer, Long Direction 5.47 KIFT A llow a ble Ac tual yM Short Long Direction Direction 166 166 116 117 i � A w !? i Page 4 of 6 JAKaphart ArchitaCM140345.Wh Rdga Cantor Phase Hk atccskFoundatlonhFa rdattan Rectangle €k pE! 7.20.32 AM Bind 100267 PTISfab . Ge stru turel T I It, Inc. Registered To: Amhor E ngirrairring Serial Number 166- 310.115 Project Engineer: RWH Project umber': 140345 Project bete : September 5, 2014 Geotechnical Report: Terracon Consultants, Inc. Report gate ; 71212014 Report Number : 25145061 RIBBED FOUNDATI S hort Long ter tlon ir ection Cross S ectional Area (Inch : 9 48 __� __ 6;852 _. Moment of Inertia (Inc O) ; 1,942,232 855,918 Section Modulus, Top (Inch) : 188,983 84,025 Section Modulus, Bottom (Inn ) . 39,424 30,773 Center of Gravity of, Concrete - from top (inch): 9.56 10.19 Center of Gravity of Prestressing Tendons - from top (Inch) . 12.35 13.56 page 5 of 8 JAKephart Architea tst140346,Wheid R €dqe towns Canter Phase lACat"WoundetionWowdafiaan Reutangle R.pti ?.2Q.32 AM m 100207 PTISIab . Gea tr+ ctural Tool Kit, Inc. Registered To . AnOw ErOnearing Serial Number : 100-310-116 Project Engineer: Pahl Project Number: 140345 Project Date . September 5, 2014 eotechn €cal Report: Terra con Consultants, Inc. Report Date e 7/212014 3&0 Inches Deport Number: 25145061 SUMMARY INPUT DATA Mate rial C2 o! 36.0 Material Label: 5000 PSI Concrete Mix Concrete Strength, f x 5,000.0 PSI Concrete Creep Modulus, c x 1,50 ,000. PSI Concrete Unit Weight: , 14&0 PC Tendon Strength, Fp a 270.O KSI Tendon Diameter: 1/2 Inch Rectangle A {68' 96`} 68,00 FT x 96,00 FT x 5.00 Inches Short Direction Lo Direction 80.00 PSI 80,00 PSI ►® Long Direction Shat Direction hype I Il Quantity 3&0 Inches 12.0 Depth : 36.0 36.0 Width ; 12.0 12.0 Tendons: g 2 Cover: CD 00 3.0 Long Direction 3&0 3&0 Inches 12.0 12.0 Inches 2 0.00 3.00 Inches Page 6 of:8 ..u....ww .. J s aph d Archkocts\14 534 M eal Ridge Towne tl Center Whose HICaicsWoundationlFoundabon Rectangto BpO 720 32AM Build 100207 PTISlab 3.1 Geostructural Toot Kit, Inc. Registered To Andw Engineering 5er3ei Number; 100-310-116 ew Prestress Los : 15, O KSl Subgrade Friction Coefficient: OB5 Page 7 of JAKephart ArcWtects \140345. hee4 RWOO Towne Phase 1A aicslFoundation oundatlan Rodasaote S pfir _.. . _ 72032 AM Build 100207 JAKephart Architeds,1140346,Mtheat Ridge Towne Canter Phase UNCalcelFoundafianWowdation Rectangle 8,pQ 7.20 AM SuRd 1 0 PTISIab 3.1 Geostructural Tool Kit, Inc, Registered To Anchor EnotoisOng Seral Number! 9 O-310-116 Project Title: Wheat Ridge Town Center - Foundation Analysis Project Engineer: RWH Project Number: 140345 Project Date: September 5, 2014 Geotechnical Report -, Terra con Consultants, Inc. Report l ate r 712/2014 Report Number: 25145061 J10:-14d; Slab Dimensions. 31 M FT x 96,00 FT x 5.00 Inches Mqrlal Pro rtl+a a AftX004 tg C- Concrete Strength, f 5,000 PSI Tendon Strength, F 270 KSI Tendon Diameter: 1/ 2 Inch Material Quantillps Concrete Volume 117.2 Cubic Yards Prestressing Tendon 3,017 Linear Feet Number of End Anchorages: 108 In the LOMG _direction .. D I Beam T 11 Beam Quantity of Beams: 1 4 Depth of Beams: 38.0 Inches 38.0 Inches Width of Beams: 12,0 Inches 12.0 Inches Tendons per Beam 0 2 Beam Tendon Centrold 0.00 Inches 3,25 Inches Beam Spacing: 775 Feet C.C. Number of Slab Tendons: 11 Slab Tendon Spacing: 2.70 Feet O.C. Slab Tendon Centroid 2,50 Inches from top of slab In the SHORT direction ... 1112i I -Beam T 11 Sagm Quantity of Beams'. 3 6 Depth of Beams.. 36.0 Inches 36.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: 0 2 Beam Tendon Centro id 0.96 Inches Beam Spacing: IZOO Feet O,C. Number of Slab Tendons: 23 Slab Tendon Spacing: 4.18FeetO.C. Slab Tendon Centroid = 2.50 Inches from top of slab Page I of 8 JAKephad Architeclak140346,Wherd Ridge Towns Center Phase OkCafi*FoundrgiontFoundstion Rectangle C,pfi 7:20M AM RagisWed To: AnoW Et4neering PTISfab 301 Geostructural T Kit, lnc Sadat Nu 100- 310.116 P roject Title: Wheat Ridge Town Center a Foundation Analysis Project Engineer;: RWH Project Number: 140345 Project Date : September 5, 2014 of chnic l Report: T rrscon Consultants, Inc,. Report Cate : 712/2014 Fart Number: 25145061 s dt m J� Ke ft rt Arch 040345 eaat R4ge Towne Center Phase aRCetc0oundaticnWoundation R en& : .pt+ m m W 7:20V AM Total Applied Load 1,467,717 LB Short Bearing Area 2,923 FT Direction Applied pressure on Soil 502 PSF Soil pressure Safety Factor 4.96 Required Moment of Inertia (Inch Prestress Sur ma 176,144 Required Moment of Inertia controlled by Subgrade Friction calculated by method prescribed in PTI Manual 6 *Beta bear nal is - Center t..ift Dade Short Lang Direction Direction' Number of Slab Tendons 23 11 Dumber of Seem Tendons 12 6 Spacing of Slab Tendons (Feet) 4:13 2.701 Center of Gravity of Concrete (from top of slab) (inch) 9.12 12.30 Center of Gravity of Tendons (from top of slab) (Inch) 1Z87 16.08 Eccentricity of Prestressing (inch) -3.76 -176 Minimum Effective Prestress Force K) 736.6 310.6 Seta Distance Effective Prestress Force (K) 727.2 449.0 Minimum Effective Prestress (PSI) 61 61 Seta Distance Effective prestress (PSI) 60 117 Mome An alysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em =5.0 per PTI 4.12) 1&51 FT -KIFT Maximum Moment, Long Dir. (controlled b Err =5.0 per PTI 4.12) 17.63 FT -K/FT Tension In 'Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Dir t D ..__ Dire � � Di rection Allowable Stress - O.424___a. -0.424 ,Allowable Stress 2.250 2.264 Actual Stress -0.146 -0.099 Actual Stress 0.751 0.456 w: Based on a Stiffness Coefficient of 460 Short Long Direction Direction Available Moment of Inertia (Inch) 966,126 a....n., 529,762 Required Moment of Inertia (Inch 211,501 176,144 Required Moment of Inertia controlled by Width 6 *Beta bear nal is - Center t..ift Dade Maximum Shear, Short Direction. 5.33 K/FT Maximum Shear, Lang Direction 4A6 K#FT Short Long Direction Direction Allowable Shear Stress (PSI) 166 166 Actual Shear Stress (PSI) 132 57 page 3 of 6 W ephart Arshlteots\140345.whea8 Ridge Towne Center Phase dhCaRnsiFctundal3ct sS�et ndetVats R r gle pt �. b,5� A 9 SEEM Su?3d 400207 PTISfab w Ceostructr ral Tool Kit, Inc. Registered To or Enginswirtg Serof Number : 140-320"9 #6 I l 1111111111111111111 11 Allow able Str #! A ctual # Short Long Direction D Cracked Section Capacity F -K) 1,875.3 852.3 0.5 Moment (FT -) 6 *Beta 888x4 273.2 Mome Anal sls - Edae Lift Mod d a Short long Maximum Moment, Short Direction Direction 186 18..13 FT -K1FT Maximum Moment, Long Direction f Short 12.71 FT-KIF " Tension in Bottom Fiber (KSI) Compression in Top Fifer (KSO Short Long Short Lang D Dir Direction Direction Allowable Stress -0.424 Allowable Stress 2.2501 25 Actual Stress -0.423 -0.091 Actual Stress 0252 O.163 Allow able Str #! A ctual # Short Long Di re c tio n D ir ecti on 414,451 254,996 Width 6 *Beta 4,94 K/FT d a Short long Direction Direction 186 186 1 2 f Short bong Directi Direction , 615.5 871.0 8700 197.1 Page 4 of 8 J;tKei2ttas2 iteets12�103d5.wlreet P2idge Tow'r1e CtsYY i'trase ti4Caticsl�eun €SZa #as�r�kEcaurrde8ia5a R er$e C,pd# 7:1,52 ,4 $ago 100207 PTISIab 3.1 acatructural Toot Kit, Inc. RegmC d To: Araciaur Engimbiring Serial Number x'100. 319.4 #d Rectangle Label Rectangle Geometry Minimum Permissible prestress B eam rc2 L ies S hort Direction Lang Direction 80.00 PSI 60400 PSI Loi Type I.. 33.1 12.0 3 0.00 g Direction 4 36.0 Inches 12.0 Inches 2 3.00 Inches Pa e6of8 ..,., JAKaoart A mh!hld \4d93A5.Whoat Ridge Towne Centasr Phase I3tCalwFoundafilm oundattan fteciarsgSe CPU 7:2012 AM Short Direction Quantity 3 6 Depth: X0 36.0 Width 12,6 IZO Tendons: g Cover: 0,00 3.00 Average beam spacing used in analysis Loi Type I.. 33.1 12.0 3 0.00 g Direction 4 36.0 Inches 12.0 Inches 2 3.00 Inches Pa e6of8 ..,., JAKaoart A mh!hld \4d93A5.Whoat Ridge Towne Centasr Phase I3tCalwFoundafilm oundattan fteciarsgSe CPU 7:2012 AM BuRd U)0207 PTISIab 3.1 Geostructural Toot Kit, Inc. Rotp 'star ed'ro: Anchor Erigbreetiret Satiat Number: 100-310-116 Soil Modulus of Elasticity, E : 1,000,0 PSI iw#z ME Ne 7 of 8 J:1Kephart Art hilectskI 40345,Wheat Rii Center Phase IlICalcskFoutidatioo*w� i tfl;n R;�Baarta�ia E-W PTISlab 3.1 Geostructural 'gal Kit, Inc. ` Regmterod To: Anchor Enginaefft serWsieunbef _ 10 0-31G -196 Pa e8of8 J :l(ephart Arohiteetsk140345 Wheat Midge Towne Center Phase thCatesWoundet oreFoundat oat iReidanote Cvft 720M A.M �,tc.. a�����.�, ,A,a WAr 297 of 332 Fvu,dl>ATW/J ,N49 '2- 299 of 332 PAD f"S C ,5 AP, le,950"7b — Ai6s fV4��(— A's'l;,4 -- ' ef& -IArtf 7" 4 (S' 7 RHEUM 253517th Street Deaver, CO 80211 303 -783 -4797 Prop t 4 stle: Engineer: Project Descr Code Reference Calculations Per A 1 518 -1 f„ IBC 2012, CBC 2013,;ABCE 7 -10 Load Combinations Used: ASC 7 -06 General Informattlo n Material Properties Bail Design Values f'c : Concrete 28 day strength 6.0 ksi Allow Soil 8earing fy - 1 ebar Yield 60,0 ksi Increase Searing By Punting Weight Ec : Concrete Elastic Modulus _ 3,12ZO ksi Soil Passive Desistance (for Sliding) Concrete Density ; 145.0 pcf Soil /Concrete Frictions Coed, (p Values Flexure 0,90 Shur Analysis Settings Alin Steel � Bending Reinf, _ 0,850 increases based on footin Depth Footin base depth below soil surface Allo e pressure increase per toot of deptl= Min Allow ;% Temp Reinf, 040180 when footing base is below Min, Overturning Safety Factor - 1.50 'I Min, Sliding Safety Factor tso :1 Increases based on footing place dimension Add Fig Art for Soil. Pressure Yes Allowable pressure increase per foot of dep9 Use fig vat for stability, moments & shears Yes when maximum length or width is great r4 Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, morn & Shear No 0imensions Width parallel to X-X Axis 4.f} ft Length parallel to Z -Z Axis 4,0 ft Footing 1'h #ckn s - 12.O in Pedestal di n ions — px ` parallel to X -X Axis in pz : parallel to Z-Z Axis in Height in Rebar Centerline to Edge of Concrete.., z i Proiect ID: A wtus csigs leerint3, mc., Project # 1tie. 253517th Stmt Engineer; Protect ISO Denver, CO 80211 Project D cr: 303 - 783 -4797 SIGN SUMUARY VtorTop? eft Side? Min. Ratio item Applied Capacity( Governing Load Combination PASS 03904 _.. ........ _ _..... Soil Bearing _ ,_. _.._, 2.226 ksf 2.50 ksf ....... ..... ...a +p+1.+H about Z -Z axis PASS nla Overturning - X -X 0,0 k -ft 0,0 -ft No Overturning PASS n1a (Overturning - Z_Z 0,0 k -ft 4,0 k -ft No Overturning PASS 1a Sliding . XMX 0.0 k 0.0 k No Sliding PAS rda Sliding - Z-Z 400 k 0,4 k No Sliding PASS nra L90iff Ok k 0.0 k No Uplift PASS 0.5236 Z Flexure ( +X) ' 6.212 Wt 11.564 Wt +9,20 .50Lr +1,6QL +1. 0 PASS 0.5236 Z Flexure (X) 6212 k ft 11.864 k -ft +1.201O+0,50Lr +1.60L. +1,60H PASS 0.5236 X Flexure ( +7) 6,212 k -ft 11.864 kwf# +1,20D+4,5OLr +1:601. +9.60H PASS 0,0236 X Flexure ( -Z) 6212 kff 11,864 -ft +1.20D+0.50Lr+1.60L +l k0H PASS 0.3130 9 way Shur (+X) 37.736 psi 120208 psi +1.2000+0.5OL.r +'9.60L +1,601-1 PASS 0.3139 1 -way Shear () 37,736 psi 120,208 psi +1.2013+O.54Lr +1.60L +160H PASS 0.31,39 1 -way Shear (+Z) 37736 psi 120,206 psi +1.2010+ .5OLr +1.60L +1.600 PASS 03139 9 -way Shear ( -Z) 37:736 psi 120208 psi +1,20D- +0.50Lr +1,60L +1.60 PASS 0,6657 -way Punching 160,049 psi 240.416 psi +1.20€345OL.r +9,60L +1.601­1 Detailed Results Soil Bearing Rotation Aids & _ Actual Sell Bearing Stress Actual d Allowable i nari C`nmhina#ines V V O. ft0 f r :+ . *; s Flexure Axis & Load Combination VtorTop? eft Side? X -X, +1.401? 3.987 +Z X- X.+9.4013 3187 -Z X -X, +1.20D+0,50Lr +1,601. +1,64 6.212 + X -X. +1.20Li +160L +1,64H 6212 -Z X °. +1.20[3 +1.60L+0.505 +1.60H 6.212 +Z X -X, +1.20IO +1,60L+0.505 +1,60H 6,212 -Z X -X. +1.20[3 +1,6OLr+0,50L 1819 +Z X- X, +1,20D +1 601.r4SOL 3.819 -Z X -X, +1.2013 +1,60Lr+0,80W 2,732 +.Z X -X, +1.200 +1,6OLr+0,80 2732 _Z X- . +120D4501-+1 SOS 3.819 +Z X -X. +1.20D+O.501_+1.605 1819 -Z X -X, +1.240 +1,600+0.80 2.732 + X -X. +1,20D +1,605- fO.80W 2.732 °Z X-X. +1..2090+0 50Lr+0,50L +1,600 1819 +Z X -X, +1,20i3+0,5OLr+0,50L +1:6£14 3.819 rZ X -X, +1.20D+0,50L+0, 05 +1,60W 3,819 +Z X -'X. ° +1,2017- +0,50L.+0,50 +1.60W 1819 -Z X- X, +Q0t3+0.50L +0.205+ 3 819 +Z X•X. +1,2003 +0.54L40, 0S +E 1819 -Z X- X,'+b.90D +1.60W +1,60H 2,049 + X.X, +0.900 +1.60 +1.60H 2.049 -Z X -X, +0,90D +E +1.60H 2,049 +Z X"X, +0,9013 +E +1 .60H 2.049 -Z Z`, +14013 3187 _X Moment Resisti •. ment Stat 0= 7 Status tictual As phr n Status VtorTop? k -ft Bottom 0,2592 Min Teme % Bottom 02592 Min Terne % Bottom 0,2592 Min Terau % Bottom 0,2592 Min Tom % Bottom 02592 Min Terne % Bottom 11.864 OK Bottom 0,2592 Min Terno % Bottom (L2592 Min Teruo % Bottom F OK Bottom 11.86A OK Bottom 0,2592 Min Tame t Bottom 02592 Min Terno % Bottom 0,2592 Min Temo % Bottom 02592 Min Tome % Bottom 0,2592 Min Terno % Bottom 19.864 OK Bottom 11,864 OK Bottom 0.2592 Min TemD % Bottom 02592 Min Terno % Bottom 02592 Min Tem! # Bottom 01592 Min Terno % Bottom 11,864 OK Bottom 11,864 OK Bottom 02592 Min Temo % Bottom 0,2592 Min Temo % Status tictual As phr n Status W2 k -ft 0,310 11.864 OK 0.310 11,864 OK 0.310 11,864; OK 0,310 19,864 OK 0,310 19,864 OK 0310 11.864 OK 0310 11,864 OK 0 310 11.864 OK 0.314 11.864 OK 0.390 11.86A OK 0,310 11,864 OK 0390 11.864 OK 0.310 11,813A OK 0310 19,864 OK 03113 11.864 OK 0,310 19.864 OK 0314 11,864 OK 0 394 11.864 OK 0310 11.864 OK 0310 11,864 OK 0.310 11,864 O 0,310 11,864 OK 0.310 11,864 OK 0310 11.864 OK 0310 11364 OK Ali units k Z -Z. +1.40D 3:161 +X Bottom 0.2592 Min T % 0310 11.364 OK ZMZ, +1.20D+0.50Lr +1,60L +1.60 6 6.212 .X Bottom 0.2592 thin Terno % 0.310 19,354 OK Z -Z, +1,20D+0,5OLr +1;601; +1, 0 6212 +Y, MGM 0.2592 Min Temo % 0 310 11::664 OK tiuu o rf ly nee nu, Mfa l # rojecl 1 ale: 253517th Street E nginee r: Project ID: Denver, CO 30211 Project Descr 303- 753 4797 Anchor Engineering, Inc, 2535 17th Street Denver, CO 80211 303-783-4797 Project I ale: Engineer: Project Descr: Flexure Axis Load Combination No Which Tension @ As Roql Own. As A2 Actual As phi'mri InA2 k-_ft",_ Status k-ft Side ? Sot or Top 7 inA2 in ---._-w Z-Z, +1,200) +1,60L+O,5OS46011 6.212 -X Bottom 0,2592 Min Temo % 0,310 11.864 OK Z-Z, -+1,2001 460L+0,50S+1k01# 6,212 +X Bottom 0,2592 Min Temo % 0,310 11,864 OK Z-Z. +1,20D+1,6OLr450L 8.819 -X Bottom 0,2592 Min Temp % 0,390 11,864 OK Z-Z, +1 20D+1,6OLr+0.50L 3.819 +X Bottom 02592 Min Temo % 0.310 11,864 OK ZZ +1,200 +1,60Lr 2732 -X Bottom 02592 Min Temo % 0,310 11 .864 OK Z Z, +1,20D+1 6OLr+0,80W 2.732 +X Bottom 0,2592 Min Terno % 0.310 11 .864 OK Z-Z, +1,200 - tO.50L+l SOS 3,819 -X Bottom 02592 Min T % 0310 11,864 OK Z - - -Z, +1.200)+0.50L+1,60S 3,819 +X Bottom 0,2592 Min Temp % 0.310 11 ,864 OK Z- Z, +1,200) +1,60S+0,80W 2732 -X Bottom 0,2592 Min Temo % 0.310 11,864 OK Z- Z, +1,201 +1,60S+0.80W 2,732 +X Bottom 02592 Min Terne % 0,310 11,864 OK Z-Z, +1,20D+0,5OLr-+0,50L+1.60W 3,819 -X Bottom 0,2592 Min Term % 0.310 11,864 OK Z-Z, +1,2003-+0,5OLr+0,50L+1.60W 3,819 +X Bottom 0,2592 Min Ternn % 0,310 11,864 OK Z-Z. +1,20D-0,50L+0,50S+1,60W 3,819 -X Bottom 0,2592 Min Temo % 0.310 11 .864 OK Z-Z, + 1 3,819 +X Bottom 0,2592 Min Terno % 0,310 11,864 OK .20D Z- Z, +1,2003+0,50L-0,20S+E 3,899 -X Bottom 02592 Min TOMD % 0,310 11,864 OK Z-Z. +1,20D 3,819 +X Bottom 0.2592 Min Temo % 0,310 11.864 OK Z-Z. +0,90D+1,60W+l,60H 2049 -X Bottom 02592 Min TemD % 0.310 11,864 OK Z-Z, +0.9003 +1 2,049 +X Bottom 0,2592 Min Temp % 0,340 11 .864 OK T60W+1,60H Z-Z, +09003 +E460H 2,049 -X Bottom 01592 Min Temp % 0,310 19 .864 OK Z-Z, +0,90D+E+1,60H 2 +X Bottom n Temo 0,2592 M 0,310 1 OK One Way Shear ..... - ------ -------- Load Combination VU Vul.O, -Plh.!Vn Vu, I-PONIn Status +3 .4001 19,361 osi 19,364 osi 19,361 osi 19,361 osi 99,361 osi 120,208 osi 01611 OK +1,20D+O,5OLr+l 37.738 osi 37.738 Del 37,738 psi 37738 osi 37,738 psi 120208 osi 0,3139 OK .601.+1,60H +1,20D+1,60L+O50S+1 37.738osi 37,738 1* 37,738 osi 37,738 psi 37,738 osi 120,208 osi 03139 OK ,60H +1,2003 +1,60Lr+0.50L 23,202 psi 23,202 mli 23,202 osi 23,202 osi 23,202 osi 120,208 osi 0,193 OK +1,20D+1,64Lr-+0,80W 16,595 psi 16.595 osi 16,595 DSi 16,595 osi 96,595 osi 120,208 osi 01381 OK +120034501-4605 23,202 osi 21202 osi 23,202 tali 23.202 psi 23,202 osi 120,208 osi 0,193 OK +1,200) +1.60S 16,595 osi 16,595 psi 16.595 psi 16.595 psi 16.596 psi 120,208 osi 0,1381 OK +l'20D40.5OLr-sO,50L+1 RW 23,202 psi 23.202 psi 21202 ris! 23,202 Dsi 23,202 osi 120,208 osi 0A93 OK +1,20+0501.450S46OW 23.202 osi 23,202 osi 23.202 osi 23,202 osi 23,202 D$i 120,208 DSi 0,193 OK +1.2O0 45OL+4.2O5 +E 23,202 osi 23-202 psi 23,202 osi 23,202 psi 23,202 psi 120,208 osi 0.193 OK +0,9003 +1,60W460H 12,446 psi 12.446 psi 12,446 osi 12,446 osi 12,446 osi 120,208 osi 0,1035 OK +0,9003 +E+1,6013 12.446 psi 12,446 osi 12,446 psi 12.446 osi 12,446 Ds! 120,208 osi 01035 OK Punching Shear AH units k Load Combination... -Phi*Vln-- Yu I.Ph'I'VIP". Status +1. 400 82,1 osi 24416osi 03415 OK +1,20D+O,5OLr+9 +1,60H 160,049 usi 240,416osi 0,6657 OK ,601- +1 160,049 osi 240,416os! 0,6657 OK .20D+1,60L+0.50S+1,60H +1.100 +1 ,301-,+0.501- 338,402 osi 240.416osi 0,4093 OK +1,2003 +1,6OLr+0,80W 70,381 osi 240,416Dsi 0,2927 OK .0,20034501-+11,605 98,402 osi 24416W 0A93 OK +1200 +1,60S 70.381 osl 240A16Dsi 0,2927 OK +1,2003+O,5OLr+0.50L .6OW 98.402 osi 24O,41 osi 0A093 OK +1,20D+0,60L450S+1,60W 98,402 psi 240,416osi 0,4093 OK +1 2OD-450L 98.402 psi 240,416Dsi 0,4093 OK 49OD-0 52,786 osi 240,416osi 02196 OK .60W+1,60H -+0.900.1 +E+1,6013 52,786 psi 240,416osi 0,2196 OK 9�� rAnuiuf rogineefing, inc. Prot true. 253517th Street En Cn er; Protect ID: Denver, CO 89211 Protect Descr 303 -783 -4797 Material Properties Sail Design Values f e : Concrete 28 day strength 5.0 k i Allowable Sell B rirsgg .5th k t fy : Debar Yield 50,0 ksi Increase Bearing By exiting Weight No Ec , Concrete Elastic Modulus - 3,122,0 ksi Soil Pas Resistance (for Sliding) 250.0 pcf Concrete Density � 145,0 pcf SoiliConc Friction Coeff . w 0.30 rp Values Flexure - 0,90 Shear Analysis Settings Min Steel's Bending Reinf. - 0,850 _ Increases based on footin Depth Fite base depth bel soil surf _ It Alin Allow ` Temp Rernf, _ 0.00180 All le pressure increase per foot of depll- when Rioting base is below - kit it Min. Overturning Safety Factor 1.50 .1 Min, Sliding Safety Factor 1.50 :1 increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept = ksf Use fig wt for stability, mo ments & shears Yes when maximum length or width is greaten it Add Pedestal Wt for Solt Pressure No Use Pedestal wt for stability, morn & shear No „_, ._,. . -- _ . ,. Dimensions ,..,..,.., m.. a.,..;«.,.. Li e...« ..................... . .n. '"°.�... .a .::. .....,.., :. Width parallel to X -X Axis = 4.0 fh P: Column Load 15.890 Length parallel to Z -Z Axis 4.0 ft k OB : Overburden Footing Thicknes 110 in M -XX Pedestal dimensions— px : parallel to X-X Axis in p : parallel to Z-Z Axis in Hei in n hl Rebar � nterline to Edge of Concrete.. at Bottom of footing 3.313 in Reinforcing i Bars parallel to mX .Axis Number of Bars 4.0 Reinforcing Bar Size It 5 Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Sizr 4.0 # 5 Bandwidth 0istribution Check (ACC 15,4.4,2 ) Direction Requiring Closer Separation n/a If Bars required within zone n/a # Bars required each side of zone:. n/a ]� w A pllsd Ra 4N wi „_, ._,. . -- _ . ,. ,..,..,.., m.. a.,..;«.,.. Li e...« ..................... . .n. '"°.�... .a .::. .....,.., :. "' rat P: Column Load 15.890 17.40 k OB : Overburden M -XX ; k „ sf M -zz k -ft V -x k V. k Code Re femnoe s Calculations per A l 318- IBC 2012, CIBC 2013„ ASCE 7 -10 Load Combinations Used: ASCE 7 -05 General 4fiformatio” 'un;11VI troject i me: 2535 17th Street Engneer: Protect ID: Denver, CO 80211 P ect Desor: 303-783-4797 DESIGN SUM94RY +Z Bottom 3,187 MONWIMMIMM Bottom Min. Ratio Item Applied Capacity Governing Load Combination PASS 0,8904 Soil Bearing 2,226 ksf 2,50 ksf +D+L+H about Z-Z axis PASS n/a Overturning - X-X 0,0 k-ft 0,0 k-ft No Overturning PASS n/a Overturning - Z-Z U k-ft 0,0 k-ft No Overturning PASS n1a Sliding - X-X 0,0 k O.O k No Sliding PASS n/a Sliding - Z-Z 0,0 k 0,0 k No Sliding PASS Ala Uplift 0,0 k O,O k No Uplift PASS 0.5236 Z Flexure (+X) 6,212 k-ft 11,864 k-ft +1,20D+0.50Lr+1 k0L+1,60H PASS 0.5236 Z Flexure (-X) 6,212 k-ft 11,864 k-ft +1 20D+0,5OLr+1,60L+l .60H PASS 0.5236 X Flexure (+Z) 6.212 k-ft 11,864 k-fl +1 20D+O,5OLr+1,60L+l .60H PASS 0,5236 X Flexure (-Z) 6.212 k-ft 11 ,664 loft +1 20D+0,50Lr+l,60L+l,60H PASS 03139 1 -way Shear (+X) 37.738 psi 120,208 psi +1.20D+0,S0Lr+9 60L+11,60H PASS 0,3139 1 -way Shear (-X) 37,738 psi 120,208 psi +1,20D+0,50Lr+1,60L+1.6034 PASS 0.3139 1 -way Shear (+Z) 37738 psi 120.208 psi +l,20D+0,50Lr+1,601. +1.6011 PASS 0.3139 1 -way Shear (2) 37,738 psi 120.208 psi +1,20D+0,50Lr+1,60L+1,60H PASS 0,6657 2-way Punching 160,049 psi 240,416 psi +1,20D+0.50Lr+9 60L. +1.603 Detailed Results ......... . Force Application Axis Load Combination, t din Force Footing Has NO Sliding Frtn!inq P!ay tra Flexure Axis & Load Combination Mu k-ft As Req'd Gvm. As 102 in A 2 3,187 +Z Bottom 3,187 -Z Bottom 6,212 +Z Bottom 6212 -Z Bottom 6.292 +Z Bottom 6.212 -Z Bottom 3,819 +Z Bottom 3,819 -Z Bottom 2,732 +Z Bottom 2,732 -Z Bottom 3.819 +Z Bottom 1819 -Z Bottom 2,732 +Z Bottom 2.732 -Z Bottom 3,819 +Z Bottom 3,819 -Z Bottom 3.819 +Z Bottom 3,819 -Z Bottom 3,819 +Z Bottom 3,819 -Z Bottom 2,049 +Z Bottom 2,049 -Z Bottom 2,049 +Z Bottom 2.049 -Z Bottom 3,187 A Bottom it i 66ring 'S"'fres's Actual I At I lowable -X -X Ratio Moment Stability Ratio Status All units k Sliding Rati Satu " � a -i- _ , _ � ' Status ' - __ - Actual As Philm" Status ln k-ft 0.310 11 .864 OK 0.310 it OK 0,310 11,864 OK 0,310 11 Ail OK 0,310 11,864 OK 0.310 11 ,864 OK 0.310 11,864 OK 0.310 11 .884 OK 0310 11 .864 OK 0,310 11 .864 OK 0,310 11 .864 OK 0.310 11,864 OK 0.310 11.864 OK 0.310 11 .864 OK 0,310 11 . All units k Sliding Rati Satu " � a -i- _ , _ � ' Status ' - __ - Actual As Philm" Status ln k-ft 0.310 11 .864 OK 0.310 11,864 OK 0,310 11,864 OK 0,310 11 Ail OK 0,310 11,864 OK 0.310 11 ,864 OK 0.310 11,864 OK 0.310 11 .884 OK 0310 11 .864 OK 0,310 11 .864 OK 0,310 11 .864 OK 0.310 11,864 OK 0.310 11.864 OK 0.310 11 .864 OK 0,310 11 . OK 0,310 11,864 OK 0.310 11,864 OK 0.310 11,864 OK 0,310 11.864 OK 0.310 11,864 OK 0.310 11 .864 OK 0,310 11.864 OK 0,310 11,864 OK 0,310 11.864 OK 0.390 11,864 OK Z- Z, +1.40D 1167 Z•Z, +1.20440. OLr +1.6131. +1,60H 6,212 Z_Z. +1,20D+O,5Utmr +1,60L+1,60H 6212 X Bottom 0.2592 Min Temp % -X Bottom 13.2592 Ain Te +X Bottom 8.2592 Min Ternn 0.310 19.564 OK 0,310 11.864 OK 133113 11,864 tit h aw � rrvw. w9tdIMI i11fe: 253517th Street E n g ineer Project it3: Denver, CO 613211 Project Desm 303 -7£33 -4797 253517th Stmt Engineer; Project 10: Denver, C O 80211 Project escr: 303- 783 4797 Flexure Axis A Load 0ombination tau Which k -ft Side Pht n Status -ft As Req`d Cvrn. As Actual As in ^2 ln'12 h A2 Z- +1.2083 +1.6OL+0,505 +1.60H 6212 -X Bottom 02592 Min Term % 0310 11,864 OK Z -Z. +1.2013 +9.60L +{3.505 +1.60H 6.212 +X Bottom 62592 Min Tema % 0,310 11,864 OK Z -Z, +1,2083 +1.60Lr+0, 0L 1819 .X Bottom 02592 Min Teruo % 0,310 11.864 OK Z -Z. +1.20D +1.6OLr+0.50L 3,819 +X Bottom 0,2592 Min T p % 0310 11,564 OK Z- Z, +1.20!3 +1.60Lr+0.80WW 2,732 -X Bottom 0,2592 Min Temp % 0.310 11.864 OK Z -Z. +1,20D +1,60Lr 2,732 +X Bottom 02592 Min Tento % 0310 11,864 OK -Z, +1,20D40,50L +1,605 1819 -X Bottom 0.2592 Min Temp % 0.310 11.864 OK Z -Z, +120D4501-460S 3.819 +X Bottom 02592 Min Terno % 0.390 11.864 OK Z- , +1.20#0 +1605+ .8OW 2,732 -X Bottom 0,2592 Min Temp % 0310 11.864 OK -Z, +12013 +1.605+0.80W 2132 +X Bottom 02592 Min Terno ° 0310 19.864 OK Z -Z. +1,2013 +0.50Lr+0.50L +1,60W 3,819 -X Bottom 0,2592 Min Tema % 0.310 11_,864 OK Z- Z. +1,20D +1.60WW 3.819 Bottom 0.2592 Min T % 0,310 11,864 OK -Z, 424 +0.50L+0,505 +1,60W 1819 MX Bottom 02592 Min Temo % 0,310 11.864 WOK Z-Z. +1,2083+0.50L+0.505 +1.6OW 3,819 +X Bottom 02592 Min T % 4,310 11,864 OK Z -Z, +1, 0D+0.50L -+O. 0 -+ 3,819 -X Bottom 0.2592 Min T % 0310 11,864 OK Z -Z, +1.2083+0.5OL+0,20+B 3,919 +X Bottom 02592 Min Two % 0310 11,864 WOK Z -Z. - +0.90D +1:60 1 +1.60H 2,049 -X Bottom 02592 Min Terno % 0.310 11.864 OK Z -Z. +0.9063 +1.60W +1.60H 2.049 +X Bottom 0,2592 bin Terno % 0310 11364 OK Z-Z. +0.9003 +B+1,60H 2.049 -X Bottom 02592 Min Tem % 0.310 11.864 OK Z- Z, - +0,90D+8+1,60 2,049 +X Bottom 0.2592 Min T % 0,314 11.864 OK One Way Shear �' Load Combination, Vu X Vu +1t Vtr 1r Vu Vu tax Phi Vn Vu Phi *Vn Status +1.4080 19.361 osi 19,361 psi 19361 psi 19.361 psi 19,361 psi 120208 osi 01611 OK -1,20D+0,50Lr+1,60L+1,60H 37,738 psi 37,738 psi 37738 psi 37.738 psi 37,738 psi 120.248 psi 0,3139 OK +1,2011 +1,60L+O505 +1.60H 37,738 psi 37'.738 psi 37,738 osi 37,738 psi 37.738 psi 120,208 psi 0,3139 OK +1.2087 +1,6OLr+0,50L 23202os6 23,21}2 psi 23.242 psi 23,202 psi 23.202 osi 120.208 psi 0,193 OK + 1.2080 +1.601.r - UO W 16,595 psi 16.595 psi 16,595 psi 16.595 psi 16.595 psi 120.208 psi 0.1381 OK +12083450L +1.605 21202 osi 23.202 osi 23.202 Iasi 23.202 psi 21202 psi 120208 psi 0.193 OK - +1,2083 +1,605+0,80WV 16.595 psi 16,595 psi 16595 psi 16.595 osi %595Osi 120208 psi 0,3389 OK +'1 „20t3+0,50Lr+0,50L +1.60W 23,202 osi 23,202 psi 23,202 osi 21202 psi 23.202 psi 120,208 psi 0.993 OK +1.20Ci+0.50L4505 +1,60W 23.202 psi 21202 psi 23.242 psi 23.202 psi 23.202 osi 120108 osi 0.193 OK +1,20D450L+0.2OS +6 21202 psi 23,202 osi 21202 psi 21202 psi 23,202 psi 120208 psi 0.193 OK 49001 +1.60W +1,60H 42,446 osi 1244 osi 12,446 psi 32,446 osi 12446 qsi 120.208 psi 0,1035 OK 49080 +8 +1,601 i 92 R .46 psi 12.446 psi 12.446 osi 124=46 psi 120,208 osi 010:35 WOK Punching Shear 418 units k Load Combination- ., �. .w _._, „__,._„ VU ._„ ...___ .. _ , ._ ... _.. Pht*'Vn _. Vu! Phi*Vn Status +1.4083 82191 osi 240,416osi 03415 OK +1.20i3+4,50Lr +3,60L +1.60H 160.049 osi 240.416osi 0.6657 WOK + 1.2013 +1,601.+0.505 +160H 160.049 osi 244.416osi 0.6657 OK +1.2013 +1.60Lr+0.50L 98.402 osi 240,416osi 04093 WOK +1,2087 +1,60Lr-+0,80VW 70.381 osi 240.4161)SS 0,2927 OK 42013+0.501-4605 98.402 osi 240416osi 04093 OK +1.2011 +1,605+0,80W 70.381 psi 2 4.416osi 02927 OK +1.2013+0,50Lr+0.50L +1.60W 98.402 osi 240,416pSi 0.4093 WOK +1.2013+0.548+0,505 +1,60W1i 98,402 osi 240.416asi 0.4093 OK +1.208O+0,50L+0.20 +B 98.402 psi 240,416 osi 0,4093 WOK +0,9031. +1.60WV +1,608-! 52186 osi 240.416osi 0,2196 OK +0,9013 +8 +1.60&1 521136 osi 240, 16p i 4,2196 OK Code Rolemces Calculations per AC 1318-11, 1SC 2012, CSC 2013; ASCE 7-10 Load Combinations Used: ASCE 7 -05 Material Properties Soil Design Values f °c : Concrete 28 day strength &0 iii Allowable Soil 3e iri - 2.50 k f fy : Rebar Yield 80.0 ksi Increase Bearing By oofing Weight _ No Ec : Concrete Elastic Modulus _ 3,1 22.0 ksi Soli Passive Resistance (for Sliding) 250.0 g f Concrete Density - 145.01 pcf ollf do rete Friction Coeff. _ 0,30 cp Values Flexure 0.90 Number of Bars Reinforcing Bar Slzi # Shur Analysis Settings Min Steel % Bending Reinf, 0,850 - increases based on footing Depth Footin base depth be cow soil surf = it Min Allow % Temp Reinf, _ 0,00180 All le pressure increase per foot of depth when footing base is below w k f it Min. Overturning Safety Factor 1.50 :1 Min. Sliding Safety Factor 1,50 :1 increases based on footing plan dimension Add Fig Aft for Soil Pressure Yes Allowable pressure Increase per foot of dept - ksf Use ftg wt for stability, mome nts & shears Yes when ximum length or width is greaten it Add Pedestal Art for Soil Pressure No la Use Pedestal wt for stability, mom 8 shear No Dimension Width parallel to -X Axis - 4,50 ft 19.80 22.01 Length parallel to •2 Axis - 4.50 ft Footing Thicknes 12.0 in k °ft Pedestal dimensions,.. px : par to XA Axis in pz : parallel to 242 Axis in Height m Debar Centerline to Edge of Concrete.. at Bottom of footing - 3,313 in Rincri( i# !L 4 i Ears parallel to X -X Axis Number of Bars 4.0 Reinforcing Bar Size - # 5 Ears parallel to a2 Axis Number of Bars Reinforcing Bar Slzi # 4,0 5 i ..� a y x . •.r_ 6 Bandwidth Distribution Cheek (ACI 1 .4,4.) Direction requiring Closer Separation nt # Bars required within zone n/a # Bars required on each side of zone la A p!!o LoAds P : Column toad 19.80 22.01 k X18 : Overburden k f +-Xk k °ft -zz loft _X k V -z k r^umm c tigntm m , Ulu. t- roiect iurw 253517th Stmt Engineer: Proiect tai: Denver, CO 80211 Project Desoc 333783 -4787 Anonor tngmeenng, inc, vroject i rue: 2535 17th Street Engineer: Project ID: Denver, CO 80211 Project Descr: 303-7834797 i DESIGN SUMMARY +Z .. .... ..... ... Rotation Axis & Actual Sol[ Bi Load Combination— Gross Allowable Xecc zecc - 7 - +Z +Z Min, Ratio thun Applied Capack Governing Load Combination 1-1-11-1— PASS 1-11 . . . .... ............... 0.8836 Soil Bearing ....... 2,209 ksf 2.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning - X-X 0,0 k-ft 0,0 k-ft No Overturning PASS n1a Overturning - Z-Z 0.0 k-ft 00 k-ft No Overturning PASS n/a Sliding - X-X Ok k 0,0 k No Sliding PASS nor Sliding - Z-Z ok k 00 k No Sliding PASS No Uplift 0,0 k Ob k No Uplift PASS 0,7389 Z Flexure (+X) 7.810 k-ft 10,571 k•ft +1,20D+1 A0L+0-50S+1 AOH PASS 01389 Z Flexure (-X) 7,810 k-ft 10,571 k-ft +1, 0D +1,60L+0.50S +1,6011 PASS 07389 X Flexure (+Z) 7.810 k•ft 10.571 k-ft +1,20D+1,60L+0,50S+1,60H PASS 01389 X Flexure (-Z) 7.810 k-ft 10,571 Wt +1,20D+1.60L+0,50S+1,60H PASS 03694 1 -way Shear (+X) 44.40 psi 120,208 psi +1,20D+0,5OLr+1,60L+1.60H PASS 0.3694 1 -way Shear (-X) 440 psi 120208 psi +1,20D 60L+l .60H PASS 03694 1 -way Shear (+Z) 440 psi 120,208 psi +1,20D k0l.+1,601-1 PASS 03694 1-way Shear (-Z) 44,40 psi 120.208 psi +1,20D+O,50Lr+1,60L+1.60H PASS 03371 2-way Punching 201.248 psi 240.416 psi +1,20D+0,50Lr+1,60L+1,60H Detailed Results Soil Bearing +Z .. .... ..... ... Rotation Axis & Actual Sol[ Bi Load Combination— Gross Allowable Xecc zecc - 7 - +Z +Z Civerturnmil, +Z Rotation Axis & 7810 Load Combination— Overtu Moment ------ -- --- moment Footing Has NO Overturning +Z Sliding Stablithy T810 Force Application Axis Bottom Load Combination— slid! g Footing Has NO Sliding 4785 FdUffi�v77�77F77777777 Tension @ As Reifd Gvm. As Flexure Axis & Load Combination k-ft T of or Too JnA2 in A 2 — 1979 +Z Bottom 1979 -Z Bottom 7,810 +Z Bottom 7810 -Z Bottom 7S10 +Z Bottom T810 -Z Bottom 4.785 +Z Bottom 4785 -Z POW 3,410 +Z Bottom &410 -Z Bottom 4,785 +Z Bottom 4,785 -Z Bottom 3,410 +Z Bottom 3,410 -Z Bottom 4.785 +Z Bottom 4,785 -Z Bottom 4,785 +Z Bottom 4,785 -Z Bottom 4,785 +Z Bottom 4,785 -Z Bottom 2.558 +Z Bottom 2,558 Z Bottom 2Z58 +Z Bottom Z558 -Z Bottom 1979 -X Bottom RRERIM Actual As in A 2 02756 02756 02756 02756 02756 0,2756 0,2756 02756 0,2756 0,2756 0,2756 (12756 0,2756 02756 0.2756 0,2756 02756 0,2756 0.2756 0.2756 0,2756 0,2756 0,2756 0,2756 Actual I Allowable -X Ratio Ratio Status All units k PW*Mn Status k•ft %571 OK 10,571 OK 10,571 OK 10,571 OK %571 OK 10,571 OK *571 OK 10,571 OK 10,571 OK 10 57 1 OK 10571 OK 10,571 OK 10,571 OK 10.571 OK 10.571 OK 10,571 OK 10.571 OK 14.571 OK 10,571 OK 14.571 OK %571 OK %571 OK %571 OK 10,571 OK 10,571 OK tta dddx sdctart ddtIIC , lllu� 2535 17th Street Denver, CO 8021 303- 783 -4797 rout ° t dtte: Engineer: Protect IC. Project cr: Z Z +I AOD 1979 +X Bottom Z -Z. +1,20D+Q,50Lr +1,60L +1.60H 7,810 A Bottom Z -Z +1.20D+0, 0Lr +1,60L +1,60H 7.810 +X Bott 0,2592 Min Terno % 0,2756 %571 OK 0,2592 Min T U756 10.571 O 0,2592 Min Terno % 0,2756 %571 OK fin(; x cr ++ +se assn , mQ, 2535 17th Street Denver, CO 80219 303 - 783 -4797 Engineer: Project Descr: Flexors Axis & *.+ Combination MV Which Tensio Sot or '. As Req °d Gvm, As Actual As in ln !n* Project ID� Phrmn Status k -ft Z.Z, +12012 +1,60L+0.50S +1,60H 7,810 A Bottom 02502 Min Tema % 02756 10 571 OK Z -Z. +1,20D +1,60L+0.50S +1.60H 7.810 +X Bottom 02592 Min Tema 0,2756 10,571 OK Z- Z, +1,201) +1,60Lr+0,50L 4,785 .X Bottom 0.2592 Min TemD % 0.2756 10,571 OK Z -Z, +120D +1,60Lr+0.50L 4785 +X Bottom 02592 Min Two % 02756 10,571 OK Z -Z, +1,2007 +9,601-r+0,80W 1410 -X Bottom 0.2592 Min T % 0,27556 10,571 t7 Z -Z. +1,2017 +1,6 U 1410 +X Bottom 0,2592 Min 0.2756 10571 OK Z -Z, +1.20D+0,50L +1.605 4,785 A Bottum 02592 Min T % 02756 10.571 OK Z•Z, +9.2017- +0,50L +1.605 4,785 +X Bottom 02592 Min Terno % 02756 90,571 OK Z -Z +1.20D +1,60S+0.80W 1410 .X Bottum 0,2592 Mine % 0,2756 10,571 O -Z, +1,20D +1,60S+0,80W 3,410 +X Bottom 02592 Min Temo % 0,2756 10,579 OK -Z, +1.20D+0.50Lr+0.50L +1.60W 4,785 -X Bottom 02592 Min Temo 02756 10.571 OK Z -Z, +1, 0D+0,50L,r+0.50in +1.60W 4.785 +X Bottom 0,2592 Min Tem % 0.2756 10.571 OK Z- , +1. 0D+0,50L +0,505 +1,60W 4185 .X Bottom 0,2592 Min TemP % 0,27505 10.571 OK Z -Z. +1,20D+0,50L+0,50S +1.60W 4185 +X Bottom 02592 Min Terno! 0.2756 14,571 OK -Z. +1,20D+0, 0L+0,20S +E 4,785 -X Bottom 02592 Min Term % 0,2756 10,519 OK Z -Z, +1.20D+0.50L+0,20S +E 4.785 +X Bottom 02592 Min Tema' 0.2756 10,571 OK Z- Z. +0.90D+1,60W+1,60H 2,558 A Bottom 0,2692 Min Temo % 0,2756 10571 OK Z -Z. +0.908 +1.60W +'9.60H 2, +X Bottom 0.2592 Min Tema , 0,27566 10311 OK Z -Z. +0,90D+E +1.601-1 2,558 -X Bottum 0,2592 Min Temo % 0,2756 10.571 OK 7 -Z. +0,90D+E +1,64H 2,158 +X Bottom 0.2592 Min Temo % 0,2756 10,571 OK One Way Shear Load Combination— Vu -X Vu . ,+ flu Vu � Vu tNax _ _ .. _Phi Vn u ? Phi *Vn ..... ..... ... . � Status +1 AD 22.618 Psi 22.618 Psi 22.618 Psi 22.618 Psi 22,618 osi 120,208 psi 01881 OK +1.201)+0 50Lr +3 ,601. +1.60H 444 Psi 44,4 Psi 44.4 Psi 44,4 psi 44,4 psi 120,208 Psi 0.3694 OK +1.20D +1.60L+050S +1,60H 44.4 Psi 44.4 psi 44,4 Psi 44,4osi 44.4osi 120,208osi 0,3694 OK, °9201) +1,60Lr450L 27204osi 27,204 psi 27204osi 27,204Psi 27..204 psi 120.208 Psi 0,2263 OK +120D +1.60Lr480W 19387 Psi 19,387 psi 19.387 Psi 19,387 psi 99,387 osi 120208 Psi 0,1613 OK +9,20D+0,50L +1.605 27.204 Psi 21204 psi 27,204 psi 27,204 psi 27,204 psi 120,208 Psi 02263 OK +1,2013 +1,60S+0,80 1 19,387 osi 19,387 psi 19,387 Psi 19,387 psi 19387 Psi 120208 Psi 0.1613 OK +1.20D+0, 0Lr+0,50L +1.60W 27204 Psi 27,204 psi 27204 psi 27.204ost 27,204 psi 120208 psi 0,2263 OK +1,20D+050L+050S +1,60W 27204 Psi 27,204 psi 27.204 Psi 27,204 asi 27,204 psi 120208 psi 0,2263 OK +1.20D +0,50L+0,20S +E 27.204 Psi 27.204 Ds! 27,204 Psi 27,204 Psi 27,204 o i 120208 Psi 0.2263 OK +-00.x[7 +9.60W +1,60H 14,54 Psi 14.54 psi 14.54 Psi 14.54 psi 14,54 Psi 120208 psi 0121 OK +090D+E +1.60H 1454 14,54 Psi 14,54 Psi 14,54 Psi 14,54 psi 120.208 Psi 0,121 OK Punching hear ,ps � _ Ali units k Load Combination Vu . _.. _ Phi*Vn m, ..._,_.., _ _. .._...,. Vu 1 Phi *Vn _._._....._ ..m,.. Status +1 AD 102,521 Psi 240,416osi 0A264 OK +1,20D+0,50Lr +1,60L +1.60H 201,248 Psi 240,416 si 03371 OK +120D +1,60L+0.50S +1,601•# 201.248 osi 240.41 0.8371 G +1,2013 +1.60Lr+0,50L 123304 Psi 240,416 Psi 0,5129 OK +1.20D 460L r+0.80W 87,875 Psi 2404 6Psi 03655 OK +12017 450L +1,605 123304 psi 24416osi 0.5129 OK 420D +1.60S+0,80W 87,875 qsi 240A16PSi 03655 OK +1,20D+0.50Lr450L +1,60W 1233N Psi 24416Psi 0,5129 OK +II0D- +0,50L +1, 0W 123.304 psi 240,416Psi 0,5129 OK +1,20D+0,50L+0,20S +E 123304 asi 240A16osj 0,5129 OK +0,9002 +1.60W +1.60H 65.906 Dsi 240,416 Psi 0,2749 OK +0,90D +E +1.60H 65,906 Psi 24416osi 0,2743 OK Description: PF.2 Armor engineering, ins. project ! itle; 2535 97th Street En ner: Project 110: Denver, CO 80219 Pre act pescr; 303 - 7834797 Calculations per A l 318 -11, IBC 2012, CBC 2013, A xCB 7 -10 Lead Combinations Used: SAC -05 2 Re General tdtortnatio t 4 1, k6 Material Properties Soil Design Values f"c : Concrete 28 day strength - 5.0 ksi Allowable Soil Bearinr� - 2.50 ksf fy : Reber Yield 60.0 ksi Increase Suing By Footing Weight No Ec : Concrete Elastic Modulus 3,122.4 ksi Soil Passive Desistance (for Sliding) - 250.6 p f Concrete Density 145.0 not WI/Concrete Friction Sent, 0.30 Values Flexure 4:410 Shur 4:650 increases based on footin Depth Analysis Settings Footing base depth be ow soli surface = ft tin Steel o Bending Deint = Allowable pressure increase per foot of dept! ksf Min Allow % Temp ieinf. _ 0.40184 when footing base is below - it Alin. Overturning Safety Factor 1,50 :1 , x.m Bandwidth Distribution Check (ACI 15.4.4.2) Alin. Sliding Safety Factor 1.50 1 Increases based on footing plan dime Add Ftg Vet for Soil Pressure Yes Allowable pressure increase per foot of dept = list Use fig wt for stability, morrients & shears Yes when maximum length or width is grea ter* It ,Add Pedestal tit for Sail Pressure No Use Pedestal wt for stability, morn & shear No Dimensions Applied Loads Width parallel to X-X Axis - 4.50 ft Length parallel to Z_Z Axis - 4:50 it _< w LC.. .,_. Footing Thicknes 110 In e. H , P: CC?1Utnn Load f 2 Re 4 1, k6 Bars parallel to -X Axis Number of Bars 400 Reinforcing Bar Size If 5 Bans parallel to Z-Z Axis Number of Bars Reinforcing Bar Size 4.4 5 M g� i+WDF11. , x.m Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation rata ff Bars required within zone nta ff Bars required on each side of zone nia Applied Loads ' _< w LC.. .,_. w .. .. ......a .. .........._... e. H , P: CC?1Utnn Load 22.0 k OB : Overburden ksf iwxx k - ft M -zz k-ft V -X k V-z k Ancrror tngineenng, inc, Project I aw 253517th Street Engineer: Protect 10: Denver, CO 80211 Project Descr: 303-783-4797 DESIGN SUMMARY +Z Bottom 3,979 -Z Bottom Min. Ratio Rem Applied Capacity Governing Load Combination PASS H836 - -- - -------- - ---- Soil Bearing --- 2,209 ksf 2,50 ksf +D+L+H about Z•Z axis PASS n/a Overturning - X-X 0.0 k-ft 0,0 k-ft No Overturning PASS n/a Overturning - Z-Z 0,0 k-ft 0,0 k-ft No Overturning PASS Wa Sliding - X-X 0,0 k ok k No Sliding PASS n/a Sliding - Z-Z Ok k Ok k No Sliding PASS n/a Uplift 0.0`k' 0.0 k No Uplift PASS 0,7389 Z Flexure (+X) 7,810 k-ft 10,571 k-ft +1.2013 +1,60L+0. 05 +1.60H PASS 01389 Z Flexure (-X) 7,810 k-ft 10.571 k-ft +1,20D+9 ,60L-0,50S+1,60H PASS 03389 X Flexure (+Z) 7,810 k-ft 10,571 k-ft +1,200 +1 k0L .60H PASS 0,7389 X Flexure (-Z) 7,810 k-ft 10,571 k-ft +1,2013 +1,60L+0,50S+1 .60H PASS 03694 1 -way Shear (+X) 44,40 psi 120,208 psi +1,200+0,50Lr+1,60L+1 BOH PASS 0,3694 1-way Shear (-X) 440 psi 120208 psi +1 20D-+0,5OLr+1,60L+l .60H PASS 0,3694 1-way Shear (+Z) 44,40 psi 120,208 psi +1 20D+O,5OLr+1,60L+l .60H PASS 03694 1-way Shear (-Z) 44.40 psi 120,208 psi +1,20D+0.50Lr+1 .60L+1 .60H PASS 0.8371 2-way Punching 201,248 psi 240.416 psi +1,200-+0,50Lr+1 .60L+1 .601-1 Detailed Results ... ..... . . . .... ----- - -- - ------- Soil Bearing . ... . .. ............... ... Rotation Avis A Actual WI Bearing Stress Actual I Allowable Moment Reslatiq Memerit Stability Ratio Status All units k Gross Allowable Xect; Zetc +Z +Z -X -X Ratio .. . .... ....... ..... ---- -- ---------- Footing Flexure Flexure Axis & Load Combination Mu i @ As Req*d Gvm. As rp? W2 mA2 3,979 +Z Bottom 3,979 -Z Bottom 7,810 +Z Bottom T810 -Z Bottom T810 +Z Bottom 7,810 -Z Bottom 4185 +Z Bottom 4785 -Z Bottom 3,410 +Z Bottom 3,410 -Z Bottom 4785 +z Bottom 4,785 -Z Bottom 1410 +Z Bottom 1410 -Z Bottom 4,785 +Z Bottom 4,785 -Z Bottom 4785 +Z Bottom 4785 -Z Bottom 4,785 +Z Bottom 4785 -Z Bottom 2,558 +Z Bottom 2.558 -Z Bottom 2,558 +Z Bottom Z558 -Z Bottom 3,979 A Bottom Actual As JnA 2 0,2756 0,2756 0,2756 0.2756 0,2756 01756 0,2756 02756 02756 02756 02756 02756 02756 0,2756 02756 0,2756 0,2756 0,2756 0,2756 0.2756 0.2756 0.2756 0,2756 02756 02756 Phr`Mn Status k-ft 10.571 OK 10.571 OK %571 OK 10,571 OK %57l OK %571 OK 10,571 OK 10,571 OK 10,571 OK %57l OK %571 OK 10,571 OK 10,571 OK 10-571 OK 10,571 OK %571 OK *571 OK 10,571 OK %571 OK 10,571 OK 10,571 OK 10,571 OK 10,571 OK 10,579 OK 10.573 OK Uescriplion: rt-le A()CnOf tngineenng, inc. 2535; Street Denver, SO 80211 303783-4797 +X Bottom -x Bottom -I-x d Bottom Prolect l 0.2592 Min Temo % 0,2756 %571 OK 0.2592 <n km % »^ 0,2756 %571 OK 0,25 Min Terno % y 027 '10,571 OK Anchor Engineering, Inc. Hroject i [tie: 253517th Street Engineer: Proiect ID: Denver, CO 80211 Project Descr: 303 - 783.4797 Footing Flexure Flexure Axis S Load Combination Mu Which Toris3oii As R q d Cure As „ n A ai A Phs bra 41 � Status Rift Side? SotorT 2 jn .. ._i�r ,._,., .._.. ,.... . .._w ...,._ ._- _ .. Z- Z. +1.20D +1.601 -- 4505 +9 ,60H .,.,..... e_, _ 7,810 _�..., . -X Bottom 0.2592 Min Terno ° 02756 10,571 O OK Z -Z, +1,20D +1,60L+0.50S +1,60H 7.890 +X Bottom 02592 Min Terno % 02756 10.571 14,571 OK Z #Z. +1.201) +1,6OLr+0.50L Z1. +1,20D +1,60Lr+0,50L 4.785 4,785 -X Bottom +X Bottom 0.2592 Min T % 02592 Min Teruo % 0.2756 0.2756 10,571 OK Z•Z, 120D +1.60V+0,80W 3.410 -X Bottom 0,2552 Min Temo % 0.2756 90,571 0.2756 10.571 O OK -Z, +1.2003 +1.60Lr+0.80W Z -Z, +1.220D+0.50L +1.605 3,410 4.785 +X Bottom -X Bottom 0,2592 Mine % 02592 Min Temp % 0,27561 10571 OK -Z, +1 20I34500. +1.605 4.785 3.490 +X Bottom Bottom 0,2592 Min Temo 6 0.2592 Mira Tem % 0.2756 10.571 0.2756 10,571 OK OK -Z. +1.20D +1,60S+0.80W -Z, +1,24D +1.60S+0,80W 3,410 -X +X Bottom 0,2592 Min TemD 0.2756 30671 OK Z•Z. +1.20D+0.50Lr+0.50L +1.60W 4185 -X Bottom 0,2592 Min Tema % 02756 90.571 0.2756 10.575 OK OK Z -Z, +1.20D+0,50Lr+0,50L +1.60W Z.Z. +1,20D+0.50L+0,50 +9,6t9W 4.785 4.785 +X Bottom xX Bottom 02592 Min Tema % 0.2592 Mira Temp % 0.2756 90.579 OK - +1.20D+0.50L+0.50S +1,60W 4185 +X Bottom 0.2692 Min Two % 0,2756 30,572 0,2756 10.571 OK OK Z -Z, +1,20D+0,50L+0.20S+E -Z, +1.20D+0,50L+0.20S +E 4..785 4385 -X Bottom +X Bottom 0.2592 Min Temp % 01592 Min Temp % 0,2756 10,572 OK Z-Z., *0.9017 +1,60W +1.60H 2,558 2.558 -X Bottom +X Bottom 0.2592 Min Temp % 02592 Min Temp % 02756 14,571 0.2756 10,571 OK OK -Z, +0,9069 +1.60W +2.60H Z -Z. +0 90 -0,60H 2,558 -X Bottom 0.2592 Min Two % 0.2756 10,571 OK Z -Z. +0,9013 +E +1,601-11 2,558 +X Bottom 0.2592 Min Temp % 0,2756 10.571 OK One Way Shear Load Combination Vu Vu q � y +;t vu -Z V +Z V Max Phi Vn . Vu i P i*Vn Status +1.40D 22.618 os6 22.618 psis 22,618 osi 22,6118 psi 22,618 psi 120, psi 0,1882 OK +120D+0 50Lr+ -1.50L +1,601~1 44.4 psi 44.4 psi 444 psi 44.4 psi 444 44.4 psi 920208 psi 44.4 920.208 psi 173694 0,36944 OK OK +12009 +1,601.450S +1.641-1 +1,20€9 +9.60Lr 44.4 psi 27.204 p81 44,4 psi 27104 Ds! 444 psi psi 27204 psi 27204 psi psi 21204 psi 920208 psi 02263 OK +1.20D +1,64Lr+0,80W 19,387 Ds! 27,204 19.387 psi 27,2044 psi 19,387 psi 19387 psi 27,204 psi 27,204 psi 19,387 psi 324208 osi 27,204 p8i 1202418 psi 0,1613 0,2263 OK ELK +1,2069 - +0.501. +1.605 +120D 464S+4.80W psi 19.387 psi 19.387 psi 19387 psi 19,387 psi 19.387 psi 120.208 psi 0.9613 OK OK +9,20D+0,50Lr+0,50L +1.60W 27204 psi 27204 27.204 psi 27.204 27: psi 27,204 psi 27204 psi 27.204 psi 27.204 psi 120.208 psi 27,244 psi 120,208 psi 0,2263 4.2263 OK +1,20D+0,50L+0,50 +1.60W +120D+0.50L+020S+E psi 27,204 psi psi 27.204 psi 27,204 psi 27204 psi 27,204 psi 120208 psi 0,2263 OK +0,90D- +1.60W +1,60H 14.54 psi 14.544 psi 94.54 14.54 p 0 14.54 psi 14,54 psi 14,54 ps6 14,54 psi 120,208 psi 14.54 psi 120.208 psi 0 0.121 OK OK 40.00D +B 4601-1 14,54,asi psi AtIriils Punching Shear �' Load Combination..._ _ VU Phi*Vts _ , _._ .._ . _ . Vu ! Phi*Vn Status .. , , . .. +1400 102,521 psi 240,416psi 0.4264 OK OK +1.20D+0.50Lr +1.60L +1,60H 201148 psi 240,416psi 43371 OK +1.20D +1,60L+0.50S +1,60H 201248 psi 240A16psi 03371 OK +1 20D +9,60Lr+0,50L 123304 psi 240.416psi 4.5129 OK +1.20D +3.641,x - +4301x1 87,875 psi 240,416psi 0,3655 06129 OK +120D -4501. 4605 123,304 psi 24416psi OK +1.2009 +1.60S+0,80W 87.875 psi 240,416ps1 0.3655 4.5129 OK +1.20D+03,5OLr+0,50L +1,60W 123304 psi 240,416psi 0,5129 OK +1.20D+0.50L- +4,505 +1,60W 123,304 psi 240.416p a 0,5129 OK - +110D+030L+020 +0 123304 psi 240.416D 02741 OK - 490D +1,60W +9.010 +4) ,90D +E +1,60H K906 psi 65.906 psi 240,416osi 240A16Dsi 01741 OK Ancnor tnglneenng, inc. erolect r rite: 253517th Street Engineer: Protect It1: Denver, CO 80211 Project Descr 303 -783 -4797 Code Refer ; Calculations per A 1 318 -11, IBC 2012, CBC 2013 AS 7 -10 Load Combination Used: A SCE 7 -05 Bars parallel to X-X Axis Ge neral nfor rtaition Number of Bats Material Properties Soil Design Values f c : Concrete 28 day strength 5.0 ksi Allowable Soil Bearing - 2.50 ksf f : Reber Yield - C.t3 ksi 3,122,0 lacrosse Bearing By Footing Weight No 250.0 c : Concrete Elastic Modulus _ ksi Soil Passive Resistance (for Sliding) - pcf Concrete Density 145.0 pcf Soil/Con Friction Coeff, 0,30 cp Values Flexure 0.90 Shear Analysis Settings 0.850 Increases based on footing Depth ootin base depth kr soil surface = ft Min Steel ding Peinf, - Ail a e pressure increase per toot of deptl= ksf Min All % Temp Reinf, 0.00180 when footing Is below - it Min. Overturning Safety Factor _ 1,50 : Bars required on each side of zone Min. Sliding Safety Factor 1.50 :1 Increases based on footing plan dimension Add Fig M for Soil Pressure Yes Allowable pressure increase per foot of dept - ksf Use Itg w t for stability, moments & shears Yes whe maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No P ' Column Load - 1920 Use Pedestal wt for stability, morn & shear No k OB : Overburden Dimensi ksf Width parallel to X-X Axis = 6.0 it Length parallel to Z-Z Axis 6n O it Footing Thickrs _ 16,0 in t Reinfore Bars parallel to X-X Axis Number of Bats TO Reinforcing Bar Size _, If 5 Bats parallel to Z-Z Axis Number of Bars Reinforcing Bar Size - 7 5 9' K"� Bandwidth Distribution heck (ACI1 AA.2) Direction Requiring Closer Separation nla If Bars required within zone nla Bars required on each side of zone rrta A ,plied Lolard ., .._ .,... r'. .,.... _ ._. _,..,..,, v, �w. v _ . , .. w.,. a .... ..v ,- -._... .., .e H.w ... P ' Column Load - 1920 0.0 54.30 k OB : Overburden ksf -xX _ k -ft M -zZ 0 V X k, -z _ k DESIGN SUMMARY - Min, Ratio Item Applied CaPAC4 Governing Load Combination , FAIL 1.005 ... , . Soil Bearing .....,_.._ ,..,.. 2,513 ksf .., ,_. 2.50 ksf +D +L +H about _Z axis PASS n!a Overturning - X-X 0,0 k-ft 0,0 k -ft No Overturning PASS nfa Overturning - -Z 4.0 k-ft 0,4 k -ft No Overturning PASS nta Sliding _ X-X 0.0 k 0,0 k No Sliding PASS nla Sliding - Z -Z 0.0 k 0,0 k No Sliding PASS nla Uplift 0.0 k 0.0 k No Uplift PASS 0,8267 Z Flexure ( +X) 96,784 k-ft 20.302 k -ft +110D+4.0Lr +130L +1,60H PASS 03267 Z Flexure ( -X) 16,784 k-ft 20.302 loft +1.20}+0,50Lr +1.60L+1.60 PASS 0.8267 X Flexure { +Z} 96:764 k-ft 20.302 k-ft +1.200+0. 0Lr+1.00L +1.60H PASS 0,8267 X Flexure ( -Z) 16,7€14 k-ft 20.302 k- +120D+0.50Lr +1.60L +1.60 PASS 03872 1 -way Shear (+X) 46,548 psi 120.208 psi +1.20D+0.50Lr +901, +1,6011 PASS 03872 1 -way Shear {•X) 46.54E psi 920208 psi +1.20D+0,50Lr +1,6 L+1 B41 PASS 03872 1 -way Shear +Z) 46,548 psi 1220,208 psi +1,20D+0. t1Lr +9.60L°+19 60H PASS 03872 1 -way Shear ( -Z) 46,548 psi 120208 psi +1.20D+0,50Lr +1,60L +1.60H PASS 0,8434 2 - way Punching 202.756 psi 240.416 psi +1200+0,501-r+1 k01-4601-1 Detailed Results Soil Searinr3 Rotation Axis Actual Soil Gearing Stress Actual l Allowable Load Combination- Gross Allo ble Xecc Zecc_ +Z +Z -X aX . _ Ratio Overturning Stability Rotation Axis Load Combination... Overturn lnS rent Reslsti anent Stability Ratio Status Footing Has NO Overturning Sliding Stability ' i�,. All units k Force Application Axis Load Combination Sllditt Force RlsgnS Force slidinS SaFerRatret Status Fooling Has NO Sliding Footing Flexure , .. . Flexure Axis Load Combination Mu Which 'tension As Re'd "2 * +vrn. As Actual As Phi 1=1n Status "2 in' k-ft k-ft Side ? Sot or Top ? !n in ... .... ... X -X. +1.40D 4578 +Z Bottom 0.3456 Min Temp % 0,3617 20,302 OK X -X, +1.40D 4578 mZ Bottom 0,3456 Min Temp % 0.3617 20,342 OK X- X, +1,20D+4.50Lr +1.60L +1.64H 96.764 +Z Bottom 03456 Alin Temp % 0,3617 20.302 OK X• +1.20D+0,50Lr +1.60L +1.60H 16184 -Z. Bottom 0,3456 Min Temp % 0,3617 20.342 OK . X -X, +1200 +1.601-4505 +154H 16.784 +Z Bottom 0,3456 Min Temp % 0,3697 20302 OK X'X. +1.200+9,641.+4.505 +1.60H 16.784 -Z Bottom 0,34566 Min Terno % 03617 20.302 OK - X, +1.200+ 1.64Lr+0,50L 7,043 +Z Bottom 0,3456 Min Ternp % 03617 20302 OK X - X. +1.200 +9,6OLr+0,50L 7,943 -Z Bottom 0,3456 Min Tema % 0.3697 20302 OK X -X, +1.200 +1, 0Lr+0,80W 3.924 +Z Bottom 0,3456 Min Temp % 03617 20.302 OK X- X, +9 200+- 1.60Lr480W 3,924 -Z Bottom 0.3456 fain Tame % 0.3617 20302 OK X -X. +1.20D+0.54L +3.605 7.943 +Z Bottom 0.33456 Min Temp % 0.3617 20,302 OK X -X, +1,200+0501-+1,605 7,943 -Z Bottom 03456 Min Temp % 0.3617 20.302 OK X^X. +1.20D +1.60S+0.80W 3,924 +Z Bottom 0,3456 thin Temp % 0,3697 20,302 OK X-X, +1.200 +1.60S+0,80W 3.924 -Z Bottom 03456 lain Temp % 03617 20.302 OK X -X, +1.20D+0,50Lr+0.50L +1.60W 7,943 +Z Bottom 0,3456 fain T rrno % 4,3617 20302 OK X -X, +1.20D+0,5OLr+O.50L +l .60W 7.943 -Z Bottom 0,3456 lain Tem % 03617 20 302 OK X_X +1.20 +0, 0L+0,50S +1,60W 7.943 +Z Bottom 0.3456 Min Temp % 0,3617 20,302 OK X•X, +1,20D+0.50L+0,50S +1,60W 7943 -Z Bottom 793456 Min Temp % 0.3617 20302 OK ®X, +1.20D+0,50L+0,20S+E 7.943 +Z Bottom 03456 Min Temp o 0.3617 20.302 OK X -X, +1.20D+0,50L+0,20S+ 7,943 -Z Bottom 0.3456 Min Temo % 4,3617 20342 OK X -X, +0,900 +1, 0W +1,60H 2.943 +Z Bottom 0.3456 Min Temp % 0.3637 20,302 OK X -X, +0.94D +9.60 7 +1.6 H 2.943 -Z Bottom 0.3456 Min Temp Q 03617 20,302 OK XX +0.90D+E +1.601-1 2.943 +Z Bottom 0.3456 lain Temp % 03617 20,302 O X -X, +0.94D +E +•1.60H 2,943 -Z Bottom 03456 Min Temp % 0,3617 203722 OK Z -Z, +-9.4770 4.578 -X Bottom 0,3456 Min Temp % 003637 20,302 OK Ancnor tngineenng, inc, i -rotec t o me: Protect iD. 253517th Street Engineer. Denver, CO 80211 Project Descr: 303 -783 4757 253517th Street Denver, CO 30211 303 - 733 -4707 rnuj t t me; Engineer* Protect Descr Project ti3. -Z, +1,40 3 4.576 +X Bottom 03456 M in Temp 0,3617 20.302 OK Z -Z. +1.20 .5OLr +1. QL +1,6011 16:754 A Bottom 0,3456 thin Temp % 0.3617 20.332 OK Z -Z. +1,201 .50Lr +1.6 L +1.601"1 16.764 +X Bottom 0.3456 Min Temp % 0,3617 20302 OK , tngineering, €nc, vroject i nw 253517th Street Enginee Project ID. Denver, CO 80211 Protect Desor. 303 - 7834797 Flexure Axis S toad Combination Abu Which Tension @ As eq *d Gvm, As Actual As Phi *tin Status . _. _.. .. ._,.._ _... k -ft Side ? Bot or Top ? _..._,_ ... in "2 W w_.. , .. - .- - - .� xnA2 k Z-Z +1.20D +160L++0.50S +1.60H 16,784 - Bottom 0.3456 Min Temo % 0,3617 20.392 OK Z - Z. +1210D +1.60L+0,50S +160H 16.754 +X Bottom 03456 Min Temo % 03617 20302 OK Z -Z. +1.201? +1.60Lr+0.50L 7,943 -X Bottom 03456 Erin Te o % 03617 20302 OK Z•Z. +1.20D +1.601-r+0,501- 7.043 +X Bottom 03456 Min Temo 0,3617 20,302 OK ZZZ, +1.20D +1.60Lr+0.80W 1924 -X Bottom 0,3456 Min Term % 0.3617 20301 OK Z -Z, +1.20D +1.60Lr+0,80W 1924 +X Bottom 03456 Min Two 03617 20.302 OK Z -Z. +1.20D+0, 0L +1.605 7.943 -X Bottom 03456 Min Tema 03617 20302 OK Z -Z, +120D+0.50L +1,605 7,943 +X Bottom 03456 Min Terno % 03617 20.302 OK' Z -Z, +1.2013 +1,6QS+0,80W 1924 -X Bottom 0.3456 Min Two 03617 10.302 OK Z -Z. +1.2013 +1,600S+0.80W 3,924 +X Bottom 03456 Odin Teruo ° 03617 20.302 OK Z -Z, 0.20D+0.50Lr+0,50L +1.60W 7,943 _X Bottom 0.3455 Min Term % 03617 20302 17 -Z, +1,20D+0,50Lr +0.50L +1,60141 7.943 +X Bottom 0.34456 Min Tema % 0,3617 20,302 OK Z Z, +1. 0D+0.50L+0,50S +1,60W 7,943 -X Bottom 0.3456 Min Temo % 0,3617 20.302 OK Z -Z, +1,20D+0,50L+0.50S +1,60W 7.943 +X Bottom 0 „3456 Min Tema % 0,3617 20.302 OK Z•Z, +1,20D+0.50L40,20S+E 7.943 -X Bottom 0.3456 Min Teruo ° 03617 20302 OK Z - Z, +1.20D+0.50L+0.20S+E 7,943 +X Bottom 03456 Min Temo % 03617 20.302 OK Z -Z, +0,90D +1.60W +1.60H 2.943 A Bottom 0,3456 Min Tema % 0,3617 20.302 OK Z -Z, +4.900 +1.60W +1.60#3 2.943 +X Bottom 0.3456 Min Teerno % 0.3617 20302 OK Z -Z, +0.90D +E +1.60H 2,943 -X Bottom 0.3456 Min Teruo % 0,3617 20302 OK Z - +0 90D +E +1,60 943 +X, Bottom 0,3456 Min Two 03617 20.301 OK One Way Shear ., : Load Combination 11 Vu +X Vu Vu + Vu :Max ax Phi Vn Vu t #phi *Vn Status +1.40D 12.696 osi 12.696 osi 1Z696 osi 12.696 osi 12,696 Dsi 120.208 osi 01056 OK +1,20D+0.50Lr +1,60L +1.60H 46548 osi 46,548osi 4548 psi 46,548 osi 46.548 osi 120,208 osi 0.3872 OK +1.100 +1.601 - 4505 +1,60H 46.548 psi 46,548 osi 46548 osi 46.548 osi 46.548 osi 120.208 oSi 03872 OK +1,20D +1.60Lr +{3,50L 22.018 o f 22,028 psi 21.028 osi 22,028 psi 22.028 osi 120208 osi 0.1832 OK +1.20D +1.601-r +0,80W 10,883 osi 10,883 osi 10,883 oSi 10.883 osi 10.883 psi 120.208 osi 0.09053 OK +120D +0,50L +1.60S 22.428 osi 22,028 osi 22.028 es! 22.028 osi 22.028 psi 120,208 osi 0.1832 OK +1.2013 +1,60S+0,80W 10,883 oS 10.883 osi 10.883 osi 14,883 o f 10.883 psi 120,208 osi 0.09353 OK +1.20D +0,50Lr+0.50L +1,60W 22,028 osi 22,028 osi 22.028 osi 22,028osi 22,028os 120208 osi 0,1832 OK +1I0D+0,50L 7505 +1.60W 22.428 osi 22,028 osi 22.428 osi 22,028 osi 22.428 Dsi 120208 osi 0,1832 OK +1.2017 +0.50L+0,20S+E 22.028 osi 22.028 osi 22.028 osi 22,028 osi 22.028 osi 120208 osi 0,1832 OK +0.90D +1,60W +1.60H 8162osi 8,162 osi 8,162 osi 8,162 osi 8162os 120,208 osi 0.0679 OK , *0,90D+ , E+l ,60H 162 osi 8162 osi 8.162 psi 8.162 osi 124108 osi 0.13679 OK Punching Shear All units k Load Combination... VU ._.. Phi Vn Vu 1 Phi'Vn Status + +1,40D 55304 osi 240,416osi 023 OK +1.20D+0.50Lr +1,60L +1.60H 242.756 osi 240,416osi 0,8434 OK +1.20D +1.60L+0.50S +1.60H 202.756 psi 240.416osi 0,8434 OK +1.20D+1,60Lr- K3.50L 95.951 o f 240,416osi 0.3991 OK +1.20D +1.60Lr+0.80W 47.403 osi 240,416osi 0.1972 OK +1.20D +0,50L +1,605 95.951 osi 240416ps 03991 OK +120D +160S+0,80W 47.403 osi 240,416osi 0.1972 OK +1,20D+0,50Lr+0.50L +1,60W 95.951 osi 240,416Dsi 03991 OK +1.20D450L+0,50 +1,60W 95,951 osi 240.416osi 03991 OK +1.20D+0.50L+0.20S +E 95.951 osi 240,416osi 03991 OK +0,90D +1,60W +1,60H 35,552 osi 240.416osi 01479 OK +0.900 +E +1 ,60H 35.552 osi 240.416osi 01479 OK is Description: PF_3 Code Refe rences „ .�.... ..... _..�w ___...w. ._.._._.. Calculations per CI 318 - 11„ IBC 2012, BC 2013, A aC 7 -10 Load Combinations Used: ASCE 7 -0 Material Properties Soil Design Values Fc ; Concrete 28 day strength ° - 5.0 ksi Allowable Soil Bearin 2.50 ksf fy : Reber Yield - 60,0 ksi increase Bearing By Footing Weight No Ec : Concrete Elastic Modulus 3,122.0 k l Soil Passive Desistance (far Sliding) - 250.0 pit Concrete density = 1 45.0 pcf Soil /Concrete Friction Coeff. = 0.30 €p Values Flexure - 0.80 Shear Analysis Settings 0,8 increases based can footle Depth Min Steel % Bending Reinf. ' _ Footin base depth be cw soil surf w Ali a e pressure increase per foot of deptl= it kst Min Allow % Temp Reinf. 0.00180 when footing base is below it Min. Overturning Safety Factor 1.50 ;1 Min. Sliding Safety Factor 1,50:1 increases based on footing plan dimension Add Fig Vet for Soil Pressure Yes Allowable pressure increase per foot of dept - ksf Use ftg wt for stability, moments & shears Yes when maximum length or width is greater4 it Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, morn & shear No Dimension Width parallel to X-X Axis = 0,0 it Length parallel to Z-Z Axis 8:0 it , Footing 7hicknes - 18.0 in Pedestal dissensions.., px : parallel to X-X Axis in pz t parallel to Z -Z Axis in _ Height in h Reber Centerline to Edge of Concrete.. at Bottom of footing - 3,313 in_...,'�.:v,_ Rei Bars parallel to X -X Axis Number of Bars 7 «0 Reinforcing Bar Size # 5 Bars parallel to Z-Z Axis Number of Bars - Reinforcin Bar SW 7 # 5 �.� � ,� " 4` .n 'AA—' .. ,�.,. X .. ° BandWdth Distribution Check (ACi 15.4.4,2) Direction Requiring Closer Separation n/a Bars required within zone n/a #Bar r }( eg jj uirr yey+d� n e ach side of zone n/a 3. : . D ..................... :.:. ... der ...,.....: ._...._„, ...,.., .v"' ........« ,r......... ,.. `.,. , >...... r .. _ ..,....._. .: .... e,,.a..,... ..:. .. ..., P: Column Load 11320 0,0 8430 k OB . O verburden ksf M -xX Wt -zz loft x k Vz k Anufior ran nee ring, inc, mojeoi i tue: 253517th Street Engineer: Protect ID: Denver, CO 80211 Project Descr: 303-7834797 DESIGN SUMMARY +Z Bottom 4,578 • Bottom Min. Ratio Item Applied Capacity Governin g Load Combination FAIL 16,784 +Z Bottom 2,50 ksf +D+L+H about Z-Z axis PASS n/a Overturning - X-X 0,0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - ZZ 0,0 k-ft 00 k-ft No Overturning PASS n1a Sliding - X-X 0.0 k 0,0 k No Sliding PASS n/a Sliding - Z-Z 0,0 k 00 k No Sliding PASS n/a Uplift Ok k 0.0 k No Uplift PASS 08267 Z Flexure (-f-X) 16,784 k-ft 20,302 k-ft +1 . 0D+0,50 r +1 60L+1 MH PASS 0.8267 Z Flexure (-X) 96.784 k-ft 20,302 k-ft *1,20D+0,50Lr+1,601. +1 MH PASS 0V67 X Flexure (+Z) 16,784 k-ft 20,302 k-ft +1,20D+0.50Lr+1 60L+1 MH PASS 0V67 X Flexure (Z) 16184 k-ft 20,302 k-ft +1 20D+0.5OLr+l 60L+1,60H PASS 0,3872 9 -way Shear (+X) 400 psi 120.208 psi +1,20)4050Lr+1,60L+1 MH PASS 0.3872 1 -way Shear (-X) 46,548 psi 120,208 psi +1,20D+0,50Lr+1 kk+l Mill PASS 03872 1 -way Shear (+Z) 46;548 psi 120,208 psi +1,20D PASS 0,3872 1 -way Shear (1) 46,548 psi 120,208 psi +1,20D+0,50Lr+1,601. +1 PASS 0L8434 2-way Punching 202.756 psi 240,416 psi +1,20D4-0MLr+1 : 60L+1,601­1 Detailed Results ...... ..... . Rotation Axis & Load Combination— Gross Allowable Xecc Zecc Force Application Axis Load Combination... Slid! Footing Has NO Sliding Footing Flex ure Flexure Axis & Load Combination Me Which 4 Top k-ft Side ? Bot I �. 078 +Z Bottom 4,578 _Z Bottom 16,784 +Z Bottorn 16,784 -Z Bottom 16,784 +Z Bottom 16,784 -Z Bottom 7,943 +Z Bottom 7.943 2 Bottom 3,924 +Z Bottom 3,924 -Z Bottom 7,943 +Z Bottom 7.943 _Z Bottom 3S24 +Z Bottom 3,924 -Z Bottom 7,943 +Z Bottom 7,943 -Z Bottom 7,943 +Z Bottom 7.943 _Z Bottom 7,943 +Z Bottom 7.943 -Z Bottom 2,943 +Z Bottom 2,943 -Z Bottom 2 943 +Z Bottom Z943 -Z Bottom 4Z78 _X Bottom Gvm. As Actual As 1nA 2 in Ratio Status All units k Status PhI*Mn Status k-ft Anchor Engineering, Inc. vroject t isle: 2535 17th Street En ineer: Project ID: ec Denver, CO 80211 Pro t Descc 303-783-4797 Z -Z. +1400 4.578 +X Bottom 0,3456 Min Terna Tern % 0,3617 Z -Z. +1.20D 0.50Lr +1:601. +l BOO 16.784 A Bottom 0,3456 Ain Teruo % 03617 Z -Z. +1,20D+0.50tar +1:601 +1.6011 16.784 +X Bottom 0.3456 Min Terms % 03617 20.302 OK 20,302 OK 20302 O Anencr tngtneenng, Inc, f-rojecl I Isle: 253517th Street Engineer: Project 80; Denver, CO 80219 Project Dencr: 303- 783 -4797 xncnor trsgsneersng, snc, s-ro3ect s me: 253517th Street Engineer: P roiect ID Denver, CO 80211 Project Descr: 303 - 7834797 Footing Flexure Flexure Axis S Load Comb ination a which k-ft Side ? A s Rett`d Gvrn, As ? in ' in "2 Actual As Phi *Mn 'ssIA2 kaft Status Z- Z' +1.20D +1k0L+0,50 i +t,60H 16784 X Bottom 0,3456 (gin Temp % 03617 20,302 OK Z -Z. +1.24D +1.60L+0.50S +1.60 16784 +X Bottom 0.3456 Min Term % 03617 20.302 OK Z -Z, +1.20[1 +1.6OLr+0,50L 7,943 -X Bottom 03456 Min Tern n 03617 20.302 OK -Z. +1.2OD +1.6OLr+O.5OL 7,943 +X Bottom 0 „3456 Min Te % 113617 20.302 OK Z-Z +1.200 +1,6OLr+O.8OW 3,924 -X Bottom 03456 Min Te % 0.3617 20342 OK -Z, +1.2011 +1.6OLr+O,8OW 1924 +X Bottom 0,3456 Min TemD a 0,3617 20.302 O -Z, +1.20D+0,50L +1.6 S 7.943 -X Bottom 0.3456 Min Two % 0,3617 20302 OK -Z +1,2OD+O.54L +1,6OS 7,943 +X Bottom 03456 Min Ter no % 0.3617 20302 OK Z -Z, +1.20D +1.60S+0,80W 1924 -X Bottom 0,3456 Mint Tome % 0.3617 20302 OK Z -Z, +1,20D +1,6OS480W 1924 +X Bottom 0.3456 Min T % 03617 20,302 OK -Z, +1,2OD+O,5OLr+O.5OL +1,6OW 7.943 -X Bottom 0,3456 Min T % 0,3617 20302 OK Z -Z. +1.20D+O. OLr+0,50L +1.60W 7.943 +-X Bottom 0.3456 Min Tem % 03617 24302 O -Z, +1, 20D40,50L+0.50S +1.60W 7,943 -X Bottom 03456 Min Turns % 03617 20342 OK Z- Z, +1.20D+0. 4L- +0,50S +1,6O 7.943 +X Bottom 0,3456 Min T % 4.3617 20302 OK Z -Z. +1.20D+0.5 L+O.20S+E 7,943 -X Bottom 03456 Min TernD % 03697 203132 OK ZZ -Z, +1.2OD+O,5OL+ +0,205 +E 7,943 +X Bottom 0.3456 Min Ternn % 03617 20.302 OK Z- Z, +O.9OD +1,60W +1.6OH 2.943 _X Bottom 0,3456 Mist Terno % 03617 203302 O Z -Z. +0.90D +1,60W +1, OH 2.943 +X Bottom 0.3456 Miry Temo % 0.3617 20.302 OK Z -Z, +O.9OD+E +1.6OH 2,943 -X Bottom 0.3456 Min Temo % 43617 20302 0)K Z -Z, +O.9OD +E +l 201.1 2,93 +X I Bottom 0.3456 Min Teruo % 03617 20302 0)K One lay Shear Load 0ostrhination... V Vu 10 Vu .__ �Q. Vu V - _ .� i Phi Vn_ V f Phi V :Max _ ..n_. Status ... +1,4OD 12.696 osi w _ .m 12.696 psi 12,696 psi 12,696 osi 12.696 psi 120248 osi 0.1056 OK +1.20D+0,50Lr +1.60L+1.60H 46548 osi 46.548 psi 46,548 osi 46,548 osi 46.548 osi 120208 osi 0.3872 OK +1.2O0+1.6O1-+01.5OS 46OH 46Z48 osi 46.548 psi 46.548 psi 46.548 osi 46.x48 osi 120.208 osi 03872 OK +1, 2OD +1.6OLr+O,5Ot. 22.028 osi 22,028 osi 22028 Dal 22,028 osi 22,028 osi 120,2O8 osi 13,1832 OK +1.20D +1.60Lr+0.80W 10.883 psi 10.883 psi 10.883 osi 10,883 psis 101,883 osi 120.208 osi 0.09053 OK +1.2ON0,5O1.4605 22,028 osi 22.028 ps`s 22,028 psi 22.028 osi 22.028 osi 120.208 osi 0.1832 OK +1220D +1.605+0.80W 10,883 osi 10,883 osi 10.883 osi 10,883 osi 10.883 osi 120.208 osi 0,09053 OK +1.2OD+O.5OLr+O,5OL +1.6OW 22.028 osi 22,028 osi 22028 osi 22.028 osi 2 2,028 osi 120.208 osi 0,1832 OK +1.2OD45OL+O.5OS +1,6OW 22.028 psi 22.028 psi 22.028 osi 22.028 osi 22,028 osi 120.208 psi 01.1832 O +1.20D+O.5OL+O,2OS +E 22,028 osi 22.028 psi 22,028 osi 22,028 osi 22,028 osi 120.208 psi 0.1832 OK +O9OD +1.6OW +1.6OH 8.162 osi 8.962 osi 8.162 osi 8.162 psi 8,162 psi 120208 osi 0.0679 0)K + ,9OD +E +1.6OH 816 R s 8.162 osi 8162 osi 8,162 osi 8, 162 osi 120,208 psi 0.0679 0? Punching shear All units k Load Combination _ ......_.... . _.. , . _ _ .. _. V!1w.ro _.. Ph * Vn..._ -__ ... Vu ! Phi *Vn Status +1.4OD 55.304 osi 24O416osi 4,23 OK +1.20D-+O.5OLr +1,60L +1.60H 202756 osi 24O,416osi 0,8434 OK +1 20+1.601-+O OS• +1,6OH 202,756 osi 240,416o i 4,8434 OK 0,20+1 ,601-r+0501. 95,951 osi 24OA16osi 0.3991 OK +1,2001 46OLr+O.80W 47.403 osi 240,41 si 0.1972 OK +1.2OD4035OL +1,6OS 95.951 osi 24O.416osi 0.3991 OK +1,20D+1. OS48OW 47403 osi 24416osi 0.1972 OK +1, 20D+O,5OLr+0.50L +1,60W 95,951 osi 24O.416psi 0,3991 OK 0 .200- 4501.+O.5OS +1,60W 95,951 osi 240, 1 osi 03991 OK +1.2OD+O.5OL+O.2OS +E 95.951 osi 240,416 p i 03991 OK +0,9O0- +1.6OW +1,6OH 35.552 osi 240. 1 osi 01479 OK +4,901D- +EE +1,60H 35.552 osi 240,416Dsi 0.1479 Oil Description: PF -3 C ode ftfexettces Calculations per ACI 318-11, ISC 2012, CEIt3 2013, ASCE 7-10 Bars parallel to 10 -30 Axis Load Combinations Used `A aC -05 GonetAl 1616 Atio ,. ,, . 7 Material Properties Boll Design Values Reinforcing Bar Size # fc : Concrete 25 day strength - 5.0 ksi Allowable Sall Bear +n g 2.501 ksf V Debar Yield - 50.0 ksi incre Bearing By Poofin Weight o c . Concrete Plastic Moduius - 5,122 "0 ksi ;ell Passive Resistance (for Sliding) _ 2%0 pet Concrete Density , 145.0 pcf Soil/Concrete Friction Coeff. 0.30 Values Flexure 0.90 5 "� E � � � Shur Analysis Settings 0.550 increases based on foot Depth Fooffn base depth w soil surface - 0.0 It Alin Steel Bending Reim, All il pressu "increase per foot of deptl= 03.0 kst Min Allow Temp Rein[ 0,001030 when footing base is below 0.0 it Min, Overturning Safety Factor 1.50 :1 nta Min, Sliding Safety Factor 1.503 :1 Increases based on footing plan dimension It Bars required on each side of zone Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of dept 0.0 ksf Use fig wt for stabil moments & shears Yes when maximum length or width is greater4 0.0 It Add Pede stal Wt for Sail Pressure No Use Pedestal wt for stability, mom & shear No W E D P: Column toad 31,20 0.03 303.50 12.70 Width parallel to X-X Axis _ 5.50 ft> 0.0 k OB : Overburden = Length parallel to 2 -2 Axis 5.503 it 0.0 03.0 Footing Thicknes 14.0 in 03,0 0.0 0.0 0.0 a . 00 in 0.0 in 03,0} in 3,513 in R einforcing Bars parallel to 10 -30 Axis Number of Bars _ 7 Reinforcing Bar Size # 5 Bars parallel to 7.2 Axis Number of Bars 7 Reinforcing Bar Sizr _ # 5 "� E � � � `� Z Bandwidth Distribution Check (ACC 15A .2 � mx " �r "� �� � u�° Direction requiring Closer Separation n/a Bars required within zone nta It Bars required on each side of zone rata AP 0 Lr L 3 W E H P: Column toad 31,20 0.03 303.50 12.70 0.0 0.03 0.0 k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 03.0 0,0 ksf -xx 03,0 0.0 0.0 0.0 0�0 0.0 0;0 k -ft M - zz 0.0 0,0 0,0 0,0 0.03 03.0 0.03 k - ft -x 0.01 0 0.0 0.0 0.03 0.03 OI O k -z 0.03 0 ^0 0.0 0,0 0.0 0.03 C1.0 k RNMamm nk ewv+ Ca isi #west ama, 111k,, nuJeca P 8 te, 253517th Street E ngineer: Project i0?: Denver, CO 303211 Project pescr: 3013 - 753 4797 DESIGN SUMVA0,YV',I'- +Z Bottom 6.356 -Z Min. Ratio Item Applied Capacity Governing Load Combination PASS 0,9096 Sol) Beating 2,274 ksf 2,50 ksf +D about Z- PASS n/a Overturning - X-X 0.0 k-ft 0,0 k-ft No Overturning PASS n1a Overturning - Z-Z Ob k-ft U k-ft No Overturning PASS n1a Sliding - X-X 0,0 k U k No Sliding PASS n1a Sliding - Z-Z 0.0 k 0,0 k No Sliding PASS n1a Uplift O.O k U k No Uplift PASS 6.6659 Z Flexure (+X) 32.361 k-ft *562 k-ft +1,20D+1 60L+0,50S+1,60H PASS 0.6659 Z Flexure (-X) 12361 k 18,562 k-ft +1 2013 +1.60L+0,50S PASS 4.6659 X Flexure (+Z) 12,361 k-ft 18,562 k-ft -0,200? +1.60L+0,50S+1,60H PASS 6.6659 X Flexure (-Z) 12.361 k-ft 18.562 k-ft +1,20D+l 60L+0.50S+1,60H PASS 03888 1 -way Shear (+X) 46.734 psi 120,208 psi +1,201? +1,60L+0,50S+1,600 PASS 03888 1 -way Shear (-X) 46.734 psi 120208 psi +1,20D+1,60L-+0,50S+1,60H PASS 03888 1 -way Shear (+Z) 46.734 psi 120,208 psi +1.200 +1.601 - .50S +1.66ff PASS 03888 1-way, Shear (-Z) 46,734 psi 120,208 psi +1 20D+1,6OL PASS 0.8754 2-way Punching 210A50 psi 240.496 psi +1.200 +1,60L-+0,50S+1,60H Detailed Results ------ ------ Soil Bearing Rotation Axis & -------- -------- Actual $oil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc m +Z +Z -X X Ratio ... .. ...... Oww , hurfln kiiihilthi Rotation Axis & Load Combination- Overturtlin.0 Moment Footing Has NO Overturning 9201 =1 A 6,356 +Z Bottom 6.356 -Z Bottom 11,568 +Z Bottom 11. -Z Bottom 12,361 +Z Bottom 12,361 -Z Bottom 7,360 +Z Bottom 7,360 -Z Bottom &448 +Z Bottom 5.448 -Z Bottom 9.90 +Z Bottom 9.90 -Z Bottom 7,988 +Z Bottom 7.988 -Z Bottom 7,360 +Z Bottom 7,360 -Z Bottom 8,154 +Z Bottom 8,154 -Z Bottom 7,678 +Z Bottom 7.678 -Z Bottom U86 +Z Bottom 4.086 -Z Bottom 4,086 +Z Bottom 4,086 -Z Bottom 6,356 -X Bottom ME Gvm. As Actual As W2 irvA2 All units k yRatlo Status Phl*Mn Status k-fl 03945 18.562 OK 03945 18,562 OK 0,3945 18,562 OK 0,3945 18,562 OK 03945 18.562 OK 03945 18,562 OK 03945 18,562 OK 0,3945 18,562 OK 0,3945 98,562 OK 0,3945 18,562 OK 03945 18562 OK 0.3945 18,562 OK 03945 18.562 OK 0,3945 18,562 OK it 18,562 OK 0,3945 18.562 OK 0,3945 18.562 All units k yRatlo Status Phl*Mn Status k-fl 03945 18.562 OK 03945 18,562 OK 0,3945 18,562 OK 0,3945 18,562 OK 03945 18.562 OK 03945 18,562 OK 03945 18,562 OK 0,3945 18,562 OK 0,3945 98,562 OK 0,3945 18,562 OK 03945 18562 OK 0.3945 18,562 OK 03945 18.562 OK 0,3945 18,562 OK 03945 18,562 OK 0,3945 18.562 OK 0,3945 18.562 OK 03945 18.562 OK 03945 18.562 0K 0.3945 18,562< OK 03945 18.562 OK 03945 18.562 OK 0,3945 18,562 OK 03945 18.562 OK 03945 18,562 OK Anchor tngtneenng, rric, i-roject i rue: 253517th Street Engineer: Project ID: Denver, CO 80211 Project Descr: 303-783-4797 Z- Z, +IAOD 6,356 Z-Z, +1.2013+O,6OLr+lk0L+1,601~# 11.568 Z- Z, +1,20D+0,5OLr+1.60L+9.600 11,568 +X Bottom - X Bottom +X Bottom 18,562 OK 16.562 OK 18,562 OK Ancnor tngineenng, inc, t-rojecl � lue; 1 2535 17th Street En s neer. Proled 0i Denver, CO 80211 Pro ect Descr: 303-783-4797 Anchor Engineering, Inc, Project I ale: Project 117: 2535 17th Street En in er: Denver, CO 84219 Project Descr: 303 -783 -4797 Foo ting Flexure 4 u which Tension 1 As Req "d Gum As Actual As Phi*Mo Status Flexure Axis S Load Combination _F Side ? Sot or Top ? W2 in" in ' " Z -Z, +120L7 +1,60L+0.50> +1.60H 12.3611 -X Bottom 4,3024 Min Tema % 0.3024 tin Temo 4.3945 18,562 03945 18,562 OK OK Z- -Z, +1,2017 +1.60L450S +1, 01-i Z -Z, +1.20 1 +1,60Lr+0.50L 12369 7360 +X Bottom -X Bottom ++ 0.3024 Min Temp 03945 18.562 OK O Z -Z. +1.200 +1.60Lr+0,50L 7360 +X Bottom 03424 Min TemD % % 0.3945 18.562 0,3945 18.562 OK Z -Z. +1200 +1.601-r480W Z +1.20#3 +1.64Lr+0,80YV 5.448 5.448 -X Bottom +X Bottom 0.3024 Min Temp 0,3024 Win T % 03945 18,562 OK -Z, Z -Z, +1.20D+0.50L +1.605 9,90 -X Bottom 0,.3024 Min Temp 0.3945 18,562 03945 18 562 £7K OK Z - Z, +1.201)+0.50L +1,605 9.90 7,988 +X Bottom X Bottom 0.3024 Min TemD % 0.3024 Min Temo 0,3945 18,562 OK Z Z. +9.2013 +1,60 +0,80W ZwZ. +1.20E? +1.605+0.80V 7,988 +X Bottom 0.3024 thin Temo % 0.3945 18.562 18.562 OK OK Z ^Z, + "1.2017+0,50Lr+0,50L +1,60W 7.360 -X Bottom 0.3024 Min Temp o 0.3024 Min Teruo % 0,3945 0.3945 16,562 OK Z -Z, +1,20D+0.50Lr+0.50L +1,60W Z +1,2017+0, 0L450S +9.601 7.360 8154 +X Bottom -X Bottom €1.3024 Min Temp % 03945 18.562 OK -Z, Z Z. +1.2017+0.50L+0.50 +1.60W 8,154 +X Bottom 0,3024 Min Teruo % 0,3945 18.5662 0,3945 18.562 OK OK Z -Z, . +1. 0D+0.50L+0,20S+E 7.678 7,678 -X Bottom +X Bottom 0,3024 Min Temp % 0,3024 thin Temo % 03945 38.562 OK Z -Z. +1,2017450L+0 20S+E Z -Z. +0,9013 +1, 0W +160H 086 -X Bottom 0,3024 Min Temo % 0,3945 18.562 OK OK Z -Z, +0.90#9 +1,60W +1 .60H 4,086 +X Bottom 0,3024 Min Temo iii "terra % 0.3945 18.562 0.3945 18,562 OK Z -Z, '+0.9087 +E +1,60H Z -Z, +0.90 +E +3. 0H 4,086 4.086 -X Bottom +X. Bottom 03024 Min 0.3024 Min Tema % 0.3945 38,552 OK One Way Shur Load Combination... Vu � � �� - - -- . Vu 0'� _. ,.Vu � _.. VU: Phi Vn Vu l Phi *Vn " Status .. +1,400 - ..__.._. 24.428 osi 2028 osi ,24.028 psi 24,028 osi 41733 24.028 osi 120,208 osi 01999 41733 psi 120.208 psi 03638 OK OK +1,2087+0.50Lr +1.601. +1 ,60H +1200 +1.60L+0,50S +1,60H 43733 psi 46.734 osi 43.733 osi 46734 osi 43.733 osi osi 46.734 psi 46734 psi 46334 osi 120.208 psi 0,3888 OK +1.2069 +1.601-r+050L 27,826 psi 27,826 Dell 20.596 27,826 psi 27.826 psi 20,5% osi 20.596 osi 27,826 psi 1217208 psi 02315 20,596 osi 120108 osi 0.1713 OK OK +1,2009 +1,60Lr+0.80 +1.2010+4.501-+1,606 20.591~1 osi 37,429 osi psi 37,429 osi 37,429 osi 37.429 psi 37.429 Dei 120208 psi 0,3914 0,2512 OK OK +1,2009 +3,60S+0.80W 30.198 osi 27326 30198 psi 27.826 osi 30.198 osi 30.198 psi 27.826 osi 27.826 Del 30.198 osi 120,208 osi 27,828 osi 120,208 DS"i 0,2315 OK +1,2017+0.50Lr+0.50L +1.60 V +1,2017+0,501-+0,505 +1,604V osi 30.827 osi 30,827 psi 30.827 osi 30.827 us! 30.827 osi 120,208 Dsi 0.2564 0,2015 OK OK +9.2067+0.50L+020S +E 29,026 psi 15,447 29,026 osi 15,447 psi 29.026 psi 2 Dsi 15,447 psi 15.447 osi 29.026 os i 120.208 osi 15.447 osi 120,208 osi 0.1285 OK +0.9087 +1.601 +1.60H +0,90D+&+ -1,60H psi 16,4, 2 pss 5.447 osi 15,447 ps1 15.447 psi 155,447 esi 120208 osi 0,1285 OK All units k Punching Shear . .._ . Load Combination... ." .,.. . .��, Phi °Vet,_ .. _ . _ Vulphi *Vn.__ Status _.. +1,4017 �. "_..._.�u_... 108202 psi 240,416Dsi 04501 031131 OK OK +1.20D40,5OLr +1,60L +1,60H 196,937 osi 210.45 240,416asi 240.416Dsi 0,8754 OK +1.20£3 +1.601 - 4505 +1.60H +3 2067 +160Lr+0.50L osi 125,305 psi 240,416asi 0.5212 17 17 +3 201? +1.60Lr+030W 1 92.745 Dsi 168,54E 240.416osi 240.416osi 0.3858 0.7011 OK +3.2017+0,501- +1.605 +1.201? +', psi 135.988 psi 240,436D i 0,5 OK CK -+1 200+0,50Lr+0,50L +1.601 125.305 osi 240.416p e 4,5212 0,5774 1 K +1,2087+0,50L+4,50S+-1,60W 138.818 psi 130.71 40,416D i 240A16 osi 4.5437 OK +1.2t7C3+0,50L+0.2C}S+E .+0.90t7'+1,60VV +1.60H osi' 69.558 osi 240,416Dsi 02893 OK C7K + :0 . 901} + E + 1,60H 69.558 psi 404416D i 0.2893 t Code R'etlrls; _ Bars parallel to -X Axis Calculations per A l 310 -11, IBC 2012, B 2013, SCE 7-10 7 Reinforcing Bar Size # Load Combinations Used: ASCM 7 -05 Bars parallel to 2 -2 Axis Number of Bars General thformi Reinforcing Bar Siza # 5 Band%vidth Distribution Check (ACI 154.42) Material Properties Direction Requiring Closer Separation Sail Design n 1 aloes Bars required within Zone fc , Concrete 28 day strength - 5.0 ksi Allowable Soli Beanna� - 2.50 kst fy , Reber Yield - 60.0 kst increase Bearing By Footing Weight No Oc , Concrete Elastic Modulus 3 ksi Soil Massive Resistance (for Sliding) _ 250.0 pid Concrete Density 145,0 pct Sort Crete Fraction Coed, - 0.30 ya Values Flexure 0.00 Shur 0.050 Increases based on footing Depth Analysis Settings Footing base depth below sail surface - 0.0 it Min Steel % Bending Reinf, Allowable pressure increase per foot of deptl= O.0 ksf Min All % Temp Reinf, 0.00180 when footing base is below 0.0 it Miry. Overturning Safety Factor 150: 1 Min. Sliding Safety Factor 9.50 :1 increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of dept = 0.0 ksf Use fig wt for stability, moments & shears Yes when maximum length or width is greaten 0.0 it Add Pedestal !fit for Soil Pressure No Use Pedestal wit for stability, morn & shear No Dimensions Width parallel to dX Axis 5.50 ft Length parallel to 2.2 Axis = 5.50 it Footing Thicknes - 14,0 in 0:0 in 0.0 in 0.0 in 3,313 in lnfQ�''tn� Bars parallel to -X Axis Number of Bars 7 Reinforcing Bar Size # 6 Bars parallel to 2 -2 Axis Number of Bars 7 Reinforcing Bar Siza # 5 Band%vidth Distribution Check (ACI 154.42) Direction Requiring Closer Separation nle Bars required within Zone n1a # Bars required on each side of zone nda Anolied Loads' P : Column Load 1B : Overburden -xx M -Z V - x 31.20 0.0 30.60 12.70 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0c0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0. 0 0,0 0 ,0 � �VK ei f a Ri 0.0 0.0 0.0 k 0.0 0.0 0,0 ksf 0.0 0.0 0.0 k -ft 0.0 0.0 0 0 k -ft 0:0 0.0 0,0 k 0,0 0,0 0.0 ffilmim Ancnor tngineenng, Inc, r°ruteut mtur 2535 17th Street Engineer: Proiect I0: Denver, CO 30291 Project Oescr: 303- 783 4797 ...:,.. � �VK ei f a Ri 0.0 0.0 0.0 k 0.0 0.0 0,0 ksf 0.0 0.0 0.0 k -ft 0.0 0.0 0 0 k -ft 0:0 0.0 0,0 k 0,0 0,0 0.0 ffilmim Ancnor tngineenng, Inc, r°ruteut mtur 2535 17th Street Engineer: Proiect I0: Denver, CO 30291 Project Oescr: 303- 783 4797 ffilmim Ancnor tngineenng, Inc, r°ruteut mtur 2535 17th Street Engineer: Proiect I0: Denver, CO 30291 Project Oescr: 303- 783 4797 D ESIGN SUMMARY v tOverturninS Moment + Min, Ratio Stein Applied Capacity Governing Load Combination PASS 0,9096 Solt Bearing 2274 ksf 250 ksf +i740.750L+4 750E+0.5250E +H about Z- PA S n/a Overturning - X-X 0.0 k -ft 0.0 k -ft No Overturning PASS nda Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS nta Sliding - X-X 0.0 k 0.0 k No Sliding PASS No Sliding - Z-Z O.O k 0 °0 k No Sliding PASS nta Upiift 0.0 k 0.0 k No Uplift PASS 0.6659 Z Flexure ( +X) 12,3611 k-t# 18.562 k -ft +1,2010 +1,60L450S +1.6011 PASS 0.6659 Z Flexure ( -) 12.369 -ft 18.562 k -ft +1,2003 +1,60L+0,50S +1$01 PASS 0.6659 X Flexure ( +Z) 92.364 -€t 18,562 k -ft +1.2003 +1.60L - +0,505 +1.60F PASS 0.6659 X Flexure (-) 12.361 k -ft 18,562 k -ft +9100 > +1.60L+450S +160H PASS 0,3888 1 -way Shear ( +X) 46.734 psi 124208 psi +1200? +1.60L+030S +9 601 PASS 0.3888 1 -way Shear ( -) 46734 psi 320208 psi +1,20D +9 °60L+0,50S+1.60H PASS 03888 9- ay, Shear (+Z) 46:734 psi 120208 psi +1,20D +3.60L+0S0S460H PASS 03888 1 -way Shear ( -2) 46.734 psi 120208 psi +1, 0D +i,60L- +0 °50S +1,60H PASS 0.8754 -way Punching 210450 psi 240.416 psi +1.2010 +1 Z01- X0:50 +1. 0H Detailed Result 7.360 +Z Bottom 0.3024 Soil Bearing 0.3945 X - X. +1,200 +9.6OLr+0.50L 7,360 .Z Bottom Rotation Axis lain Tema % 03945 X -X, +1.20D +1,60Lr+0.80 Actual Soil Bearing Stress Actual f Allowable Load Combination- , . � .. Gross Altovable . e _ _Xpct . . p c.. . .._. +Z - . _ _ .. + .: .. „ . ._, _ _ .-X Ratio ii , Load Combination Status tOverturninS Moment R estiittnS Moment bzaufloy Footing Has NO Overturning OK 98.562 O 18.5612 OK 18,562 Sliding Stability " OK 18,562 OK 18,562 OK Force Application Axis OK 18.562 OK 98,562 OK 18.562 - Load Combination- 98,562 S S Ford 18.562 ReslstlnS force Siidlnt� a Footing Has NO Sliding 98.562 ' OK 98.562 OK 18,562 OK Footing Flexure �t; .:.... OK ,... _..,, .. Flexure Axis & Load Combination M u Which "tension .,..r As Req "d Pxvrn. As Actual As In" in 18.562 k -h __.. - _ t _ Brit or Top ? ___ ........ _ . in°2 _.a... -X. +1.4003 6356 +Z Bottom 0.3024 Min "feint? % 0,3945 X-X, +1,400 6:356 -Z Bottom 0.3024 Win Tema % 0.3945 -X, +1.200 }+4.5OLr +1.601-+1.60H 19.56+8 +Z Bottom 0.3024 Min Terra % 03945 X - X, +1.2003+0.50Lr +1.60L +1.60H '11. - Z Bottom 0,3024 lain Temo % 03945 X -X, +1.2003 +1.601-+4.505 +1.60H 12,361 +Z Bottom 0.3024 Min Temp % 0.3945 X -X. +1,200) +1,60L+0.50S +1.60H 12,361 -Z Bottom 0.3024 Min Temo % 0,3945 X -X. +1,208 +1 °601-i+0501- 7.360 +Z Bottom 0.3024 Sin Temo % 0.3945 X - X. +1,200 +9.6OLr+0.50L 7,360 .Z Bottom 03024 lain Tema % 03945 X -X, +1.20D +1,60Lr+0.80 5.448 +Z Bottom 03024 Min Temp % 03945 X- +1.2003 +1,6OLr+03,80tiy 5.448 -Z Bottom 0.3024 Min Teruo % 03945 X -X., +1.200+0.501- +1:605 9,90 +Z Bottom 0.3024 Min Tema % 0.3945 X -X, +1,200+0.50L +1,605 °90 -Z Bottom 03024 lain Teruo a 03945 X -X, +1.200 +1.60S+0.80W 7.988 +Z Bottom 03024 Min Temo % 0,3945 X -X. +1.2003 +1,60S+0.80W 7.988 -Z Bottom 03024 Min Teruo 03945 X -X. +1,2003+0 °5OLr+0. 0L +1.60W 73600 +Z Bottom 0.3024 Min Temo % 0.3945 X-X, +1,2003+O,5OLr+0,50L +1.6OW 7.360 - Z Bottom 0.3024 Min Tema % 0,3945 X -X, +11013+0 °50L450S +1,60W 8.154 +Z Bottom 0,3024 thin 7erno % 03945 X-X, +1 20th- i0.50L+4. 0S +1.6a0W 8,154 -Z Bottom 0,3024 Min Tema % 0,3945 X -X, +4 200+0,50L+0.20S + 7.678 +Z Bottom 0:3024 Min Teruo % 03945 X -X, +1.2003+0.50L+0.20S +F 7.618 ,Z Bottom 03024 Min Tema % 0.3945 X -X, +4.9009 +1.60baf 4601 4.086 +Z Bottom 0,3024 Min Tema o 0,3945 X -X, +0.900 w1,60 tt +1;60H 086 -Z Bottom 03024 Min Temo % 0,3945 X -X, +0.900} +E +1.60H 4, +Z Bottom 0.3024 Min Teruo 0,3945 X -X. +0,900} +E +1.60H 4,086 -Z Bottom 03024 Min Temp % 0.3945 Z -Z, +1,40D 6356 -X Bottom 0.3024 Min Temo % 0,3945 Phi *Mm Status kcft 18.562 O 98,562 OK 98.562 O 18.5612 OK 18,562 OK 18.562 OK 18,562 OK 18,562 OK 18,562 OK 18.562 OK 98,562 OK 18.562 - OK 98,562 OK 18.562 OK 18.562 OK 98.562 ' OK 98.562 OK 18,562 OK 18,562 OK 18,562 OK 98.562 OK 18.562 O 18.562 OK 18,562 OK 18.562 OK Ancnor tngineenng, Inc. t- ro#ect i iue °: 253517th Street Engineer: Proiect ID: Denver, CO 80211 Project Descr: 303 - 783 -4797 aq + slot» a� y»» ,: ,:Bottom « : . y 11,568 ° Bottom \ 18,562 OK 18562 OK ?m< 92 « <» <w< OK time tngineenng, inc. r9 w , a«!hl Str »- Engineer: Project ID»© Denver, CO 80211 . . Project msG: . . 304»7 Anchor Engineering, Inc, Hrolect i tue: 253517th Street Engineer: Project ID: Denver, CO 80219 Project Descr; 4t M Flexure Axis Load Combination Mu Which Tension As RaWd vm s Actual s Phi mn ^2 k.8 Stages -ft Side ? Sot or Top ? InA2 3nA2 in Z_Z, +1.20D+1.60L+0.505 +1,60H 12351 -X Bottom 0.3024 Min Temp % 9,3945 98,562 OK OK Z -Z. +1.20D460L+0.505 460H 12361 +X Bottom 03924 Min TeM % 03945 18,562 OK Z -Z, +120D +1.60Lr450 7.360 -X Bottom 0,3024 Min Temo % 0.3945 18,662 OK Z -Z. +1.20D +1,60Lr+0.50L 7,360 +X Bottom 03024 Min Temp ° 03545 18.562 OK Z -Z. +1.200} +1.60Lr+0A0W 5.448 -X Bottom 03024 Min T ° 03945 18,562 OK Z -Z. +1,20D +1,60Lr+0.80W 5,448 +X Bottom 0,3024 Min Term % 0.3945 18.562 OK Z -Z, +1,20D+0.501 9.90 -X Bottom 0.3024 Min Temo % 03945 18.562 -4605 Z- Z, +1.20+0,50L 4605 9.90 +X Bottom 03024 Min Temo % 0,3945 18.562 OK OK Z -Z, +1. 0D +1.605+0,80W 7.988 _X Bottom 0.3024 Min Term % 0.3945 18,562 Z_ -Z, +1,20D +1,605+0.80W 7,988 +X Bottom 03024 Min T 03945 18 „562 OK 03K -Z. +1.20D+0,50Lr+0,50L +1.60W 7360 -X Bottom 030124 Min Temo % 03945 18.562 OK Z -Z. +1.20D+0.50Lr+0,50L +9.60W 7.360 +X Bottom 030124 Min Temo % 03945 18,562 OK Z -Z, +1,20D+0,50L+0. 05 +1,60W 8,154 -X Bottom 0.30124 Min Two 0.3945 18.562 OK Z - +1 20D40.50L +0.505 +1,60W 8.154 +X Bottom 03024 Min Temo % 0.3945 18.562 03945 18562 OK Z -Z. *1, 0D+0, 0L+0, 0 +E Z -Z. +1.20D+0.50L-+1,20S +E 7,678 7.678 -X Bottom +X Bottom 0,3024 Min Te 0.3024 Mira Terno % 43945 18.562 OK Z -Z +4.90D +1,60W +1.60H 4,086 -X Bottom 0,3024 Min Temo % 03945 98.5112 OK OK Z -Z. +1),90 D +9.60W +1.60H 4.086 +X Bottom 0,33024 Mira Temp a 0.3045 18,562 OK Z-Z, +0.90D+E +1,64H 4,086 -X Bottom 0,3024 Min Tem % 03945 18.552 O Z- Z, +0,90(3+ +1.60H 4 .0 6 + Bottom 0.3024 Min Temp % 0.3945 18,562 One tray Sher Goad Combination... VU Vu +X VU -Z Vu Vo max Phi Vn Vu States .. +1,40D 24.028 psi 24.028 ost 24.028 osi 24.028 osi 24.028 osi 924208 psi 01999 OK +1.20D+0.50Lr +1.60L +1,60H 41733 psi 43.733 osl 43733 psi 43,733 ost 43.733 psi 120.208 psi 03638 OK +1.20D +9.601 4505 +1.60H 46.734 psi 46,734 psi 46134 osi 46.734 osi 46734 osi 120.208 osi 03888 OK - +1.20D +1,601-r , 4501- 27326 psi 27VI!i psi 27.826 psi 27.826 osi 27.826 osi 120,208 psi 0.2315 OK +1.20D +1,60Lr+O,80W 20.596 osi 20,596 osi 20,596 osi 20,596 osi 20,596 osi 120.208ost 0,9793 OK 4 0D+11,50L +1.605 37.429 us! 37.429 osi 37,429 osi 37.429 osi 37.429 psi 120208 osi 03114 OK p�1.20D +1,605+0.80W 0,198 osi 30.198 osi 30.198 osi 30.198 osr 30,138 psi 120.208 psi 0.2512 K +1.20D+0.50Lr+0,5OL +1.60W 27..826 osi 27,826 psi 2"7.826 psi 27.826 psi 27.826 psi 124,208 osi 0.2315 OK +1,20D- +0,50L+0.505 +9 30.827 osi 30327 osi 30,827 psi 30.827 osi 30,827 psi 120208 esi 0.2564 OK .60W +1,200 29.026 psi 29.026 psi 29..0213 psi 29.026 Iasi 29.026 psi 120,208 psi 4.2415 O +0,90D +1,60W +9.60H 15.447 psi 95.447 psi 15447 osi 15.447 osi 15.447 esi 920,208 psi 01285 OK +0.90D +E +1.60H 15,4 47.I7si .447 psi 95.447 osi 15.447 esi 15.447 osi 120,2088 osi 0.9285 OK ttnhin jar Ali units k .. Goad Combination.,. _.. . ! .. . PhrVn .. . . - Vu f Phi +Vn Status +1,40D 108.202 psi 240,416rasl 0.4501 OK +I.20D+0.50Lr +1,60L +1.60H 196.937 osi 240.416osi 0.8191 OK OK +9.209 +1.60L+0.505 +1.60H 290,45 psi 240A1 os€ 0,8754 OK +1.20D +1,60Lr+0. 0L 125,305 psi 240.41 osi 0.5212 OK +1200 +1.60Lr480W 92145 osi 240,416osi 0,3858 OK +1,20D+0.501.+1,605 168.548 osi 240,416osi 0.7019 OK +1,20D +1.605+0,80W 135. psi 240.416osi 4.5656 DEC +:1,20D +0,50L +9,600 925.305 psi 240.49 psi 0,5212 OK +1, 0D+0.50G+0. 05 +1.60W 138.818 osi 240,416osi 0.5774 OK +1, 20D+4,50L+020S+E 130.79 osi 240 16osi 0,5437 OK 490D +1.60W +1.60H 69.558 osi 240,416osi 0.2893 OK +0.90D +E +1.60H 69.558 osi 240,416os9 01893 303 - 7839797 A 41 City of " Wheat dge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29 Ave December 2, 2014 Zoning Info, Inc Attn: Theresa Bohn 3555 N.W. 58 Street, Suite 400 Oklahoma City, OK 73112 RE: Site 34550 (7340 W. 44` Avenue) Dear Ms. Bohn: Wheat Ridge, CO 80033 -8001 P: 303.235.2846 F: 303.235.2857 Please allow this letter to serve as verification of zoning compliance for the Wheat Ridge Town Center North Apartments proposed to be built at 7340 W. 44 Avenue. The property is located within the corporate limits of the City of Wheat Ridge, Colorado. Below are responses to your specific inquiries: 1) What is the current zoning of the property? The property is zoned Mixed Use - Commercial (MU -C). 2) Are there any overlay districts? No. 3) Is this property a permitted use in this district? Multi- family apartments are proposed to be developed on the property, and this is a permitted use in the MU -C zone district. 4) Did the property receive site plan approval, and if so, can you provide a copy? Yes, the proposed development was approved through Case No. WSP- 14 -03. A copy of the approved site plan is attached. 5) What are the abutting zoning districts? Properties to the north, west, and south are zoned MU -C; properties to the east are zoned Restricted Commercial (RC) and Residential -Two (R -2). 6) Are there any outstanding building or zoning violations on file? Currently there are no open code enforcement cases for the property. 7) Were any variances or special permits issued? No. www.ci.wheatridge.co.us 8) Was a certificate of occupancy issued and if so, may we obtain a copy of it? No, the property has not yet been developed. Issuance of building permits is expected shortly. Please feel free to be in touch with any further questions. I can be reached by phone at (303) 235- 2845 or by email at lmikulak @ci.wheatridge.co.us. Sincerely, Lauren Mikulak, AICP Senior Planner WHEAT RIDGE FIRE PROTECTION DISTRICT DOING THE RIC14T T14INGS AT THE RIC14T TIMES FOR THE RIG14T REASONS ..... ... .... . ...... 3890 Upham Street Wheat Ridge, Colorado 80033 * ph.303.403.S900 # www.wrfire.org imam I Or Ni t Ridge Town Center X. Apartments - - 11 B. C. Builders 7108 S. Alton Way El Englewood, 80112 1, Permits and approved plans shall remain onsite during all phases of construction. 2, A fire extinguisher with a minimum rating of 2A-40BC shall be within 10 feet of all 'HOT WORK OPERATIOW, 3, All fire alarm and suppression systems shall remain in-service while work is being performed. The Fire District shall be notified if any existing detection or suppression system will be off line for more than 4 hours, 4, Trash dumpsters shall be kept greater than 20 feet from any structure, 5 Fire Lanes shall remain clear at all times during construction, 6, Ali uti shall be clearly marked and protected from damage by construction equipment. T Areas under construction shall have adequate protection in place to safeguard the public, 8, An emergency phone shall be on site and accessible at all times during construction. Either a cell phone of a landfine is acceptable 9, Emergency contact numbers shall be posted on the front door during construction, 10, All exit routes shall be clearly defined and posted during construction, Paths of egress shall remain clear of construction material, debris, or other obstacles, 11, Any changes to the approved plans shall be submitted to the Division of Fire Prevention for approval, 12, Refer to Chapter 14 of the IFC for all additional requirements for fire safety during construction and demolition. I . Any changes to an existing fire detection or suppression system requires a separate fire district permit, Submit for review and approval any changes required. 2, Any code requirements arising during construction shall be addressed with the Building Department and the Division of Fire Prevention, 3, These comments shall remain with the approved plans and the posted permit at the construction site, 4, 48-hour notice is required for all inspections. Please call the Division of Fire Prevention at 303403-5900 in order to schedule required tests and inspections. -------- ---- — Final inspection and acceptance testing is based on field verification. It is the responsibility of the permit holder to ensure that all of the permit requirements are met. Failure to meet the requirements of the permit will result in a failure of the inspection, Re-Inspectforts due to inspection failure are subject to a charge of $50.00 per hour. - ------- ------ - REV 12t2012 Plan Review Report WHEAT RIDGE FIRE PROTECTION DISTRICT MIWMil Or IALIML-KY ITAIW Wheat Ridge Town Center N. Apartments 7340 W 44th Avenue Wheat Ridge CO M. C. Builders I PERMIT NO � 1 A— Ii! OCCUPANCY GROUP R-2 BUILDING AREA: i 33,( SPRINKLERS PEQID. OCCUPANTLOAD,'� NA T�!ECTAREA 33,016 FIRE ALARM R REIVEW STATUS Special Review/Permit Temporary Tent or Canopy I IFC 2012 USTIAST Install or Removal 1 NFA� 72 Spray or Dipping Operations NFPA 13 Demolition Standpipe System Hazmat Management Plan LP or Compressed Gas NFPA 17 NFPA 20 Other Underground Fire Line Private Fire Hydrant Other Other. Offier Other. NEWIMIRM, I I I � I I I I �� I � I! I I! I I I i I I III plill I I � III !IIIIIIIIIIIIII1111lilill 11111111111 111!11111111111111111l 11 1 1 111 M�� REV 12/2012 Plan Review Report 9 of4 WHEAT RIDGE FIRE PROTECTION DlSTRICT PLANS ARE REJECTED. Revise and Resubmit. PLANS ARE APPROVED AS SUBMITTED PLANS ARE CONDITIONALLY APPROVED. See Plan Review Comments below. [:) A response is not required. , ptor keys shag comply with Section 506, 1, Standardized fire service elevator keys, Buildings with elevators equipped with Phase I emergency recall, Phase 11 506 1 2, emergency ar operation, or a fire service access elevator shalt be equipped to operate with a standardized fire 60T4 service elevator key approved by the fire code official, Standardized fire service elevator keys, Buildings with 607.5 elevators equipped with Phase I emergency recall, Phase 11 emergency in-car operation, or a fire service access elevator shall be equipped to operate with a standardized fire service elevator key approved by the fire code officiat 7 i GENERAL 14o specifications provided or finishes Indicated In the drawings, Ensure that all Interior finishes comply with chapter 8 jof the 2012 IFC where applicable. Scope, The provisions ♦ this chapter shall govern interior finish, interior trim, furniture, furnishings, decorative 801 1 materials and decorative vegetation in buildings, Section 803 shall be applicable to existing buildings, Sections 1804 through 808 shall be applicable to new and existing buildings, Ensure elevators operate In accordance in-car operation in accordance with ASME A 1 7, 1. A0 drants shown on the site plan appear to be existing hydrants only. Determine fire flow requirements based on i jappendix 8 of the Fire Code and verify fire hydrant/water supply requirements for the project. Hydrant quantities and I distribution most be approved by the Fire District. Location and spacing of hydrants, Fire hydrants shall be provided along required apparatus access roads and 507,5,1,2 adjacent public streets with spacing between hydrants no greater than 300 feet Fire hydrant spacing for amended complexes or subdivisionsshall not exceed 300 feet, Hydrant for sprinkler and standpipe systems, Buildings equipped with a sprinkler andlor standpine system im installed in accordance with section 903 or 904 shall have a fire hydrant within 150 feet (45) meters of the fire #IeDartment connection, 10 AO-1.2 This building Is required to have a Class I standpipe system where- a floor level of the lowest story is located more than 30 feet (9144 mm) below the highest level of fire tartment vehicle access. ?ccordance with Section 903. 3, 1, 1 or REV 12/2012 Plan Review Report 2 of4 WHEAT RIDGE FIRE PROTECTION DISTRICT M M io ill in Mi 11 , i olp require Turning radius. The turning radius of a tire appa v shall be determined by the fire code 503,24 official. Unless otherwise approved, the turning radius of all required Fire Lanes shall be Turning Radius shall be a minimum of : outside radius f: 55, 5ft AO-1,2 1 Provide fire lane markings In accordance with Matra code and with Wheat Ridge Fire Prot Dist requirements. See lattached summary of requirements s . see shoot AO for extent. equired by the fire code official, approved signs or other approved notices or markings that include the words NO PARKING—FIRE LANE shall be provided for fire apparatus access roads to identify such roads or i. ♦. thereof designated shall be maintained in a 'clean and legible condition at all times and be replaced or repaired when necessary to provide adequate visibility, Signs, Wh7r required by the fire code official, fire apparatus access roads shall be marked with permanent NO D103-6 ! PARKING — F I RE L ANE signs c (305 mm) wide by 18 inches (457 mm) high and have red letters on a white reftective background, Signs shag be posted on w or both sides of the fire a pparatus f «v as t Section D103.6,1 or *.. Extinguishers . not Indicated ! .. plans. Provide . extinguisher layout drawing •. review „ ♦ approval 'Siz AO-1.6 4hich shows compliance with quantity and distribution requirements of the JFC and d The size anf distribution ♦ po fire extinguishers sha : f •. x 906,3.1 through 906,3.4, Maximum travel distance to an extinguisher shall not exceed 75 feet, Class A fire hazards, Portable fire extinguishers for occupancies that involve primarily Class A fire hazards, minimum sizes and distribution shall comply with Table 906.3(l), A,2-1.1 Fire doors in the t that a m a - part of the horizontal exit shall have required signagellatieling and 0all function I !accordance code. required by the fire code offbal, a sign shall be permanently displayed on or near each tire door in i 7012, 1 A2-1.4 letters not less then I inch (25 mm) high to read as follows: For doors designed ♦ be kept normally opert FIRE NOT BLOCK, 2, For doors designed to be kept normally closed, FIRE DOOR—KEEP CLOSED, Opening prolectives, When openings are required to be protected, opening protectives shall be maintained sell- 704,2 1cloSing or alltomatio-CloSing by Smoke detection. Ensure that local Interconnected smoke alarms are Installed In each dwelling unit In accordance with fire code :R Gr Group R-2, Fire alarm systems and smoke alarms shall be installed in req uited Sections 907 i Trovide and Install remote Indicating devices where required. Rem in dicating d evices, Remote indi d s hall ,. pr ovided on det and electrical panel rooms, 120 volt detectors within multi-family dwelling units with access from interior corridors amended and where detection device activatio M • ♦. R« f A2-1.1 Ensure access to the automatic sprinkler system valves and related Identification are REV 12/2012 Plan Review Report 304 4 HEAT RIDGE FIRE PROTECTION DISTRICT EH I I Ensure that all electrical components are identifiable and are appropriately labeled. 9 walking surface ------- — --------- Where required Exits and exit access doors shaft be marked by an approved exit sign readily visible from any 1011,1 Orection of egress traveL The path of egress travel to exits and within exits shall be marked by readily visible exit signs to clearly indicate the direction of egress travel in cases where the exit or the path of egress travel is not immediately visible to the occupants, Intervening means of egress doors within exits shall be marked by exit signs, Exit sign placement shall be such that no point in an exit access corridor or exit passageway is more than 100 feet (30 480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sicin SEE FIRE CODE FOR EXCEPTIONS, REV 1212012 Plan Review Report 4 of 4 WHEAT RIDGE FIRE PROTECTION DISTRICT WHEAT RIDGE FI DO ING THE RIGHT T14INGS AT THE RIGHT TtA4ES F 3980 Upham Street Wheat Ridge, Colorado 80033 * ph.303.403.5900 0 www.wrfire.org if A response is not required. res ponse F] A response Is required. Submit an itemized .,LL Re view REV 1212012 Plan Review Report 1 of 1 WHEAT RIDGE FIRE PROTECTION DISTRICT PLANS ARE APPROVED AS SUBMITTED PLANS ARE CONDITIONALLY APPROVED. See Plan Review Comments below. COMMENTS ON THE RIMA Y BUILDING. r ..ro Cilk Date: Plea Address: City, State, Zip: Electrical: . M • Squares BTU's Gallons Amps Sq Ft, t Reviewet Reviewer: FIRE DEPARTMENT:: 0 approved W1 oor rrsents 13 disapproved 0 nc Sidig Valuation: :UP Y_ 1.73 x Length x Constant x Vj 1 M = - 1 +f Inca = AFC x m 2M679026- 5,120,800 2,200,800 3.32679026 Isca = 4,448.7325 m A-S Cx w Icloo I A OR yidgiii Building Department proviad Mi SIGN I It 4- t'l � "-) bu#din§ codes or other ordinances or me u snau nut vu vaCE, 23M MM [E EXPDOX OVSHM ELECTRT EXWWG STORM DRAIN UiSTING GAS VNE EXISTING; WATER LINE CLP PRWOSE(F CURB AND CUTTER ✓ PROPOSED GAS UNE C A4 PROPOSED WATER ONE CLP PROPOSED UNDERPOUND ELECTRIC LINT FOR Rtyl TV PROPOSED STORM OWN PROPOSED STREET CELNERLWE CLP PROPOSED StDEWALK - »..- - - - PROPOSED EASEMENT SIGN I It 4- t'l � "-) bu#din§ codes or other ordinances or me u snau nut vu vaCE, 23M MM [E N ffim lam R rOR PEDESTRIAN ELECTRIC UKtl ET LIGHTING ADD PEDESTALS .S FOR LANDSCAPE LOT I IRRrADON AND mORDuENT ZN (2) 4/0 X140-2, 14 ONO ; (COPPER) LOT 2 PROPOSED STREET BREHM -- rKTT - B (FIR) W 43RD AVE (56' R.O.UF) Work shall comply with 2006 113C, moor AS—BUILT 8/23/12 fi OWE I I PULLBOX FOR D COKAST rI (TA ( ONO) i -PROPOSED PODESTRON t CIRCUOS (9,1)) (3-JiOY TOO (TYP) GNAT) R am PROPOSED STREET LfGHT (TYR) I If, I C I PROPOSED PEDESTRIAN "- (TYR) 3 °r -SLICE BOX MM mu CLP 2 ✓ f/5/12 C A4 CLP 4 FOR Rtyl TV 2/9/12 CLP r --- 7 -- ------------------------------------ !Pal ftmN VON BY/DATE EMNER PRO", 11115111 I A ­­1 ---------------------------------------- (2) 4 CORDONS 04 -11T L111 Cxx CAS A, '' RCI1 T. __ fOR OVERT AND COMCMASt r PRO ORE i A CRT 7 PX OF 0. PROPOSED ELECTRIC ENE #4 Jowl TRENCH MTH PROPOSED CAS UNE (TV) C 5 N ffim lam R rOR PEDESTRIAN ELECTRIC UKtl ET LIGHTING ADD PEDESTALS .S FOR LANDSCAPE LOT I IRRrADON AND mORDuENT ZN (2) 4/0 X140-2, 14 ONO ; (COPPER) LOT 2 PROPOSED STREET BREHM -- rKTT - B (FIR) W 43RD AVE (56' R.O.UF) Work shall comply with 2006 113C, moor AS—BUILT 8/23/12 fi OWE I I PULLBOX FOR D COKAST rI (TA ( ONO) i -PROPOSED PODESTRON t CIRCUOS (9,1)) (3-JiOY TOO (TYP) GNAT) R am PROPOSED STREET LfGHT (TYR) I If, I C I PROPOSED PEDESTRIAN "- (TYR) 3 °r -SLICE BOX MM mu TOWN CENTER NORTH 34 d 40 CLP 2 FOR RCVICW f/5/12 CLP 4 FOR Rtyl TV 2/9/12 CLP !Pal ftmN VON BY/DATE EMNER PRO", 11115111 I TOWN CENTER NORTH 34 d 40 PADC G 4 -40LED Cutoff LED rktaee PARTI C 4•^CL52- 40LED -V BRONZE (ON 3 X YNiGH TENON) POLE SPECWI ATLDNS: POLE BY 61DL OWH STATES LtGHTINO Outside Dioaaeter - 4' IMltria! - Afuvn A.M Pate e4h Mehar Batt eaver Wait IKKkrass:.22* MRMUM EPA MVIsnm 20 in BD VAN sort Part 112SPA -4.o(.220)- TTCN/4 X3 _vBC- Aac_COtOR ( PICK 4 Batts at 0 Degrees 3/4' Me x 18' Lon x 3" Hook UP; to have a 15` Projection out of the canerete. ANCNT3R BA:E DETAIL.. 8` BOLT °CIRCLE 7/B' s L` HOLES TO ACCOM ORATE UP TO 3/4' Out BOLT MANUFACTURER; MOU STATES UCHTING PART 13DRTS 8/3.6-6" SOL NOR LAST- ABC -}H -AB -PICK COLOR , CAP I mmu Sd1' FIX b iM C.4, m on }COMAN STAIRS UrITTING F+ ICJ ^ #�8 »dF9D F** M- Av3-ml STEEL ILLS' - 12" BUT CUTCLE .+Frtatridga Fa.n Cfr t1. Propaste G£A n twt #A ilA MY, I'M lfi .MAYNN?ii.MWA A'FS TAf26."It P,4P P2$RA- fJX! ^VR tP b UP,. M#unfie4n $ @attS CLIP A A MANUFACTURER; MOU STATES UCHTING PART 13DRTS 8/3.6-6" SOL NOR LAST- ABC -}H -AB -PICK COLOR , CAP I mmu Sd1' zm Comm • xxq n es se #s € t i t i t i t € SS EE z 9 f i d i ' f i t t1 d { t f i k ! t a t t 8 t 1 N } 1 C I C •, r M r"d } t } i N 1 p � 1 t t t 1 € i i { } ¢ c i } E ! € n t t } 1 } t r } } 1 t a t 1 y q d ap } y 1 1 € N t } Y F C y y 0 { } ( 1 1 € } x ( € N { [P ! N I i N N wR I.a W. 43RD AVE (56' R4.w.) t 1 € I 4 } C { <� f , 3 l 3 i } $ S 3� I3 � If 11 l )_ 4 B t 1 a E Um 1 S SUBMITTAL D ANCHOR PLATE. OEM 1* TRICK PLATE STEEL ILLS' - 12" BUT CUTCLE 2 F FOR REVIEW / M HOLES TO ACCU TE I* DMA `S tLP 3 T TOP REVIEW 2 2/g/12 �..� eA Fro CLIP A A AS -BUILT 8 a+ ry.. tN =tat SYM R HANDHOLE 4 " X V uovrrrANT sxATSS uc as -< 3as• #taa ra. as9 -k0S- 4 TWO-PIECE HEAVY DUTY � Mauniaaa Ste #ts 30' Taptrtd Daft /RXfB#B.CS3 RES191T AB5 BASE COVER, PAWEC EEO 6tiE PAV TO MATCH PDt.ES.. NY'S t0e"2TdPT PNP 3GRlS ^G Fp;H un,.., +ma, cV„aor Larz b NStr zm Comm • xxq n es se #s € t i t i t i t € SS EE z 9 f i d i ' f i t t1 d { t f i k ! t a t t 8 t 1 N } 1 C I C •, r M r"d } t } i N 1 p � 1 t t t 1 € i i { } ¢ c i } E ! € n t t } 1 } t r } } 1 t a t 1 y q d ap } y 1 1 € N t } Y F C y y 0 { } ( 1 1 € } x ( € N { [P ! N I i N N wR I.a W. 43RD AVE (56' R4.w.) t 1 € I 4 } C { <� f , 3 l 3 i } $ S 3� I3 � If 11 l )_ 4 B t 1 a E Um 1 S SUBMITTAL D Df2S /lf GCP 2 F FOR REVIEW / /5/12 tLP 3 T TOP REVIEW 2 2/g/12 CLIP A A AS -BUILT 8 8/23/12 SYM R RMKIN 9 9Y/DATE DESPGNER P PRt1;1 M MGR.. MA oil t$� + s s } LOT 3 T.F i 9 S + v, tC a d 3 j f 1.F a } } f F x.e r N 1 t i x a 1 t 1 _. ....». _ .. g _.'� ;. � 4` roe xente so a rxanau -s d Iva at �y us e M1 i! luxe vela n.i: _ cs T?T i t k �pgpa i f ' 1 t.l :is t i 77 4, { x t " t bI* ! W [ a CG i 7 La.F i 40` U 94' 80, SCALE; 1'-40'-0' LOT 1 t I d x k k i S t } i t t 0 2 *+ 99 CA XOY I S3 YdW JORN TRENCH TL BE CONSTRUCTED BY XCEL, XCEL TO RIST41 . GAS AND ELECTRIC Ut#S. CO&IMURCATIDU CONDIATS TO BE SUPPLIED AND INSTALLED BY WESTON, XCEL TO FILL AND COMPACT TOP OF TRENCH, } LOT 3 T.F i 9 S + v, tC a d 3 j f 1.F a } } f F x.e r N 1 t i x a 1 t 1 _. ....». _ .. g _.'� ;. � 4` roe xente so a rxanau -s d Iva at �y us e M1 i! luxe vela n.i: _ cs T?T i t k �pgpa i f ' 1 t.l :is t i 77 4, { x t " t bI* ! W [ a CG i 7 La.F i 40` U 94' 80, SCALE; 1'-40'-0' LOT 1 t I d x k k i S t } i t t 0 2 *+ 99 CA XOY I S3 YdW JORN TRENCH TL BE CONSTRUCTED BY XCEL, XCEL TO RIST41 . GAS AND ELECTRIC Ut#S. CO&IMURCATIDU CONDIATS TO BE SUPPLIED AND INSTALLED BY WESTON, XCEL TO FILL AND COMPACT TOP OF TRENCH, g _.'� ;. � 4` roe xente so a rxanau -s d Iva at �y us e M1 i! luxe vela n.i: _ cs T?T i t k �pgpa i f ' 1 t.l :is t i 77 4, { x t " t bI* ! W [ a CG i 7 La.F i 40` U 94' 80, SCALE; 1'-40'-0' LOT 1 t I d x k k i S t } i t t 0 2 *+ 99 CA XOY I S3 YdW JORN TRENCH TL BE CONSTRUCTED BY XCEL, XCEL TO RIST41 . GAS AND ELECTRIC Ut#S. CO&IMURCATIDU CONDIATS TO BE SUPPLIED AND INSTALLED BY WESTON, XCEL TO FILL AND COMPACT TOP OF TRENCH, 40` U 94' 80, SCALE; 1'-40'-0' LOT 1 t I d x k k i S t } i t t 0 2 *+ 99 CA XOY I S3 YdW JORN TRENCH TL BE CONSTRUCTED BY XCEL, XCEL TO RIST41 . GAS AND ELECTRIC Ut#S. CO&IMURCATIDU CONDIATS TO BE SUPPLIED AND INSTALLED BY WESTON, XCEL TO FILL AND COMPACT TOP OF TRENCH, "STURSED EARTH OR 05% CONCRETE SASE STMED PIPE/1 I' 1* ADM DRISHED ED COMPACT" AROIAO Neutral warris TOLINDANTIN DETAILS SHEET E-3 Or THE ELECTRICAL 'URB AND SIDEWALK A 4 " CONCRETE BASE Lighte CirCUi1 —1 area. L 1419-12 So. (20 A) 5 4) J4 REBAR MIN #4 TIES CONCRETE CM POLE TOM" crmwt I 6 cu ANC1409 BUTS 3/4 10* SLEEVED CONOWS 7 BE 4* HANDRIX I FOR W, mAm 1-2* FOR ELECTRICAL N.T.S. PROADE 3/8 TUBE 2 BELOW TOP OF ' P. ' IF DEPTH CANNOT BE M ET MASS �SCHVW 40 FAC SCHEME 40 OR - Mghts , — - o"ClAt 5 CON NOT OUT THRU GROW FOR WEEP fdftf PROFIT MUST BE PACKED UNDER MUST BE ll �Al mc RATIO ELBOW 4' ADM FKZ j OR W POLE WE E ALENT TO OM 7 _ cv 'D CONCRETE BASE CURB AND SIDEVOCK _=., us 0 1. _7 VASS AS $80" 1 1 2 ANCHOR SOOTS (1* k W) BE OFF L r F L_Z4:1j It 6—.-- 0, 10 KEW — 9 20 A it IF CANNOT SE MET MASS 1 L as PIC ELBOW WN is' ff&2QLLfwhQAmvJmL = 91A. -=­9 MUST Be J LID CU BELOW GRADE VERVY DEPTH WIM 11 iTM EOWAUNT 70 _(4) #4 REW WON 14 HES 12 cocuit 11 k%SS AS SRO" Hot Leg With Fast CONCRETE SASE STMED PIPE/1 I' Not Leg With fuse ED RICH mourit POLE Neutral warris TOLINDANTIN DETAILS SHEET E-3 Or THE ELECTRICAL UINAMAI CLEAR Creuad Wires CONCRETE COVER Lighte CirCUi1 —1 area. L 1419-12 So. (20 A) InialiuM CLEAR I I CONCRETE CM 2 TOM" crmwt I 6 cu 7 CU SLEEVED CONOWS 7 BE 4* 3 FOR W, mAm mmmmzmcm 3L1' A8ii2i?tlluitl9 RQU_2ffAwLEfwm_f & LIE.= N,TS' mm m —CONCRETE WE 2 I per ) V' \ -Duak -To Poo juactio. \ Light Dow V.9. ruses Does Copper Box (if aeoded) 4�_ SUanew Copp L 1 17 : 1 MLm PVC Lighting Pole Conduit 3/4' . 10'- Breaker Be. RIPLEY Sfi-24/240V PEDESTAL METER BOX anc'etir Base Rod 3/4' x 10' 1 1,/2' Min PVC Conduit no, gebo, Cage Tied to Reba, Cage N.T.S. WT,& Main Breaker 100 Amps m 120/240 Volts S phase 2 00 AIC r CONCRETE SASE STMED PIPE/1 I' (REFER H) PED POLE AND ED RICH mourit POLE ­4 TOLINDANTIN DETAILS SHEET E-3 Or THE ELECTRICAL UINAMAI CLEAR CONSIRUCTION DOCUMENTS) CONCRETE COVER Lighte CirCUi1 —1 Tum (20 A) InialiuM CLEAR I I CONCRETE CM 2 TOM" crmwt I 6 cu 7 CU SLEEVED CONOWS 7 BE 4* 3 FOR W, mAm 1-2* FOR ELECTRICAL N.T.S. 4 I per ) V' \ -Duak -To Poo juactio. \ Light Dow V.9. ruses Does Copper Box (if aeoded) 4�_ SUanew Copp L 1 17 : 1 MLm PVC Lighting Pole Conduit 3/4' . 10'- Breaker Be. RIPLEY Sfi-24/240V PEDESTAL METER BOX anc'etir Base Rod 3/4' x 10' 1 1,/2' Min PVC Conduit no, gebo, Cage Tied to Reba, Cage N.T.S. WT,& Main Breaker 100 Amps m 120/240 Volts S phase 2 00 AIC r ircui escrip ion d e Size FOR REVIEW CLP Size 0 B tricui escnp on — W - v6 — cu 10 — cu Lighte CirCUi1 —1 j_ (20 A) 1} . I I A 2 TOM" crmwt I 6 cu 7 CU — GiRts, —cir"a 3 3 - Lid Aj — 11 — it 20 4 L ights. Te DO — cu 7 Ltd.,__ - Mghts , — - o"ClAt 5 —5 PEO 4A ll �Al �1 I j 6 i':' 7 _ cv 710 _cv _ _ 6 ­ 147 _7 ,FT 1 1 2 a L r F 7 It 6—.-- - --19 tights, — 9 20 A 0 1 L 20 — 10 = 91A. -=­9 6 E #d LID CU _.- — aht, ,out 11 11 { 20 �' 11 _ 11 20 12 cocuit 11 #6 OLT 12 DO ir'e"gotion, Cont 20 A In A SPAR # 12 Cu Main Brooker 100 Amps m 120/240 Volts S H' AGO 2 ACC ire 72 ircut escrip ion d e r Size FOR REVIEW CLP r Size 0 B 1 51 escnpio V - 31 - Ze t0 — cv V'Shrs, —"fc'H1 AS­­ 'a A; GFA __ Div 20 A F2 — — 4 Lights' Circuit 1 6 cu wo — cu C, —1,11 1-1 A — Lights, coins !# 3 7 cu _0 — 7 — cu TF9htZ _&C-45 5 20 A �2_0 ll �Al �1 I P- 4A 6 � Ylghtc circuit cu - IS — cu 71 ­ CU — 7 1 1 20 — 8 tighla. : 7 #10 DO SPARE 9 0 r 2 A'I 0 0 20 A 10 SPARE E =C (. Focu S PA RE 11 nE]l 0 0 20 A 1 _SPARE_ #6 CU 12 DO ir'e"gotion, Cont 20 A In A SPARE 12 CU —, _"Fs Is 11 id rrw'i mm m 1 70#69cr TITLE TOWN CENTER � NORTH 36 1 40 10/25/1 2 FOR REVIEW CLP 1/5/12 3 FOR REVIEW CL? 2/9/12 4 AS­­ OLD 8/23/12 Div RMSON Br /BATE INA micirc 1 70#69cr TITLE TOWN CENTER � NORTH 36 1 40 Plan Pe i �l � Constant Used: - 1 9,1.70 h - 15 • i m Isca = AFC x m 0.69803708- 1,536,240 2,200,800 0,58891529 1,69803708 Isca = 8,716.9463 Calculatorl 1 6/26/2012 2:46 PM tgwm F,10�� SIGN "I AIZAAV.) 4-to A m �:jl j I--- T ----------- 11 sr ,. Aw. 7 ■ 1.Kt Ii - -- ---------- - 11 1 � I nsc Box (Typ) PgkS7A&&--- 2 FOR REVIEW EXISTING FOR LANDSCAPE 9 FLP LOT I RESTAURANT �, f CLP AND MONTATENT SIGN TOURS ( 3/12 EE MISON BY/DATE DESIGNER LOT 2 T V SPACE (2) 4/0 X"HW-2,14 GNU (TYR) ENT ------------ PROPOSED PEDES A P CoAcuas (9,11) (3-110 i ; ------------------------- --------- ---------- -------------------- # (I-ITO OND) Cx (2) 4 CORMIS IN ANT TRENCH IT WITH GAS AND ELCCTM— AROPRisED STREET FOR ONEST AND COUCAST UGHT kTfp) I CK1 7 P O ELECTRIC LN E N TRENCH WITH C;T 5 w TI PROPOSED GAS ONE (TYP) TPS mm I F11 0 ELECTRIC METER MR PEDESTRM UMR - I I STREET UGHTFTO AND PgkS7A&&--- 2 FOR REVIEW TRAFFIC SPAS FOR LANDSCAPE I FLP LOT I ± MRICAUM �, f CLP AND MONTATENT SIGN TOURS ( 3/12 -po CNO) MISON BY/DATE DESIGNER LOT 2 T V SPACE (2) 4/0 X"HW-2,14 GNU (TYR) ENT ( (COPPER) PROPOSED PEDES A P CoAcuas (9,11) (3-110 i ; LIGHT (TYR) # (I-ITO OND) ' PROPOSED ELECTRIC AROPRisED STREET TIRE (TYR) UGHT kTfp) I PROPOSED DEItRWR POND 0/2spa i: ------------- 4' ELECTRIC UNE (TYR) 2 FOR REVIEW I/s/ — — FLP 3 POSED PUU BOX FOR ST AND COUCAST CLP A TOURS ( 3/12 -po CNO) MISON BY/DATE DESIGNER LOT 2 Nu ISED STREET (TYR) i ; �k KOESTRAN AROPRisED STREET UGHT kTfp) I X 43RD AVE (56* ROM) nx (M) ILEMM,ELM SCALE: 1 -40 I L M 1-800-922-1589. 2-17I5MESS DAYS IN AWAKE BEFORE YOU M GRADE OR EXCAVATE FOR RANKING OF UWAGROLWO MEJABER UTILITIES WESTON SOLUTIONS, M ASSUMS NO RESPONTIGM FOR UTILITY S-BUILT OUR PLOTTED FROIA INS MST AMMAM WORMAITON, It IS. HOWMR, THE CONTRACTORS RESPONSAtUtY TO FIELD VER0 8 =/;2�3/ 1 2 THE LOCATION OF All MINES PMR TO THE CO"KEWNT OF ANY CONSTRUCTION U= um I SUBMITTAL 0/2spa i: CLp 2 FOR REVIEW I/s/ — — FLP 3 FOR REVEEW CLP A As-Ou 3/12 sY%f MISON BY/DATE DESIGNER PROJ, MGR. Nu I Y II I{ TIME TOWN CENTER NORTH 34 1 40 W417MMMF 777 o �n be valid. T 1^1 08889 -40LED Cutaff LED Texture PART1 32.. 09894- CL52- 40LED -?t BRONZE (ON 3`00 X 3 ". TENOR) POLE SPECIfKAT1ONS, POLE BY tCOUNTA10 STASES UGH7M Outside Dam ti r - 4' Wte,i41 _ AW Woum Pate roan Ambor 0o4t co r Woo Thkkressr ,22' UNIMUM EPA - "mum 20 in 80 UP" Lone Part 112SRA- 4,0(,220)ATEN /3`X3' C —ABC -COLOR ORCK COLOR) 12' 14,11x} C.4 0 RxU ROUATAW STATES IXRTUM Pvlwt+e 348 &"-4.W Paa &Itl^S -mo ,m t trt#gC Ta.n C2r tF.. AraPaxsed LED F'8x #eFf ....... - --�- -• �Uo FBfCr lW 9dvYXG NFS tA.'$BfN 12SRA- tFXF -AR rtn csarsa mse; NaxSaa+ Sta fe.5 MAIYUT'ACTUAER.. MOUNTAIN STATES UGHPNO DART 13ORTS 8/3,6 -8 SCL HOR VAST- ARC -NH -A3 -PICK COLOR TOP CAP KAOCO RX180•- COLOR- 3 °4- A- R -N -S -N LEO AMITE, . SEE SEPERATE WAkED CUP 4 Batts M 90 ElWess 3/4' 94 x 18 Lang x 3 Hook 80ts to ha a 15" prayaretran out at the consxete. V AldCtt4M OETA% 9' T CIRCLE 7/6' x t' HOLES TO ACCOUGME UP TO 3/4' Dtk BOLT i el t TM LOT t s I i s ! ! } t t P P 1 t t J WtbM5x f RMpSt+hY ;y 8 iffi x yro-o- e as 7.exlaan A3.:S + #rs VX1a6aN k £x @kxp•8 Awg i.6R i.¢ a,Y fi.x Y.sx1Ma - }.iY # s k fl i Y I ! t C i i t C P ii t d I P t a d a E t t t # t d t S $ 1 P t J E A Y° # f �1 F 4 t i i 8 6 v # } d t F t i i p d nt ! B I S 9 } { i # } } 8 t t 1 k t P ! i d } 7 ( � i ! ! i } S I p f I 1 k i t t 4 t 1" 1� 1� 1, L" N TOWN CENTER 4 e ;�, 4 p 14WIIIMI�IIIIIIINIMIIWIOMII (1111 II/011 IWIWO IUIIIIIIIXMIMOIINrYI: k co $0920 a "Wi E,II6 A f 4 y N TOWN CENTER 35 1 40 TH,,4 s k t 9 t P S f t 1 t F S i d i tk i ,*NT TRENCH TO BE CMTRUCIED BY A SUPPLIED AN D UISTALLED 10 FILL AND COMPACT TOP Or TRENCH, 4 e ;�, 4 p 14WIIIMI�IIIIIIINIMIIWIOMII (1111 II/011 IWIWO IUIIIIIIIXMIMOIINrYI: k 4 I 1 UILT " t a 35 1 40 TH,,4 s k t 9 t P S f t 1 t F S i d i tk i ,*NT TRENCH TO BE CMTRUCIED BY A SUPPLIED AN D UISTALLED 10 FILL AND COMPACT TOP Or TRENCH, Hot Leg With Fuse trG1t escrip ion Hot Cog r . Size Neutrat tMlres Hot leg t8eutt0E s' Ground iXres o e Carson L 1419 -12 Sox Carson t 1419 -12 Box s Lights, 6 UR T 1 20 A 11 k=i 20 A 2 RAS 350 Series Connector 6 Cu a N.S.S.. Lights, circuit 3 Hot Leg With Fuse trG1t escrip ion Not Leg With Fuxin r . Size Neutrat tMlres NXH MOUNT POLE Ground Wises o e Carson L 1419 -12 Sox ire tz 10 GU Lights, 6 UR T 1 20 A 11 11 20 A 2 N'T.S, N.T.S. Main Breaker 100 Amps 4 l1T 1 1y Photott9 Twi-oc k Reee§atoc9a w +d Phal ocelk OR, With `uses OPEC, sox is ec j I' Min PVC Ligh0o; Pate Cann 1 1/2" urn PVC } ire iz trG1t escrip ion OR r . Size (SIZE VARi£S) 1 NXH MOUNT POLE r» Size o e 0`010 escrip Ton ire tz 10 GU Lights, 6 UR T 1 20 A 11 11 20 A 2 Lights, circuit 1 6 Cu 10 Cu Lights, circuit 3 3 20 i1 11 20 A m L1gh#s, circuit 3 Ts 10 CU flights, cietuTt 5 5 20 A 11 t1 20 Cz Lights, circuN 5 6 CU t0 CU Lights. circuit 7 7 20 11 1 i 20 8 Lights. eircu;1 7 6 Cu #10 CU tighta, circuit 9 9 20 A t1 11 20 A 10 Li his, efreuit 9 is CU #10 CU Tights, circuit T 1 1 20 11 11 20 12 L' his, e'uouit t5 6 CU }A � PVC ELBOW UN 18* 12 CU Irrzggt?on C+sntFaatler 20 A 20 A SPARE 12 Cu xlrrt tea..., Re"ptatia / "In Uts' Cover. . T CoodeR wish 1/2* P Stranded Copper ,r �_ ' _Conc.cte Bose --- Ground Red 3/4" x 104 Tied to Reber Cogs am } a 07.19 4 .To Naxt Light -- - Grnoad Rod 3/4" x 10 * Tied to Reber Cage °i i am CONCRETE WE SLEIVET} PIPE /C=11 c (REFER 10 PEb E AND (SIZE VARi£S) 1 NXH MOUNT POLE � FOUNDATION DETAPLS STREET E-•3 LakN1UUk. CLEAR.. or THE CONS CTE DOCUMENTS) CONCRETE COVER Wam Lights. circuit 1 — 1 CLP MRWUM CLEAR 11 C.. R€lE COVER 9'r /�AlE ih circuit 1 WIL 10 CU SLEEVED CCNSUITS TO BE 4` 3 FOR GAS, it 1 -2" FOR ELECTRVCAL N,T.!L 4 tiejhts, circuit 3 - - 16 t0 CU Lights" circuit 5 5 20 A 11 11 r } Lights, circuit 5 6 c 10 CU Lights,... circuit 7 a 6WVF THEM CROUT 11 11 20 8 LFgbis, oucuR 7 76 CU —GROUT MUST BE PACXEO UNDER SPARE 5 20 A 0 4 # 20 A TO ME WE 16 Cu 110 CU SPARE 1T 20 A 0 €a 20 A 12 SPARE'.. #6 CU }A � PVC ELBOW UN 18* i2 CU 1rrTgatlan Contratier DEPTH VERY 20 A VAT" 14 TIES 12 CU Re"ptatia / "In Uts' Cover. . T CoodeR wish 1/2* P Stranded Copper ,r �_ ' _Conc.cte Bose --- Ground Red 3/4" x 104 Tied to Reber Cogs am } a 07.19 4 .To Naxt Light -- - Grnoad Rod 3/4" x 10 * Tied to Reber Cage °i i am EM CONCRETE WE SLEIVET} PIPE /C=11 c (REFER 10 PEb E AND (SIZE VARi£S) 1 NXH MOUNT POLE � FOUNDATION DETAPLS STREET E-•3 LakN1UUk. CLEAR.. or THE CONS CTE DOCUMENTS) CONCRETE COVER Wam Lights. circuit 1 — 1 CLP MRWUM CLEAR 11 C.. R€lE COVER 9'r /�AlE ih circuit 1 WIL 10 CU SLEEVED CCNSUITS TO BE 4` 3 FOR GAS, it 1 -2" FOR ELECTRVCAL N,T.!L 4 EM m Main Breaker 100 Amps 120/240 Volts S+ Ph ire at /25/11 r Sze CLP ' 12 o e HREMv * 1 0N.W /1' /� ­ � / AlE CLP 2/9/12 Lights. circuit 1 — 1 CLP /23/12 11 20 A 9'r /�AlE m Main Breaker 100 Amps 120/240 Volts S+ Ph ire at trout escrip Rijn ore r Sze {: , Size o e trout esGrip tort ire i 10 CU Lights. circuit 1 — 1 20 A 1 1 11 20 A 2 ih circuit 1 6 GU 10 CU Lights. einuet 3 3 20 A it 11 20 A 4 tiejhts, circuit 3 - - 16 t0 CU Lights" circuit 5 5 20 A 11 11 Zia A 6 Lights, circuit 5 6 c 10 CU Lights,... circuit 7 20 A 11 11 20 8 LFgbis, oucuR 7 76 CU 10 CUT SPARE 5 20 A 0 0 20 A TO SPARE 16 Cu 110 CU SPARE 1T 20 A 0 €a 20 A 12 SPARE'.. #6 CU i2 CU 1rrTgatlan Contratier 20 A. 20 A SPARE 12 CU , are, —P. qx, 14 } . umr�inMw — i �irripwwruIl��g i lurrNrtwrrens t r & I 1 m Ow 4"t—uz—a' krlliFiflflGtn �'j !4/2404' PEDESTAL METER BOX T M INSPECTION RECORD Occunancvoe INSPECTION REQUEST LINE: (303) 234 -5933 Inspections will not be performed unless this card is posted on the project site. Call the inspection request line before 3:00 p.m. to receive an inspection the following business day. Inspector Must Sign ALL Spaces pertinent to this project Foundation Inspections Date Inspector Initials Comments Monolithic slab Reinforcement Sewer Service (Underground) Caissons Water Service (Underground) Concrete Encase8'Ground (CEG) Plumbing (Below / In -slab) Footing /Stemwall P.E. Letter Heating (Below / In -slab) pion CUjn1eiu i�S.L IM IJ r�J /rail l��:: rr.Trsa����a�:r- 7.�:TTtr7rraTrs _ Underground /Slab Inspections Date Inspector Initials Comments Electrical (Underground) Sewer Service (Underground) Water Service (Underground) Plumbing (Below / In -slab) Heating (Below / In -slab) uo rvot %,over underground or tselownn -Slab work Prior To Approval Of The Above Inspections Rough Inspections Date Inspector Comments Initials Wall Sheathing Roof Sheathing Lath /Wall Tie Rough Electric Rough Plumbing Rough Mechanical Gas Piping Do Not Proceed Without A proval Of Above Rough Inspections Rough Framing Insulation Drywall Screw / Nail , occupancy Is Not Permitted Until A Certificate of Occupancy is Issued Protect This Card From The Weather ❑ No one available for inspection: Ti AM /PM Re- Inspection required: Yes f No,? i *When corrections have been me call r r -i pection at 303 - 234 -5933 Date: ° Inspector: DO NOT REMOVE THIS NOTICE * ** CONTACTS * ** owner 720/420 -1568 Wazee Partners sub 720/875 -0101 Richard Stocking 06 -0097 1st Electric Contractors ** PARCEL INFO City of Wheat Ridge _ter UA USE: UA Commercial Electric PERMIT - 110841 PERMIT NO: 110841 ISSUED: 07/19/2011 JOB ADDRESS: 7340 W 44TH AVE EXPIRES: 07/18/2012 DESCRIPTION: Install 100 amp power pole fortemp power * ** CONTACTS * ** owner 720/420 -1568 Wazee Partners sub 720/875 -0101 Richard Stocking 06 -0097 1st Electric Contractors ** PARCEL INFO ** ZONE CODE: UA USE: UA SUBDIVISION: UA BLOCK /LOT#: 0/ ** FEE SUMMARY ** ESTIMATED PROJECT VALUATION: 750.00 FEES Permit Fee 36.70 Total Valuation .00 Use Tax 13 . 50 UD�f ** TOTAL ** 50.20 Conditions: Must comply w/ 2006 IBC & 2005 NEC. Subject to field inspection. 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 permit. I further attest that I am legally authorized to include all entities named within this do ment as parties to the work to be performed and that all work to be performed is disclosed in this document and /gyjits'panying approved plans and specifications. / I Signature ofd / OWNER oak( CONTRACTOR (Circle one) Ote I 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 required 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, any violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field 'ns ion. Signatu of ief Building Offical Date INSP CTION REQUEST LINE: (303)234 -5933 BUILDING OFFICE: (303)235 -2855 REQUESTS MUST BE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of i, WheatR e COMMUNITy DEVELOPMENT 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 Building Permit Application Mechanical: property Alclress ' ' f p 0 , 4 t - jq Q-✓ Property Owner (please print) Wo, * Ee— Phone: - 7 7- 7a' 1 S Mailing Address: (if different than property address) Address: Z3 e® 1E M St S t-4 N City, State, Zip: Contractors City License #: t$ IV Do q', Phone: 7 20 ° 8 75 01 0 1 Plumbing: City License # City License # Desci�iptiort of:work; City License # Contract Value: Review Fee (due at time of submittal): Date: Plan # Permit # I Dg Squares BTU's Gallons _ Amps f V V Sq Ft. 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. CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) PRINT NAME: SIGNATURE: DATE: Bldg Valuation: $ City of Wheat Ridge Commercial Demolitio PERMIT - 110413 PERMIT NO: 110413 ISSUED: 04/20/2011 JOB ADDRESS: 7340 W 44TH AVE EXPIRES: 04/19/2012 DESCRIPTION: Demo other 1/2 of antique mall * ** CONTACTS * ** owner 303/235 -2806 City of Wheat Ridge sub 303/421 -3366 Jim Gochis 02 -0761 Alpine Demolition ** PARCEL INFO ** ZONE CODE: UA USE: UA SUBDIVISION: 0351 BLOCK /LOT #: 0/ * *FEE SUMMARY ** ESTIMATED PROJECT VALUATION: 111,448.00 FEES Demolition Fee 50.00 Total Valuation .00D (�D�loa. ** TOTAL ** 50.00 Conditions: Subject to field inspections. 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 permit. I further attest that I am legally 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' ccompanying approved plans and specifications. - 9'±9T3ture 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 required 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, any violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Date IT LINE: (303)234 -5933 BUILDING OFFICE: (303)235 -2855 MADE BY 3PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS. DAY. City of - . W heat P dgE COMMUNITY DEVELOPMENT 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 Date: Plan # Permit # 11 �I 3 Building Permit Application VMWAW 7Szln 6() & Property Owner (please print):er QT w2`Y/ lat Phone: 303 Mailing Address: (if different than prope s 2t°ta Address: gr n City, State, Zip: /l CQ W Contractors City License #: r)% -- Electrical: Plumbing: City License # City License # �� po' oivt .tares BTU's Gallons _ Amps Sc Phone: Mechanical: City License # ( 1 , c ont 77t i l ug:, 4e. Review Fee (due -i at time of submittal): Ft. $ 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 my entity included on this application to list that entity on this application. CIRCLEONE:��(O''yyW��NER) (CONTRACTOR) or (AUTHORIZEDREPRESENTATIVE) of (OWNER) (CONTRACTOR) J PRINT NAM )a`J'FGG(2 7io� -� SIGNATURE: !!K Il �T DATE: " a Bldg Valuation: Project Address: - 7 3y0 Lo q4* &,,_q Permit #: General Contractor: (q4 rm', kf) �,r : Electrical Contractor Company Name: State License #: Phone #: Master #: Signature of Authorized Agent Date F P Contractor Company Name: Phone #: State License #: Master #: Wheat Midge License #: Signature of Authorized Agent Date Mechanical Contractor Company Name: Phone: Wheat Ridge License #: Signature of Authorized Agent Date *This application must be signed by each sub - contractor confirming the same. Colorado Department of Public Health and Environment DEMOLITION NOTIFICATION APPLICATION FORM APPLICATION FEE MUST ACCOMPANY THIS FORM INCOMPLETE APPLICATIONS WILL BE RETURNED (Notice will be mailed to the demolition contractor unless specified otherwise) Fee: $50 + $5 per 1000 ft of area to be demolished = $ 1 1 (See instruction #1 on reverse side) Submit form to Permit Coordinator Colorado Dept. of Public Health and Environment APCD -IE -B1 4300 Cherry Creek Drive South Denver, CO 80246 -1530 Phone: 303- 692 -3100 Fax 303 - 782 -0278 Asbestos @state.w.us *Regulated asbestos - containing materials means (a) friable asb estos- containing material Cp4pgry I ACM that has become friable, (p) Category I nonfriable ACM that will be or has been subjected to sanding, r i I o ra Ite 2r 11 nonfriable ACM that has a high probability of becoming or has become crumbled, pulverized, or reduced t o e the material in the course of demolition or renovation operations regulated by this regulation. Note: sb os- containing sheet vinyl and linoleum must be properly �� abated /removed prior to demolition. 1 t Furm: DNA08 DATE �� - � ( CDPHE: R«.pino I ik - - CompEkny Name Building Name: ZL L n Street: Square footage of facility �or portion of facility to be demolished L 51�a 11 V � t 000 :5 i V City: St te: Zip C " V0 or Street:' 7 3 L a l to L / • I/ C U G Telepho e# Fax -. it Co `� X11 `th- ILkL7t/¢ir o Project Manages Cell Phone # ��t Prop s ---I to Proposed 5 tion Date __ _� -yiry _.. met at of Demolition: I certify that the Certified Asbestos Building Inspector as informed me any in the facility E (D O about remaining asbestos - containing materials to be OA/ dt t E demolished. t Wrecking ❑ Burning El Implosion Moving ❑ Other, specify: Sig Ro ,)A N ame: G Landfi I Receiving midi Qebris: L t Burning s addition authorization - Please all (303) 692 -3100 and ask B i n to speak to o the the Open Burning Permit Coordinator Ge ral Abate nt Co actor (GAC) ^ ` Ow Name: / / 2 L L en C , p ,� C PHE bestos Pe it# T Total uanti of Asbestos Removed 5� Street: 14, o 1 p !6 r o 3 � � r °, � VI .O C �_ Date R oval ompleted Telephone # city: State: Zip Code: Q � 0 ? C-� • Tye f As es o - Contai ng Materi Remo ed: Contact's Na me Telephone # mob = °° c� r n� 1 �— ( � 5- With my signature below, I certify thaf I p ssess current AHERA accreditation and state of Colorado certification as `o an Asbestos Building Inspector. I also certify that I have thoroughly inspected the facility to be demolished, as listed in the Demolition Site block above, sampled all suspect materials, had all samples analyzed for the presence of C asbestos by a NVLAP- accredited laboratory, and have determined that no Regulated ACM exists anywhere in the facility.* I also certify that I have informed the owner /operator of the facility or the demolition contractor that any w o asbestos- containing material allowed to stay in the facility must remain non - friable during demolition. Specify type(s) H 1� of ACM remaining, below: (check appropriate box(es)): d w a E Vinyl asbestos floor tile (VAT) [X VAT mastic Tar /asphalt impregnatpd roofing ❑ Asphaltic pipe coatings a U Spra -a plied tar coatin s ❑ Caulking ❑ Gla in 0 "Other, s ecif : /s ,q n. d Signat n Blue Ink) Printed Name: d � U ate of Final Insee ction O Ce # l c Ex iration Date Telephon Cell Phone # — — 04)1_2? I verify that all refrigerants from air conditioning /refrigeration appliances have been pr6perly recovered in accordance with AQCC Regulation No. 15 (for information on CFC requirements call 692 - 3100). 1 further verify that all luminous exit signs (containing radioactive material) have been y disposed of in accordance with 6 CCR 1007 -1 subpart 3.6.4.3 (for information on luminous exit sign requirements call 303 - 692 - 3320). C L O R C CHECK THE APPROPRIATE BOX: y 3 31: C m0 U ❑ Building Owner Contractor ❑ Other Date: .Sig na II Pri Nam e: /` THIS BOX Is FOR ClDPM USE ONLY: Postmark or Hand Delivery Date: By C --- Approved B / Code: initial -310 11 transfer-380 Form of Payment & #: - ,tf Permit #: Record # Date Issued: *Regulated asbestos - containing materials means (a) friable asb estos- containing material Cp4pgry I ACM that has become friable, (p) Category I nonfriable ACM that will be or has been subjected to sanding, r i I o ra Ite 2r 11 nonfriable ACM that has a high probability of becoming or has become crumbled, pulverized, or reduced t o e the material in the course of demolition or renovation operations regulated by this regulation. Note: sb os- containing sheet vinyl and linoleum must be properly �� abated /removed prior to demolition. 1 t Furm: DNA08 DATE �� - � ( CDPHE: R«.pino I ik - - Colorado Department of Public Health and Environment Air Pollution Control Division — Indoor Environment Program — Asbestos /IAQ Unit 4300 Cherry Creek Drive South, APCD -IE -B1 Denver, Colorado 80246 -1530 Phone: 303-692-3100— Fax: 303 - 782 -0278 E -mail: asbestos @state.co.us VA 6 if This permit is granted subject to Colorado Air Quality Control Commission Regulation No. 8, Part B, adopted December 21, 2007, and effective January 30, 2008, the Colorado Air Pollution Prevention and Control Act (25 -7 -101 or 25 -7 -501 et seq., C.R.S.) and the following provisions. It is only for the purpose of allowing asbestos abatement. ADDITIONAL PERMIT PROVISIONS: By performing work under this permit the abatement contractor agrees that the Division may revoke or suspend this permit should the Division find that the contractor: • has violated or has aided and abetted in the violation of 25 -7 -101 or 25 -7 -501 et seq., C.R.S. or Regulation No. 8, Part B, or an order of the Division or Commission, • has failed to meet any permit and notification requirement or failed to correct any violations cited by the Division during any inspection within a reasonable period of time, as may be determined by the Division, • has used misrepresentation or fraud in obtaining this permit, or, • has committed any act or omission which does not meet generally accepted standards of the practice of asbestos abatement. As a contractor, you may be subject to other licenses and permits, depending on the requirements of the county and municipality in which the work is being performed. The Colorado Department of Public Health and Environment, Air Pollution Control Division strongly suggests that you check with county and municipal authorities in order to determine any other local building/permitting requirements that must be met. THE ORIGINAL PERMIT MUST BE POSTED ON SITE AT ALL TIMES. Immediately notify the AsbestoIQ Unit of project modifications by fax (number above) or a -mall (address above) and the appropriate county health department by faz Project modifications include changes in the scope of work or the scheduled work dates, etc. This asbestos abatement pennit is valid beginning 3/15/2011 through 11:59 PM on 4/13/2011. The actual scheduled work dates are from 3/15/2011 through 4/15/2011. Approval issued on: 3/7/2011 Record number: 76887 Fee paid: $400.00 Check number: 1448 Notice Number: 11JE0783A Variance: None Comments: None For the location specified below: Antique Mall Ground Level and East End of Building 7340 and 7350 W. 44th Ave. Wheat Ridge Jefferson County Project Supervisor: Matthew Snyder Cerification No.: 17427 Project AMS: Alexander A Green Cerification No.: 15745 Project Manager: This permit has been issued to: Alpine Demolition & Recycling, Inc. 5790 W. 56th Ave. #C Arvada, CO 80002 Issued by: LBM Colorado Department of Public Health and Environment ASBESTOS/DEMOLITION NOTIFICATION and PERMIT MODIFICATION FORM Submit form to Permit Coordinator Colorado Dept. of Public Health and Environment APCD -IE -B1 4300 Cherry Creek Drive South Denver, CO 80246 -1530 Phone: 303- 692 -3100 Fax: 303 - 782 -0278 asbeslos@state.co.us NamQ of Facility: Facility Location; 1l— - 7 - 5 LIP t _ O• q GAC /Con ltant: I Phone # Fax # L the _T wwLA 5-- 3a3)`al -356( E-malil Address: Permit Number (if c already issued): 6 I� r t2�1 • D}Y� f O ( (i 3 Please check the appropriate box(es) in A, B and C, as applicable: A. Upgrade to: E] 30 -day permit X90 -day permit ❑ 1 -year permit B. ❑ Request to cancel above notice /permit. (All but $80 of the application fee will be returned. If you paid by check or money order, a state of Colorado Warrant will be mailed to the company appearing in the contractor box on the application. If you paid by credit card, a credit will be issued to the same account used to pay for the original application fee.) C. Change in: ❑ Supervisor: Certification # ❑ A.M.S.: Certification # ❑ Project Manager: ,},5 Certification # . ❑ Start Date: y� End Date: /) __/ 9 ❑ Work Times: ❑ Disposal Site: ` "`❑ County: ❑ Additional Scope of work (include type of ACM, quantity, location in or on facility and work practices): Signature 1 Name Position THIS BOX IS FOR CDPHE USE ONLY:, Postmark or Hand Delivery Date: Approved By: Form of Payment & #: Permit #: Record #: Date Issued: Form:NPM08 Rev. 01 /30/08 I certify that I am the person authorized to sign this modification on behalf of the General Abatement Contractor and that all statements made in this modification are, to the best of my knowledge, correct and complete. (Note: Making false statements on this application constitutes second - degree perjury as defined by 18 -8 -503 C.R.S., and is punishable by law.) Ne pF COC �1 /{( ✓'� ASBESTOS/DEMOLITION • * /g76 =" NOTIFICATION and PERMIT Colorado Department MODIFICATION FORM of public Health and Environment Facility: &3 Submit form to: Permit Coordinator Colorado Dept. of Public Health and Environment APCD -1E-Bt 4300 Cherry Creek Drive South Denver, CO 80 24 6 -1 53 0 Phone: 303- 692 -3100 Fax: 303 -782 -0278 asbestosQstate.w.us N Permit Number Please check the appropriate box(es) in A, B and C, as applicable: A. Upgrade to: ❑ 30 -day permit ❑ 90 -day permit ❑ 1 -year permit B. ❑ Request to cancel above notice /permit. (All but $80 of the application fee will be returned. If you paid by check or money order, a state of Colorado Warrant will be mailed to the company appearing in the contractor box on the application. If you paid by credit card, a credit will be issued to the same account used to pay for the original application fee.) C. Change in: ❑ Supervisor: Certification # ❑ A.M.S.: Certification # ❑ Project Manager: Certification # ❑ Start Date: End Date: 1 _ L I ❑ Work Times: ❑ Disposal Site: ❑ County: ❑ Additional Scope of work (include type of ACM, quantity, location in or on facility and work practices): I certify that I am the person authorized to sign this modification on behalf of the General Abatement Contractor and that all statements made in this modification are, to the best of my knowledge, correct and complete. (Note: Making false statements on this application constitutes second - degree perjury as defined by 18 -8 -503 C.R.S., and is punishable by law.) Signature Date a Postmark or Hand Delivery Date: Approved By: Code: Form of Payment & #: Permit #: Record #: Date Issued: Form: NPM08 Rev. O7 /40 /OR • y Q ti � \ Y o • I876 a ` Colorado Department of Public Health andErtviraament �6 ASBESTOS /DEMOLITION NOTIFICATION and PERMIT MODIFICATION FORM Submit form to Permit Coordinator Colorado Dept. of Public Health and Environment APCD -IE -BI 4300 Cherry Creek Drive South Denver, CO 80246-1530 Phone: 303 - 692 -3100 Fax: 303 -762 -0278 asbestos @state.coms Name of Facility: Antique Mall 7340 West 44` Ave, Wheat Ridge GAC /Consultant: Phone # Fax # Alpine /S &R Environmental 303) 421 -3366 (303) 940 -0868 E -mail Address: Permit Number (if already issued): dale@all2inedemolition.com I IJE0783A Please check the appropriate box(es) in A, B and C, as applicable: A. Upgrade to: ❑ 30 -day permit ❑ 90 -day permit ❑ 1 -year permit B. ❑ Request to cancel above notice /permit. (All but $80 of the application fee will be returned. If you paid by check or money order, a state of Colorado Warrant will be mailed to the company appearing in the contractor box on the application. If you paid by credit card, a credit will be issued to the same account used to pay for the original application fee.) C. Change in: ❑ Supervisor: Certification # ❑ A.M.S.: Certification # ❑ Project Manager: ❑ Start Date: ❑ End ❑ Work Times: ❑ Disposal Site: ❑ County: Additional Scope of work (include type of ACM, quantity, location in or on facility and work practices): The Address for the project is 7340 and 7350 W 44` Ave. Wheat Ridge not 7300 W 44"' Ave The building is actual two buildings built together with two separate addresses I certify that I am the person authorized to sign this modification on behalf of the General Abatement Contractor and that all statements made in this modification are, to the best of my knowledge, correct and complete. (Note: Making false statements on this application constitutes second - degree perjury as defined by 18 -8 -503 C.R.S., and is punishable by law.) 4/4/2011 Nrgnature Date Dale Gibbs Manager Printed Name Position or Title Postmark or Hand Delivery Date: Approved By: Code: __J Form of Payment & #: Permit #: Record #: Date Issued: Form: NPM08 Rev. 01 /30 /nx U Colorado Department of Public Health and Environment 0-�'t1 DEMOLITION NOTIFICATION APPLICATION FORM APPLICATION FEE MUST ACCOMPANY THIS FORM INCOMPLETE APPLICATIONS WILL BE RETURNED (Notice will be mailed to the demolition contractor unless specifi e) Fee: $50 + $5 per 1000 ft' of area to be demolished — $ (See instruction #1 on reverse side) Submit form to Permit Coordinator Colorado Dept. of Public Health and Environment APCD -IE -81 4300 Cherry Creek Drive South Denver, CO 80246 -1530 Phone: 303- 692 -3100 Fax: 303 - 782 -0278 Asbestos@state.co.us almng ma era O ategory I nonfnable ACM that has become fnable, (c) Category I nonfriable ACM that will be or has been subjected to sanding, grinding, cutting or abrading or (d) Category 11 nonfriable ACM that has a probability of becoming or has become crumbled, pulverized, or reduced to powder by the forces expected to act on the material in the course of demolition or renovation operations regulated by this regulation. Note: Asbestos - containing sheet vinyl and linoleum must be properly - abated /removed prior to demolition. Form: DNA08 Com n Name: - ' 46 aw� e Building Name: 7 ?.r o Aye Square to a o n iC or ponwn of facility to be demolished �St^raet 1U ��9t� - L 'IZ e O _ S �}te: Zi_ p Code: - Street: V G (elephon) � U) # Fax# 66 0 r O�_ , nty: Z p io Code: U C 0 O w. o 8 P o'ect Manager, Cell Phone # 379 - 1 � LP -- = iC �p (33)__... -.. - - - - -- -�.... Proposed Start P �/ 0 a e 0 1 ✓ Proposetl Co ate Lz Zo f/ `= 0 I certify that the CertiFled As�stos Building Inspector has informed me about any remaining asbestos - containing materials in the facility to be E N Method /Means of Demolition: de olishad. ❑ t ❑ ,BL wrecking D Burning D Implosion D Moving D Other, specify: gre - Pri ame: - //' / "tJ (,1yd' requires n authorization di Please Landfill Receiving Byil0mg Debris: , � call (303) 692 -3100 and ask < to spe B to speak to the Coen Burning Permit Coordinator General Abatement Contractor GAG) d �� c Owner's Name: pp ere W�k iD( y ..°.r io . 'o 3 CD HE Asbestos Permit # ✓ Total Quantity of Asbe os Removed Street: W 0) / 0 oos ei r rw ° 500 W. 2 ; ti Ve E Q G ° a te ^ Removal —/, Completed d (36� o ) # / - 3 66 City: _ Zip Code: ° � e e t a V0033 Typ (s) of Asbestos - Containing Material Removed: eat . Contact's Name: Sfeve Ark Telephone # (3d3) Z35 m With my signature below, I certify that I possess current AHERA accreditation • and state of Colorado certification `o as an Asbestos Building Inspector. I also certify that I have thoroughly inspected the fa ilit Ve d, as listed in the Demolition Site block above, sampled all suspect materials, had e e nca of asbestos by a NVLAP- accredited laboratory, and have determined that eg at s anywhere in a the facility.` I also certify that I have informed the owner /operator of the facility or th d olition contractor that any rn o asbestos - containing material allowed to stay in the facility must remain non -fu a uring degVif Iify type(s) ACM - w of remaining, below: (check appropriate box(es)): DATE !( CDPHE: -- mf Ja­ : Vinyl asbestos floor tile (VAT) VAT mastic Tar /asphalt impregnated roofing El Asphaltic pipe coatings a ° Spray-applied tar coatings ❑ Caulking E] Glazin Other, s eci c C; N Signature: (In Blue Ink) F ilmed Name: m ° bl S �v � � D e or Final msp lion rt # Expiration Date 7elephon # Cell Phone # L ! I verify that all refrigerants from air conditioning /refrigeration appliances have been properly recovered in accordance with AQCC Regulation No. 15 (for information on CFC requirements call 692- 3100). 1 further verify that all luminous exit signs (containing radioactive have C w material) been disposed of in accordance with 6 CCR 1007 -1 subpart 3.6.4.3 (for information on luminous exit sign requirements call 303 - 692 - 3320). a y ` - C CHECK THE APPROPRIATE BOX: - m O C [] Building Owner ® Contractor ❑ other Date: / U Signature: _ J .// Print Name: THIS Box Is FOR CDPHE USE ONLY: Postmark or tjand Delivery Date: 7 / ( Approved By: yy � o Code: U Initial -310 El transfer -380 Form of Payment & #: S Permit #: Record # VRA Date Issued: * Regulated asbestos - containing m terials means (a) friable asbestos -cont ' ' t ' I b C almng ma era O ategory I nonfnable ACM that has become fnable, (c) Category I nonfriable ACM that will be or has been subjected to sanding, grinding, cutting or abrading or (d) Category 11 nonfriable ACM that has a probability of becoming or has become crumbled, pulverized, or reduced to powder by the forces expected to act on the material in the course of demolition or renovation operations regulated by this regulation. Note: Asbestos - containing sheet vinyl and linoleum must be properly - abated /removed prior to demolition. Form: DNA08 rlorado Department of Public Health and Environment ASBESTOS /DEMOLITION NOTIFICATION and PERMIT MODIFICATION FORM Submit form to Permit Coordinator Colorado Dept. of Public Health and Environment APCD -[E-B1 4300 Cherry Creek Drive South Denver, CO 80246-1530 Phone: 303- 692 -3100 Fax: 303 - 782 -0278 asbestos @state.m.us Name of Facility: Facility Location: Antique Mall 7340 West 44" Ave, Wheat Ridge GAC /Consultant: Phone # Fax # Alpine /S &R Environmental 303) 421 -3366 1 (303) 940 -0868 E -mail Address: dale@alpinedemolition.com 11JE0783A Please check the appropriate box(es) in A, B and C, as applicable: A. Upgrade to: ❑ 30 -day permit ❑ 90 -day permit ❑ I -year permit B. ❑ Request to cancel above notice /permit. (All but $80 of the application fee will be returned. If you paid by check or money order, a state of Colorado Warrant will be mailed to the company appearing in the contractor box on the application. If you paid by credit card, a credit will be issued to the same account used to pay for the original application fee.) C. Changein: ❑ Supervisor: ❑ A.M.S.: ❑ Project Manager: ❑ Start Date: ❑ End ❑ Work Times: ❑ Disposal Site: Certification # Certification # Certification # )ate: -E Scope of work (include type of ACM, quantity, location in or on facility and work practices): buildings built together with two separate addresses I certify that I am the person authorized to sign this modification on behalf of the General Abatement Contractor and that all statements made in this modification are, to the best of my knowledge, correct and complete. (Note: Making false statements on this application constitutes second - degree perjury as defined by 18 -8 -503 C.R.S., and is punishable by law.) Tnis Box is Fox CDPHE UsE ONLY: Postmark or Hand Delivery Date: Approved By: Code: Form of Payment & #: Permit #: Record #: Date Issued: c....... 11n fl. Dale Gibbs Manager Printed Name Position or Title Google Earth: Directions 4/7/2011 Page 1 -o a 0 -n w D i CD 1 3 o� o ^rte D3 n ° -1 3 o_ O c o CD Z N 0 s Z ) - O(D c N Ao m 3 .� 3 ,. o v ?zm C CD CDNrm oC _ CD o- c m N N �_ �O O D r N � m Q 0- 'o �' 3 D amino N 0 y N n 7 N CO N " r /1 0 - >"a \JJ CD m zv m o -0 - o v - 0 0 o 0 TI 0 0 0 T V O N n /v n3 °� O �`^ o L U ) CL — m v 9: m 3 N — 1 6 0 W 0 3 o U) o "c o N W = =moo= m o Q TI- vm OD CD N X Cf) o mm o I _> D m CD o v ==rn 0 N U) Z V m 0 m 3 3 ? n o) (D m (0 �� @Z 0 CD Z N 0 61 o m w m N"CD (D =;; N 2 m 5 C.)J ao z G) y m o 0 S". m (� 1� cn N m o � o O 3 = O N 0 { m QA O z �,•~ D t 0 -- o Dv ;u M v m Z o m m O m N D CC 1 0 O m m x m 1 m z � N R m � D [� \ 0 z > [ � m 0 0 m TI m . ll 0 m l ,f m O T W S' m m A o D � re r w D i CD 1 3 o� o ^rte D3 n ° -1 3 o_ O c o CD Z N 0 s Z ) - O(D c N Ao m 3 .� 3 ,. o v ?zm C CD CDNrm oC _ CD o- c m N N �_ �O O D r N � m Q 0- 'o �' 3 D amino N 0 y N n 7 N CO N " r /1 0 - >"a \JJ CD m zv m o -0 - o v - 0 0 o 0 TI 0 0 0 T V O N n /v n3 °� O �`^ o L U ) CL — m v 9: m 3 N — 1 6 0 W 0 3 o U) o "c o N W = =moo= m o Q TI- vm OD CD N X Cf) o mm o I _> D m CD o v ==rn 0 N U) Z V m 0 m 3 3 ? n o) (D m (0 �� @Z 0 CD Z N 0 61 o m w m N"CD (D =;; N ♦ 11 ' i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE - Inspection Type: ~ 0 d r Job Address: ; 0 W 414 7-1- A ~ Permit Number: Q 1-99 GN in-t9-v9 ❑ No one available for inspection: Time AM/PM Re-Inspection required: Yes No *When corrections have been made, call for a-inspe tion at 303-234-5933 Date: --Lc ' -G °I Inspector: DO NOT REMOVE THIS NOTICE ♦ CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 900F Job Address:() T~1 f 17 Permit Number: ❑ No one available for inspectio Time AM/PM Re-Inspection required: Yes When corrections have been made, call for re-inspectic a303-234-5933 Date: Crf inspector:_ DO NOT REMOVE THIS NOTICE P City of Wheat Ridge Residential Roofing PERMIT - 092974 PERMIT NO: -092974 'ISSUED: 10/05/2009 JOB ADDRESS:'. 7340 W44TH AVE. EXPIRES.: 04/03/2010 DESCRIPTION:-.Reroof ,45 sqs CONTACTS z,. owner 303/235-2855 City of Wheat Ridge sub 303/430-0251 Larry Wall 02-0634 Darby Enterprises PARCEL INFO j- ZONE CODE: UA 'USE: UA.' SUBDIVISION: UA BLOCK/LOT#: 0/( 3.. FEE SUMMARY ESTIMATED PROJECT VALUATIONS 11,881.00 ` FEES _ F No Fees .00 .00 z ~ Total Valuation s s TOTAL .00 ra. *Conditions: ' 6 nail installation & mid-roof inspection required.' Board sheathing spaced more than a 1/2 of an inch apart requires. plywood overlay on entire roof. Ice and ;water:shield required from eave edge to 2' inside exterior walls. < ,:Subject to field inspection. s 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 the Wheat Ridge Building Code (I:.B.C) and all other S; ' app) Mehat~~~ Ordinances, for work under this ermit. Plans subject to field inspection. i p, Signature of cont or/owner date `1 This. permit was issued in accordance with the provisions set forth in your application and is subject to the laws of the ' State of Colorado and to the Zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City. 2. This permit shall expire 180 days from the issue date. Requests for an extension must be `received prior to expiration ' date M extension may be granted at the discretion of the Building Official.! 3. If this permit] expires, a new permit may be acquired for 'a fee of one-half the amount normally required, provided no changes have been or will be made in the on N; ginal plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, 'r. full fees shall be paid for a new permit:` 4, City , of Date: { 7 ,w.Ll `~1d ~gle Permit#: C1~ ~ MUNnYDEVELOPMENT Building Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Facsimile Building Permit Application ' m 3,rO.k,~ Property Owner (p/ease print): jfjll y Mailing Address: (if different than property address) Address: -Dcacti /,l ;,,r 0 p /1~ r. Contractor License r Phone: ?o2 9 3. p:2 j i Credit Card Payment: Use credit card listed on file. Date: Print name: Signature: Use of s ace (descr_ii tion): / 21 or, ~/4 j / y~c v ane S I. ~tl): Plan Review (due at time of submittal): $ Sq. Ft./L.Ft added: Squares BTU's Gallons Amps COMMUNITY DEVELOPMENT DEPARTMENT Building Permit Number: 73377 BUILDING INSPECTION LINE -(303-234-5933) Date : 1/3/2002 CITYOF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - (303-235-2855) ` Property Owner. MEL KARL Property Address : 7340 W 44TH AVE Phone : 431-7557 Contractor License No: : Company:Phone: OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certiry that the setback distancesproposed by this permit application are acwrate, and do not violate applicable ordinances, rules or regulations of the Ciiy of Wheat Ridge or covenants, easements or restridions 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 wilh the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit. (OWNER)(CONTRACTOR) SIGNED DATE Construction Value : $35,000.00 Permit Fee : $492.75 Plan Review Fee : $320.29 Use Tax : $875.00 Total: $1,688.04 , Description : DRNE THROUGH COFFEE KIOSK ~.~z L k EPARTMENT USE ONLY ZoningMComr~ients: + ~SIC : Sq. Ft. : I , Approval . MP MUST BE CONSISTENT W/ ATTACHED CONDITIONS OF APPROVAL Zoning : PCD 12/21/01 WELDING INSPECTION REPO TS REQUIRED. PRIOR TO FINAL & Approval D CERT.OFO . 1I2102 t¢°~;~~;;'~' Approval Occupancy : Walls : oof : Stories : sidential Units : Electrical License No : P mbing License No : Mechanical License No : Company: Company: Company: , Expiration Date : Expiration Date : Expiration Date : Approval : Approval : Approval : (1) This permit was issued in accordance wiih the provisions set forth in yopur application and is subject to the laws of the State of Coloredo and to the Zoning Regulations and Building Code of Wheat Ridge, Coloredo or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the buiiding aulhorized is suspended or abandoned for a period of 120 days. (3) If this permit expires, a new permit may be acquired for a fee of one-half the amount normaliy required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (i) year. if changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done fhat will change the natural Flow of water causing a dreinage problem. (5) Eoniraclor shall noli(ythe Buildin9 Inspectortwenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card hefore proceediing with successive phases of the job. (6) The issuance of a permit orthe approval of drewin95 and specifcations shall not be consirued to be a permit for, nor an approvalof, any violation of the ~provisions of the buildin9 codes or any other ordinance, law, rule or regulation. Chief Building Inspector Please sign Terms and Conditions on reverse side of page. F wHeqr O ,p ~ o c~ U m COC OR A~O PERMIT TRACKING FORM ADDRE55 ('--)`AU \ DATE SUBMITTEDIa.- CONTRACTOR M-D OWNER C'S F TYPE OF REQUEST U TYPE OF PERMIT PHONE PHONe ~3 -y3~ = I551 BUILDING DEPARTMENT DATE IN DATE OUT 1" Review 2"a Review 3rd Review 4'h Review ❑ PLANNING DEPARTMENT DATE IN DATE OUT 1'i Review 2nd Review 3~d Review 4'h Review ❑ PUBLIC WORKS DEPARTMENT DATE IN DATE OUT 1' Review 2'd Revie 3rd Revie~ 4'^ Review ❑ FIRE DEPARTMENT ❑ CITY ARBORIST { ❑ POLICE DEPARTMENT ❑ SEWER DISTRICT ❑ WATER DISTRICT ❑ OTHER DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 13311 BUILDING INSPECTION LINE - 303-234-5933 Date 1/3/02 CITY OF WHEAT RIDGE : 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Property Owner: MEL KARL Property Address : 7340 W 44TH AVE Phone : 431-7557 Contractor License No. : Company : Phone : OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certiry 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 the Wheat Ridge Building Code (U.B.CJ and all other applicable Wheat Ridge ordinances, for work under this permit. (OWNER)(CONTRACTOR) SIGNED DATE Description : DRIVE THROUGH COFFEE KIOSK Construction Value : $35,000.00 Permit Fee : $492.75 Plan Review Fee : $320.29 Use Tax : $875.00 Total: $1,688.04 Use: BUILDING DEPARTMENT USE ONLY Approval : MP Zoning : pCD Approval: DM OW1 Approval: Occupancy : Walls SIC : Sq. Ft. : MUST BE CONSISTENT W/ ATTACHED CONDITIONS OF APPROVAL 12/21/07 WELDING INSPECTION REPORTS REQUIRED. PRIOR TO FINAL CERT. OF OCC. 1/2/02 Roof : Stories : Residential Units : Electrical License No : Company : Plumbing License No : Company : Mechanical License No : Company: Expiration Date : Expiration Date : Expiration Date : Approval: Approval: Approval: (1) This permit was issued in acwrdance with the provisions set forth in yopur application and is subject to the laws of the State of Coloratlo and to the Zoning Regulations and Building Code of Wheat Ridge, Coloratlo or any other applicable ortlinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within siMy (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 120 tlays (3) If this permit expires, a new pertni[ may be acquired for a fee of one-half the amount nortnally required, provided no changes have been orwill be made in the original plans and specifrations and any suspension or abandonment has not exceeded one (1) yeac If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new pertnit (4) No work of any manner shall be tlone that will change the natural Flow of water causing a drainage probiem. (5) Contrector shall noUfy the Builtling Inspeciortwenry-four (24) hours in advance for all inspedions and shall receive written approval on inspection carU before proceediing with successive phases of the job. (6) The issuance of a permit or the approval of drawings and specifirations shall not be constmed to be a pertnit for, nor an approval of, any violation of Ihe pmvisions of ihe building codes or any other ordinance, law, rule or regulatioaChief Building Inspector Company : M D Building Corp. Address: 3601 S. Huron City: Englewood State: CO Zip: 80110 Type of License: Building Contractor CityLic: 19988 Phone:761-2422 Fax: Date Issued : 5/18/1998 Expiration Date : 5118/1999 CHIEF BUILDING INSPECTOR M D Building Corp. 3601 S. Huron Englewood, CO 80110 Quasi-Judicial: X _ Yes No 5UBJECT: Case No. SUP 01-03, an application for a special use perxnit to install a drive-up coffee kiosk on property located at 7340 W. 441 Avenue. SiJMMARY AND BACKGROUND: The hearing for this special use permit was continued on November 26, 2001 to December 10, 2001. 1. Alan White memo to City Manager STAFF RECOMMENDATION: Approval BUDGETIMPACT: Original budgeted amount: $0 Actual contracted amount: ' $0 Impact of expenditure on line item: $0 Budget Account No.: N/A ORIGINATED BY: Meredith Reckert, Senior Planner STAFF RESPONSIBLE: Alan White, Planning and Development Director SUGGESTED MOTION: "I move to approve Case No. SUP 01-03, a request for a special use permit for a drive-up facility for properiy located at 7340 W. 44' Avenue for the following reasons: 1. There will be no detrimental effect on the surrounding neighborhood. 2. The use will not contribute fo blight in the neighborhood. 3. The use will not adversely affect the supply of light or air to adjacent property, nor cause significant air, water, or noise pollution. 4. The use is consistent with the Comprehensive Plan. 5. The use will not result in traffic congestion or unsafe parking or loading. There will be nu*rimal traffic conflicts. 6. The use will not overburden utilities. 7. The number of pazking spaces which could be impacted by this use does not decrease the required parldng below the City's standard. 8. The use could fill a need for this ldnd of servioe for customers of the antique store and travelers along 441 Avenue. with the following conditions: 1. T'he special use be a personal grant of use to Mile High Java. 2. Directional pauement arrows and land lines be affixed to the pavement to guide vehicles. 3. Hours of operation be limited to Monday through Friday, 6:00 a.m. to 9:00 p.m.; Saturday from 7:00 a.m. to 9:00 p.m., and Sundays from 7:00 a.m. to 7:00 p.m. 4. Signage on the building facades shall remain unlighted when the kiosk is closed. 5. Directional arrows or pavement markings will be affixed to the two closest access points; one from Upham and one from 44' Avenue. 6. The term of the special use permit shall be indeterminate and shall expire upon the occurrence of one ofthe following events: A. Filing of a notice of intent to acquire, by good faith negotiation or condemnation, the underlying properiy. B. Execution of a contract for sale of the underlying property. C. Notice from the City of the termination of the special use pernut. 7. Upon acceptance of the special use permit, the pemuttee agrees to waive any claims for . compensation for loss of use, lease holdings, or relocation if the pernut expires or is terminated." C:\My£iles\WPFiles\Projects\zoning amendmentslmile hi java sup cont cc acaon.wpd oF WHEAT City of Wheat Ridge Planning and Development Department U m Memorandum TO: Scott D. Staples, City Manager FROM: Alan White, Planning and Development Director ~ SUBJECT: Case No. SUP 01-03, Mile High Java DATE: November 30, 2001 This case was continued by City Council to December 10, 2001 in order for staff to prepare an acceptable motion. Jim Windholz, Jerry Dahl, and I discussed this matter on November 30' and concluded that the urban renewal plan is too vague and general to draw the conclusion that the coffee kiosk unpacts the plan. In addition, the plan will have to be modified when and if a proposal for redevelopment is received. The morion that we created is on the Council Action sheet. C:N1yFiles\WPFiles\Pmjects\SUP 01-03 co¢twpd DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 13311 BUILDING INSPECTION LINE - 303-234-5933 Date 1/3/02 CITY OF WHEAT RIDGE : 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Property Owner: MEL KARL Property Address :-7340 W 44TH AVE Phone : 431-7557 Contractor License No. : Company : Phone : OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not yiolate 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 the Wheat Ridqe Building Code (U.B.C.) and all other applicable Wheat Ridge ordinancest for work under this permit. (OWNER)(CONTRACTOR) SIGNED 41LI_ -4 . DATE Oi o QZ Description : DRIVE THROUGH COFFEE KIOSK Construction Value : $35,000.00 Permit Fee : $492.75 Plan Review Fee : $320.29 Use Tax : $575.00 Total: $1,688.04 Use: iz BUILDING DEPARTMENT USE ONLY SIC Sq Ft Approval : MP Zoning : PCD Approval: DM Approval: Occupancy : Walis MUST BE CONSISTENT WI ATTACHED CONDITIONS OF APPROVAL 72/21/07 WELDING INSPECTION REPORTS REQUIRED. PRIOR TO FINAL & CERT. OP OCC. 112102 Roof Electrical License No : Company : Plumbing License No : Company: Stories : Residential Units : Mechanical License No : Company: Expiration Date : Expiration Date : Expiration Date : Approval : Approval : Approval : (1) This pertnit was issuetl in accordance with the provisions set forth in yopur applica[ion antl is subject to the laws of the State of Colorado and [o the Zoning Regulations antl Building Cotle of Wheat Ritlge, COlorado or any other applicable ordinances of the City. -(2) This permit shall expire if (A) the work authorized is no[ commencetl within sixry (60) days from issue date or (e) the building authorized is suspended or abandoned for a period of 120 days. (3) If this permitexpires; a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the onginal plans and specifcations and any suspension or abandonment has not exceetled one (1) year. If changes are matle or if suspension or abantlonmeni exceetls one (1) year, full fees shall be paid for a new permit. (4) No work oF any manner shali be done that will change the natural flow of water causing a drainage problem. (5) Contraclor shall nolify the Building Inspector rivenry-four (24) hours in advance for all inspections and shall receive writfen approval on inspection card before proceediing with successive phases of thejob. 'Ilm (6) The i ce oit or the approval of drawings and specifcations shall not he construed to be a permit for, nor an approval of, any violation of the . io g cotles or any other ordinance, law, rule or regulation. Chief Buildin nspector DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number: „ Q~ ;~F WHEq p q BUII,DING INSPECTION LI1VE - 303-234-5933 ` Date: \/L,~y CITY OF WFiEAT RIDGE 7500 WEST 29TH AVENUE ca o R'HFAT RIDGE, CO 80215 -(303-H235-285~y5) CORAO id 4~~3~~r Up4~ON Properry Owner: 1'Ae-l 7'3`tO License-No) --y 6 LJ - l{ U'h Av c. ~iUl l~~eC ~5 OR'NER/CONTRACTOR SIGNATURE OF UNDERSLANDING AND AGREEMF,N1' I Lereby certlfy that the setback distances proposed by.this permit application aze acci¢ate, md do not viofate applicable ordinances, mles or regulazions of the City of Wheat Ridge or covenants, easements or reshictions of xecord; that alt measureme¢ts shown, md altegatioac made aze accuraze; that I have read md agree to abide by atl co¢dhions priated on ttils application md that I assume fiill responsibility for compliance with the Plheat Ridge Building Code (U.B.C) md all other appticable Wheat Ridge Ordinances, for work under this permit. ~ (OWNER)(CONTRACTOR): SICNID /~.~G4 `(y. L~ir/LI~ DATE !Z Zo a Description: nr -f~.~.5t ~c4-ee L ;oL L Phone: 3~3-`i31-7SS 7 Phone: ? 6 I - zy 2 Consirucfion V a1ue: 3 s,ccz Permit Fee: PlanReview Fee: ~4-5 Use Tas: Z'Ot31 ° BUII,DING DEPARTMENT USE ONLY ZONING COMMENTS: Approval: zoning: f . j. BUILDING COMMENTS: Approval: Ks PUBLIC WORKS COMMENTS: Approval: -fo TnoC"w- Ccr4. epO'Gt~`?.. , ~ ~Z o Z r` . ~ , ~ Occupancy: Walls: Roo Stories: -`kesiden~'f7n Sq.Ft.: ( Elec calLicense No bing License o. echanical License No: omDan~~ mpany: Expiration Date: Expiration Date: Expiration Date: Approval: Approval: Approval: (I) 17us peimit was issued in accordance with fhe pmvisions set folth in yow applicatiou md is subject to the laws ofthe State of Colorado md to fhe Zouing RegulaROUS md Building Codes of Wheat Ridgq Colorndo ot any other applicabl< ord'wances of We City. 2) Tnis permi[ shall ex-pir_ if (A) the work authorizrd is ¢ot commeaced wiWin sixty (60) days from issue date or (9) fhe building authorized is saspended or aba¢do¢ed for a period of 120 days. - - (3) Iftlus pecmit ezptres, a newpelmit may be acquired for a fee of one-half the emonntnmmallyreqitired, pmvided no changes have been or will be made iv the originalplans endspecificazions andanysuspension orabandonmentLas notexceededone (1) year. SEchanges haveheen orifsuspension orabandoument exceeds one (1) yeaz, fu(1 fea shall be paid for a new peimit. (4) No work of mmy mannei shall be done that vnll change the natucal flow ofwater causing a dcainage problem. (5) ContraaorsLall¢otifytheBuildingSnspectortwenry-fou.(24)housinadvanceforaLLinspecflonsa¢dshallreceivewrittenapprovalouinspectioncazdbefore proceeding witll suecwsiva phazes of thejob. . (6) . Tlie issua¢ce of a p t or the approval of dcawings md specificafions shall no[ be consCUed M he a pelmit for, aor an approval of, any violalion of the provisions of the ld' g cofyeSif any other ordinaucq law, mle or regulation. - ` DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Building Permit Number Date 10405 4/20/00 Property Owner : Property Address: 7340 W 44TH AVE Phone: 431-8015 Contractor License No. : 19402 Company : Aaark Heating & Air Conditioning Phone : 431 8015 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 the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit. (OWNER)(CONTR4CTOR) SIGNED DATE Description : Construction Value : $11,500.00 Permit Fee : $209.25 Pian Review Fee : $0.00 Use Tax : $172.50 Total: $381.75 Use: Electrical License No : Company : Plumbing License No : Company : Mechanical License No : Company : Expiration Date : Expiration Date : Expiration Date : Approval: Approval: Approval: (1) This permitwas issued in accordance with the provisions set forth in yopur application and is subjectto the laws of the Siate of Colorado and to the Zoning Re9ulations and Building Code of Wheat Ridye, Colorado or any oiher applicable ordinances of ihe City. (2) This permit shall expire if (A) the work authorized is no[ commenced within sixty (60) tlays from issue date or (B) ihe buildin9 au[horized is suspended or abantlonetl for a penod of 120 days (3) If this permit expires, a new pertnit may be acquired for a fee of one-half ihe amount normally required, provided no changes have been or will be made in the onginal plans antl specifications and any suspension or abantlonment has not exceetled one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paitl for a new permit. (4) No work of any manner shall be tlone fhat will change the natural flow of water causin9 a drainage problem. (5) Contrector shall notiry the Building Inspectortwenty-four (24) hours in advance for all inspeciions and shall receive written approval on inspection card before proceediing with successive phases of the job. (6) The issua of a pertnit or the approval of drawings and specifica[ions shall no[ be construed to 6e a permit for, nor an approval of, any viola[ion of the provisions of the b' m codg _2r,4 o[her ortlinance, law, rule or regulation. DEPARTMENT OF PLANNING AND DEVELCPMENT Building Permit Number : BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date CG 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Property Owner : Property Address Phone : Contractor License No. l~-KaZ Company :/-`'r~C- Phone : ~ OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value : ~ U I hereby cedify that the setback distances proposed by this pertnit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or PeffT11Y F@@ : covenants, easements or restrictions of record; that ali measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this Use Tax : application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.0.) ano ail other applicable ~Vh id di s, ior work under ihis permit / ~G'~ Total : 7-) (OWNER)(CONTRACTOR) SIGN~ DATE a Description : _ /.~OO ~~--~~5` i /i~ L 2;~ ~"'~lefY'e°nt8'~ Approval: Zoning : Approval : Approval: Occupancy : Walis : Roof : Stories : Residential Units : BUILDING DEPARTMENT USE ONLY Electrical License No : Plumbing License No : Nlechanical License No : Company : Company: Company: Expiration Date : Approval : ' Expiration Date : Approval : Offirg~~ ~..i Exoiration Date : Approval: (7) This pertnit was issuetl in aaordance wiM the provisions set fotlh in yopur applica[ion antl is subjec[ to the laws of the State o( Colorado and [o the Zoning Regulations and Building Code of Wheat Ritlge, Colo2do or any other applicable ordinances of the Ciry. (2) This permit shall expire if (A) the work authonzed is not wmmenced within sixty (60) days from issue date or (B) the buildin9 authonzed is suspended or abandoned for a penod of 720 days. (3) If this permit expires, a new permit may be acquired (or a fee of one-half the amount normally required, provi0ed no changes have been or wiil be matle in the original plans and specifications antl any suspension or abantlonment has not exceedetl one (1) year. If changes are matle or if suspension or abantlonment exceeds one (1) year, full fees shall be paitl for a new pertnit (4) No work of any manner shail be Oone ihat will change the naNral Flow of water causing a drainage probiem. (5) ConUactor shail notiy the Building Inspeclor twenty-four (24) hours in atlvance for all inspections antl shail receive written approval on inspection cartl before proce g with su ssive phases of the lob. (6) u it or the approval of tlrewings antl specifcations shall not be consVUed to 6e a pertnit for, nor an approval ot, any violalion of Ne provisions of e b Itlin e o n dinance, law, rule or regula[ion. Building Inspector For Mayor THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION DEPARTMENT OF PLANNING AND DEVELOPMENT ` BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Building Permit Number Date 8345 1 /5/99 Property Owner. Property. Address : 7340 W 44TH AVE Phone : 303-423-3630 Contractor License No. : 17944 Company : Arvada Lakewood Fence Co. Phone : 424 1089 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances I and do not violate applicable ordinances, ri covenants, easements or restrictions of rec made are accurate; that I have read and ac application, and that I assume full respon Code (U.B.C.) and all other applicable [ permit application are accurate, is of the City of Wheat Ridge or isurements shown, and allegations all conditions printed on this nce with the Wheat Ridge Building nces, for work under this perpiit, „ (OWNER)(CONTRACTOR) SIGNEDL. Description : Install fence Construction Value : $0.00 Permit Fee : $0.00 Plan Review Fee : $0.00 Use Tax : $0.00 Total: $0.00 Use: west and east side of property BUILDING DEPARTMENT USE ONLY SIC : Sq. Ft. : Okay Okay as noted 1/4199 Roof : Stories Residential Units : Electrical License No : Company : Piumbing License No : Company : Mechanical License No : Company : Expiration Date : Expiration Date : Expiration Date : Approval : Approval : Approval : (1) This permitwas issued in accordance with the provisions set forth in yopur application antl is subjectto the laws of Ue State of Colorado and to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City. - (2) This pertnit shall expire if (A) the work authonzed is not commenced within sizty (60) days from issue date or (B) the building authorizetl is suspended or abandoned for a period of 120 days. (3) If this pemit expires, a new permit may be acquired for a fee of one-half ihe amount nortnally required, provided no changes have been or will be made in the ori9inal plans antl specifications and any suspension or abandonment has no[ exceeded one (1) year. If changes are made or iFSUSpension or abantlonment ezceeds one (1) year, full fees shall be paid for a new permi[. (4) No work of any manner shall 6e done that will chan9e the naturel flow of water causing a drainage problem. (5) Contractor shall notify the Builtling Inspector twenry-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceediing with successive phases of the job. (6) The issuance of a pemit or the approval of drawings antl speciFlrations shall not be construed to be a pemit for, nor an approval of, any violatlon of the provisions of the 6uildifQl codesOfiany other ordinance, law, rule ot tegulation. iief Building Inspector THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION Sen; by: AfiVADP LAKENOOD FENC 3033843350 72127/58 20:44 Job 777 Page 1/2 FAX COVER SHEET ARVADA LAKEWOOD FENCE P.O. Box 1081 Arvada, CO 80007 ~ I~ ~ Phone (303) 424-1089 Si ~ r Cl I Fax (103) 384-3350 TO: ME;J, COMPANY NAME: n FAX NUMBER: .i p 3-q 23-"1 Z 17. FR rCHAL~~JCHATiCN COMpANY NAME: t;1,F TEL NO.: 'l0 l~ 7 au ~~,'i 3~3 PAX NO.: DESCRIPTION: TF?,Tr; :;RAR:iNG IS NCT TO SCAI.,F AND hiRnSLJkF:i1iI'.rl'F5 RRIZ APPR-XIMATS. rALI, P9r. Ir YOU HAVE ANY QUES'PIOPI;. 'tY.JL^lit`.:;, c,:i'\L' NUMBER OF PAGES SENT (Including Cover Sheet): ~ 2 DATE SENT: Uecerd;er 27, 159^o T1ME SENT: 19:33 lt there is a problem receivfng this trensmission please corrtact: Ser)t by: ARVADA LAKEA00D FEtJC 3033843350 12/27/98 20:45 ~ob 777 Fage 2/2 DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION DIVISION - 235-2855 ° CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Building Permit Number Date 8345 1 /5/99 Property Owner : Property Address : 7340 W 44TH AVE Contractor License No. : 17944 Company : Arvada Lakewood Fence Co. Phone: 303-423-3630 Phone : 424 1089 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certiy that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules orTegulations of the Ciry of Wheat Ridge or covenants, easements or restridions 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 responsibiliry for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit. (OWNER)(CONTRACTOR) SIGNED DATE Description : Install fence along west and east side of property Construction Value : $0.00 Permit Fee : $0.00 Plan Review Fee : $0.00 Use Tax : $0.00 Total: $0.00 Use : Electrical License No : Company : Expiration Date : Approval : Plumbing License No : Company : Expiration Date : Approval : Mechanical License No : Company : Expiration Date : Approval: (7) This permit was issued in accortlance with the provisions set forth in yopur application and is subjec[ to the laws of the State of Coloratlo antl to the Zoning Re9ulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sia1y (60) days from issue tlate or (B) the building authorized is suspended or abandonetl for a periotl of 120 tlays. (3) If this pertnit expires, a new pertnit may be acquiretl for a fee of one-half the amoun[ normally requiretl, provitled no changes have been or will be matle in the original plans and specifications and any suspension or abantlonment has not exceedetl one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done that will change the natural flow of water causing a drainage problem. (5) Contractor shall notiry the Buildin9 Inspedor hventy-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceediing with successive phases of the "ob. (6) The issuance of a pertnit or the approval o~drdwings and specifications shall not be consirued to be a permit for, nor an approval of, any violation of the provisions of th in or any oiher ordinance, law, rule or regulalion. . r. Chief Building Inspector THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 2345933 24 HOURS PRIOR TO INSPECTION DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date 7500 WEST 29TH AVENUE WHEAT RIDGE, co 80215 APPLICATIo N Property Owner : 1~~i A:~Iot'_/ PropertyAddress: 73 d/~ /juP. Phone: ~/Z3-3630 ContractorLicenseNo.: I44. F4X y23-7Z// CompanY : A-vado_ (..a,L~a,.m d Phone : OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value : Q I hereby certiTy that the setback distances proposed by this permit application are accurate, PgrmiY F8@ : / and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restridions 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 - US@ TaX : application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this pertnit. Totai : (OWNER)(CONTRACTOR) SIGNED DATE US@ : Description: fence- a.104~ cvts~ -v- o,,/' ~a n BUILDING DEPARTMENT USE ONLY i : •~n_g~„Cofm'Sn~iits~ ~ ~ SIC : Sq. Ft. : APprovai Zoning : Bullding..-omme sv cg/G ~s ~ o f~ ~ 6- ~-9 9~n~ Approvai : Public=Wp: s„~ Approval: Occupancy : Walls : Roof : Stories : Residential Units : Electrical License No : Plumbing License No : Mechanical License No : Company: Company: Company: Expiration Date : Expiration Date : Expiration Date : Approval : Approval : Approval : (1) This permit was issued in accordance with the provisions set forth in yopur appliw6on antl is sub7~ecl to the laws ot the State of Colo2do and to Jhe Zoning Regulations and Builtling Cotle of Wheat Ridge, Colorado or any other applicable ordinances of the City. (2) This permit shall ezpire if (A) the work authorized is not wmmencetl within sixty (60) days from issue tlate or (B) the building authanzetl is suspentled or abandoned for a period of 120 days. (3) If this pertnit expires, a new pertnit may be acquired for a fee ot one-half the amount normally required, providetl no changes have been or will be made in the original plans antl specifications an0 any suspension or abantlonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (7) year, lull (ees shall be paid for a new permi[. . (4) No work of any manner shall be done that will change the natu2l flow of watercausing a dreinage problem. (5) Coniractor shall notify the Building Inspec[or Rventy-four (24) hours in advance for all inspections and shall receive written approval on inspection wrd before proceediing with successive phases of the'ob. (6) The issuance of a permit or the approval o~drawings and specifications shall not be wnsW etl to be a pertnil tor, nor an approval o( any violation af the provisions of the builtlin otles or an other ortlinance, law, rule or regulation. _ Chief Building I ector Senc by: ARVADA LAKElN00D FENC 3033843350 72/27/98 20:44 Job 777 Page U 2 FAX COVER SHEET ARVADA LAKEWOOD FENCE P.O. 6ox 1081 Arvada, CO 80007 n, Phone (303) 424-1089 Fax {303} 384-3350 TO: r1~;L KlmRi. COMPANY NAME: FAX NUMBER: 30 :i-9 2:i-721.7. FR C~HADCfI:+l.iOAi COMPANYNAME: ALF TEL NO:: V~11 ~ i0 l~ 363 FAX fJO.: DESCRIPTION: T1173 P.RAF1NC=. IS l4CT TO SCALF AND hiF.nST.JRF'bLFN1'i5 F+kE APPR;;X=i~7.~,TF.. CALI, t4r, Ir YOU HAVE ANY QUES`1'IOPJS. 'rNf1A!'fiS, CHiii1 NUMBER OF PAGES SENT (Including Cwer Sheeq: ~ 2 DATESENT: Uee:eru;er 27, 199^o T)MESENT: 19:33 ff thece is a problem receiving this transmission please coMact: ScnZ by: ARVADA LAKEAOOD FEWC 3033643350 12/27/98 20:45 Job 777 Page 2/2 ~ ~ ` ' r ~w ~ ~ n. w ~ . % ~~,r°~~~° R~ ~ ~ s, ~ , ~T~-~ ~ DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Building Permit Number Date 3433 7/15/96 Property Owner : SOUTH CENTRAL UNDERWRITING CO Property Address : 7340 44TH AV Contractor License No. : 18963 Company : T. C. Construction Management, Inc. Phone : 987-2204 Phone:2721496 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 with the Wheat Ridge Building Code (U.B.C.) and all other applicblaWh~t Ri rdin es, for work under this permit. (OWNER)(CONTRACTOR) Description : NEW Construction Value : $30,000.00 Permit Fee : $284.50 Plan Review Fee : $0.00 Use Tax : $360.00 Total: $644.50 BUILDING DEPARTMENT USE ONLY ~'r~y Approval : SM 7/3196 Zoning : C-1 Approval: Approval : Occupancy : Walis SIC : Sq. Ft. : ENTRY WAY CONSTRUCTION APPROVED Roof : Stories : Residential Units : Electrical License No : Plumbing License No : Mechanical License No : Company: Company: Company: Expiration Date : Expiration Date : Expiration Date : Approval: Approval: Approval: ~ SO M (1) This permit was issued in accordance wiih the provisions set forth in yopur application and is subJ'ect to the laws of ihe State of Colorado and to ihe Zoning Re9ulations and Building Code of Wheat Ridge, Coloredo or any other applicable ordinances of ihe City. (2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue tlate or (B) the building authorized is suspended or abantloned for a periotl of 120 days. (3) If ths permit expires, a new permit may be acquiretl for a fee of one-half the amount normalty required, provided no changes have been or will be made in the orig inal plans and speafications and any suspension or abandonment has not ezceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done that will chan9e fhe natural flow of water causing a tlrainage problem. (5) Contractor shall notiry [he euilding Inspector riventy-four (24) hours in advance for all inspections and shall receive written approval on inspection raM before proceediing with successive phases of [he job. (6) The issuance of a permit or the approval oF tlrawings and specifica[ions shall not be consVUed Yit for, nor an approval of, any violatlon of ihe provisions of ihe buildin cod s or any other ordin nce, law, rule or regulation. c~~~. Li~ Chie~~ ilding Inspector For ayor TNIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 iI L(- Building Permit Number : Date : y~3-5-i6 /J cJ a~3 cU 3 PropertyOwner: %4i;e/liwS ~kST7l.iit/qN.-IT \,C/ Property Address : 73Yo Phone : j g 7- Z z o y Contractor License No. : Company: owS7'Ro crt a..i/H644 T.SwG. Phone: 4113- S7z-i4/ 96 fl1 o'~ ,g F/J lrv+~ MAc-k~ 1-~0 -sZr - ~~i s 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 applicafion, and that I assume full responsibility for compliance with the VJheat Ridge Building Code (U.B.C.) and all other applic35t Rid inene~s, for work under this permit. (OWNER)(CONTRACTOR) SIG DATE42 Description : ~Jj~-c.~ ~ c~/,, G;~'/~~, ~ f 'ti / rBUILDING DEPARTMENT USE ONLY Zonig~Commenfs;; SIC : Sq. Ft. : Approval : `p~ r-447nl2Y W.4Y C-Fa-75T -x(oo Zoning : e- - i Mus-[' P~ Afilcanv;EV~ V~)[ `~Y2ioc~TtT7 Bw~dmg;Comments~j Approval: Pubiifc";Works C-6m-fifferits-1 Approval : Occupancy : Walls : Roof : Stories : Residential Units : Electrical License No : Company: Plumbing License No : Company: Construction Value : Permit Fee : Plan Review Fee : Use Tax: Total : o, oeo Mechanical License No : Company: Expiration Date : Expiration Date : Expiration Date : Approval: Approval: Approval: ~ ~PlansyRequ~re3-,n~; ~ ~Plaps:Repu~red~ gg ~"plans°Requved (1) This permit was issuetl in accordance with iheprovisions set foAh in yopur appliwtion and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Cotle of Wheat Ritlge, Colorado or any other appliwble ordinances of the City. (2) This permil shall expire if (A) Ihe work authonzetl is nol commenced within sizry (60) days fiom issue dale or (B) the building authorized is suspended or abandoned for a period of 120 tlays. (3) It this permit expires, a new permit may be acquired tor a tee ot one-halt the amount normalty required, providetl no changes have been or will be made in the o(iginal plans and specifications antl any suspension or abantlonment has not exceeded one (1) year. If changes are made or if suspension or ahantlonment (4) (5) (6) any Building Inspector igs and specifications shall not rule or regulation. tions an hall receive wrinen v ~d to Dermit tor, nor an val • Mayor cartl before of the provisions ~ ~ THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING fNSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Building Permit Number : 2601 Date : 2/7/96 Property Owner: SOUTH CENTRAL UNDERWRITING CO Property Address : 7340 44TH AV Contractor License No. : 18729 Company : AMPTEK ELECTRICAL SERVICES, INC. Phone : Phone: 421-9465 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT i hereby certi(y 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 1 assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit. (OWNER)(CONTRACTOR)SIGNEQ~,=X_VJ-27~1 DATE Description : INSTALL SPEAKER AUDIO SYSTEM, ADD I OUTLET Construction Value Permit Fee Plan Review Fee Use Tax Total $300.00 $25.00 $0.00 $4.50 $29.50 Electricai License No : Plumbing License No : Mechanical License No : Company : Company : Company : Expiration Date : Expiration Date : Expiration Date : Approval : Approval : Approval : n (1) This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the Stale of Coloredo and to the Zoning Regulations and Building Code of Wheat Ridge, Coloredo or any other appliwble ordinances of the City. (2) This permit shall expire if (A) the work authonzed is not commencetl within sixry (60) days from issue date or (B) ihe building authorized is suspentled or abandoned fora period of 720 days. (3) If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifcations and any suspension or abandonment has nol exceeded one (1) year. If changes are made or if suspension or abandonment exceetls one (7) year, full fees shall be paitl for a new permit. (4) No work of any manner shall be done that will change the natural Flow of wa[er causing a dreinage problem. (5) Contraclor shall notiy the euilding Inspector hventy-four (24) hours in advance for all inspections and shall receive written approval on inspection cartl before proceediing with successive phases of the job. (6) The issuance of a permit or the approval of tlrawings and specifplions shall not be construed to be a pertnit for, nor an approval of, any violation of the provisions of the buNing q'otles qany other ordinance, law, rule or regulation. Building THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION " DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date : 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 PropertyOwner: ~Q\ Y, aS'N Property Address Contractor License No. Company ',A Y` Phone:'-~ a ~"3k;'73 C~) Phone OWNER/CONTR,4CTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value : '!jo';:). Ur::) I hereby certify that the setback distances proposed by this permit application are acwrate, p@fRllt F@E : 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 1 have read and agree to abide by all conditions pnnted on this USe T8X : application, and that 1 assume full responsibility for compliance with the Wheat Ridge Building Cotle (U.B.C.) and all other applicable Wheat Ridge o i ances, for work untler this pertnit. (OWNER)(CONTRACTOR) SIGNE DATE~-GI lo Total : Description ye~-Le~ A~Wew S/ S40m, 04-.7,~I/Iy/ 9oc. ;41e14- BUILDING DEPARTMENT USE ONLY ZMEHO I Approval: Zoning : ldit~ciimmumm Approval: ~Ub1I~ WbFk~tsalFIM9Tft.;-44 Approval: Occupancy : Walls : Roof : Stories : Residential Units : Electrical License No : Plumbing License No : Mechanical License No : Company : Company : Company : Expiration Date : Expiration Date : Expiration Date : Approval : Approval : Approval : ~ Pfans Requfred7 Phuns Required _I ,.1~ P.fiShs it"Aquit2= (1) This permit was issue0 m accorGance with (he provisions set forth in yopur apphcation and is subject to the laws of the State of Coloratlo and to ihe Zoning Regulauons and Builtling Code ot Whea1 Ritlge, Coloratlo or any other apphwble ortlinances of ihe Ciry. (2) This permrt shall e:prte A(A) the work authonzed is noCCOmmenceC wilhin sixry (60) days hom issue tlate or (B) the building authonzetl is suspendeE or abaneoneG for a peno0 of 720 days. (7) If this pertnR exprtes, a new pertnit may be acquired far a fee of one-halF the amount nortnalty required, provitled no changes have been orwiil be matle in the onginal plans and specificalions and any suspensian or abanEOnment has not exceede0 one (1) year. If changes are matle or if suspenslon or a6antlonment ezceetls one (1) yeaf. full fees shall be paitl for a new permit. . (4) No work of any manner snall be tlone tnat will change Ihe natural flow of water causing a drainage pro6lem. (5) Contrattor snall noUy lhe Builaing Inspector iwenty-four (24) hours m atlvance lor all inspecuons and shall recerve wntten appmval on inspectlon cartl before OroCeetlnng with SuCCe55rv2 phases o/ t11C job. (6) The rssuance ot a permit or the approval o/ tlrawings and specifications shall not be mnstrueo to be a pertnrt (or. nor an approval of. any violation of the prowsions of Ihe builOmg cotle5 or any other ortlinance. law. rule or regulalion. Chief Building Inspector For Mayor THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION