Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
3244 Youngfield Street (G)
C-1 *'* PACIFIC DENTAL SERVICES" March 10, 2020 To: Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 303-235-2855 RE: 3244 Youngfield St, Suite G Wheat Ridge, CO To Whom It May Concern, an approved alternate to routing the fresh intake to the roof is to stub it above the non -plenum ceiling. If you should have any questions regarding the above, please contact me at my direct line at (95 1) 582-5758 Sincerely, �P�� OF CO40 CO ,Q9 JULI O A W. H O Julie Margetich Architect 2044 California Ave, Corona, CA 92881 Phone (951) 582-5758 • Fax (714) 508-6400 E-mail: webbb@pacden.com AIR -RIGHT, INC. Pm.—Ac6 W. A. h.W.... Pacific Dental FIRM: CUSTOMER: Air -Right, Inc. ARI House Account PROJECT #: 747 Sheridan Blvd 20079 Unit 8-B Lakewood CO 80214 PROJECT ADDRESS: PHONE: DATE: (303) 232-5145 2020-03-05 FAX: CONTACT: (303) 232-1238 Tim Topping AIR -RIGHT, INC. Prrsis�.lccvmhAe6v4h. LOCATION: PROJECT NUMBER: CONTACT: 20079 Tim Topping Table of Contents AHU 3 AC 1 3 AC 2 6 AC 3 9 Exhaust Fan 12 EF -1 (A) 12 EF -1 (B) 13 EF -1 (C) 14 EF -1 (D) 15 Page 2 of 15 2020-03-05 AIR -RIGHT, INC. LOCATION: PROJECT NUMBER: 20079 CONTACT: Tim Topping AHU DIRECT DRIVE AC 1 NA UNIT DATA SELECT -TECH Manufacturer TRANE Design CFM 2400 CFM Model No. YSC048G3HB03DO01 Design OSA 153 CFM Serial No. 193010265L Design Static NG in. H2O MOTOR DATA DIRECT DRIVE Motor Bore NA Manufacturer SELECT -TECH Rated Volts 208-230 Frame NG FL Amps 6.90 Horse Power 1 Service Factor 1.00 RPM NG Power Factor NG Phase 1 Nominal Efficiency NG Model NA Set at (Amps) NA DRIVE DATA NA Tested at (Hz) HIGH SPEED Motor Drive DIRECT DRIVE Motor Bore NA Fan Drive NA Fan Bore NA Number of Belts NA Belt Size NA Volts T2-T3 NA Volts Amps T2 NA Amps STARTER DATA NA Volts Amps T3 NA Amps Manufacturer FACTORY INSTALLED Rated Amps NA Model NA Set at (Amps) NA Size NA Tested at (Hz) HIGH SPEED Range NA TEST DATA Actual Supply 2354 CFM Actual OSA 159 CFM Actual RPM DIRECT DRIVE RPM Actual Return 2195 CFM Volts T1-T2 209 Volts Amps T1 6.7 Amps Volts T2-T3 NA Volts Amps T2 NA Amps Volts T1-T3 NA Volts Amps T3 NA Amps AC 1 Page 3 of 15 2020-03-05 NOTES: Test Data Actual OSA AREA 26x11 Sq ft 1.98 FT MIN 80 159 CFM. Actual Return No Dampers on any return inlets, unable to proportion AC 1 / Summary SUMMARY Name Type Size Design CFM Prelim CFM Final CFM % of Design Outlet -001 S-2 24 x 24 400 400 100 AIR -RIGHT, INC. S-2 24 x 24 400 Fred: r lccu mta Aa M b 1 e. 98 Outlet -003 S-2 LOCATION: 400 PROJECT NUMBER: CONTACT: Outlet -004 S-2 20079 Tim Topping STATIC PROFILE 98 Outlet -005 S-2 Filter In 0.24 in. H2O Fan In -0.59 in. H2O Filter Out NA in. H2O Fan Out 0.30 in. H2O Cooling Coil In NA in. H2O Heating Coil In NA in. H2O Cooling Coil Out NA in. H2O Heating Coil Out NA in. H2O NOTES: Test Data Actual OSA AREA 26x11 Sq ft 1.98 FT MIN 80 159 CFM. Actual Return No Dampers on any return inlets, unable to proportion AC 1 / Summary SUMMARY Name Type Size Design CFM Prelim CFM Final CFM % of Design Outlet -001 S-2 24 x 24 400 400 100 Outlet -002 S-2 24 x 24 400 390 98 Outlet -003 S-2 24 x 24 400 359 90 Outlet -004 S-2 24 x 24 400 390 98 Outlet -005 S-2 24 x 24 400 412 103 Outlet -006 S-2 24 x 24 400 403 101 Totals 2400 0 2354 AC 1 / Summary SUMMARY Name Type Size Design CFM Prelim CFM Final CFM % of Design Inlet -001 R-3 24 x 24 300 590 197 Inlet -002 R-3 24 x 24 300 379 126 Inlet -003 R-3 24 x 24 960 564 59 AC 1 Page 4 of 15 2020-03-05 K. AIR -RIGHT, INC. Pmcise AccarateAebebie. LOCATION: SUMMARY PROJECT NUMBER: 20079 CONTACT: Tim Topping Name Type Size Design CFM Prelim CFM Final CFM % of Design Inlet -004 R-3 24 x 24 300 335 112 Inlet -005 R-3 24 x 24 300 327 109 Totals 2160 0 2195 AC 1 Page 5 of 15 2020-03-05 AIR -RIGHT, INC. Precise kc(vrat:AefmEle. LOCATION: PROJECT NUMBER: CONTACT: 20079 Tim Topping AC 2 UNIT DATA Manufacturer TRANE Design CFM 2400 CFM Model No. Serial No. MOTOR DATA Manufacturer Frame Horse Power RPM Phase DRIVE DATA YSC048G3EHB03DO01 Design OSA 193111647L Design Static SELECTTECH NG 1 NG Rated Volts FL Amps Service Factor Power Factor 98 CFM NG in. H2O 208/230 6.90 1.00 NG 1 Nominal Efficiency NG Motor Drive Fan Drive DIRECT DRIVE NA Motor Bore Fan Bore NA NA Number of Belts NA Belt Size NA STARTER DATA Manufacturer Model FACTORY INSTALLED NA Rated Amps Set at (Amps) NA NA Size NA Tested at (Hz) HIGH SPEED Range NA TEST DATA Actual Supply 2262 CFM Actual OSA 101 CFM Actual RPM DIRECT DRIVE RPM Actual Return 2161 CFM Volts T1-T2 210 Volts Amps T1 6.5 Amps Volts T2-T3 NA Volts Amps T2 NA Amps Volts T143 NA Volts Amps T3 NA Amps AC 2 Page 6 of 15 2020-03-05 NOTES: Test Data Actual Supply AREA 26x11 Sq ft 1.98 FT MIN 51 101 CFM. Actual OSA AREA 26x11 Sq ft 1.98 FT MIN 51101 CFM. Actual Return No Dampers on any return inlets, unable to proportion AC 2 / Summary SUMMARY Name Outlet -001 Outlet -002 Outlet -003 Type S-2 S-2 S-2 Size 24 x 24 24 x 24 24 x 24 Design CFM 100 100 360 v 0/6 of Design 90 95 99 Outlet -004 S-2 24 x 24 360 325 90 Outlet -005 S-2 24 x 24 360 357 99 Outlet -006 S-2 AIR -RIGHT, INC. 400 376 94 P—t-Accv r. t. A.1. b l.. S-2 24 x 24 360 LOCATION: 93 PROJECT NUMBER: CONTACT: 24 x 24 360 20079 Tim Topping STATIC PROFILE 2400 Filter In 0.27 in. H2O Fan In -0.60 in. H2O Filter Out NA in. H2O Fan Out 0.32 in. H2O Cooling Coil In NA in. H2O Heating Coil In NA in. H2O Cooling Coil Out NA in. H2O Heating Coil Out NA in. H2O NOTES: Test Data Actual Supply AREA 26x11 Sq ft 1.98 FT MIN 51 101 CFM. Actual OSA AREA 26x11 Sq ft 1.98 FT MIN 51101 CFM. Actual Return No Dampers on any return inlets, unable to proportion AC 2 / Summary SUMMARY Name Outlet -001 Outlet -002 Outlet -003 Type S-2 S-2 S-2 Size 24 x 24 24 x 24 24 x 24 Design CFM 100 100 360 Prelim CFM Final CFM 90 95 355 0/6 of Design 90 95 99 Outlet -004 S-2 24 x 24 360 325 90 Outlet -005 S-2 24 x 24 360 357 99 Outlet -006 S-2 24 x 24 400 376 94 Outlet -007 S-2 24 x 24 360 334 93 Outlet -008 S-2 24 x 24 360 330 92 Totals 2400 0 2262 AC 2 / Summary AC 2 Page 7 of 15 2020-03-05 'l..t�es1 AIR -RIGHT, INC. F—so A"vmtaAahcb1*. LOCATION: PROJECT NUMBER: CONTACT: 20079 Tim Topping SUMMARY Name Type Size Design CFM Prelim CFM Final CFM % of Design Inlet -001 R-3 24 x 24 50 359 718 Inlet -002 R-3 24 x 24 905 720 80 Inlet -003 R-3 24 x 24 905 Inlet -004 R-3 24 x 24 300 557 62 525 175 Totals 2160 0 2161 AC 2 Page 8 of 15 2020-03-0E AIR -RIGHT, INC. Precise Accru m to lq s §a h ia. LOCATION: AC 3 UNIT DATA PROJECT NUMBER: 20079 CONTACT: Tim Topping Manufacturer TRANE Design CFM 2400 CFM Model No. YSC048G3EHB02D001 Design OSA 128 CFM Serial No. 190510023L Design Static NG in. H2O MOTOR DATA Manufacturer SELECT TECH Rated Volts 208/230 Frame NG FL Amps 6.90 Horse Power 1 Service Factor 1.00 RPM NG Power Factor NG Phase 1 Nominal Efficiency NG DRIVE DATA Motor Drive Fan Drive Number of Belts DIRECT DRIVE NA NA Motor Bore Fan Bore Belt Size NA NA NA STARTER DATA Manufacturer Model Size FACTORY INSTALLED NA NA Rated Amps Set at (Amps) Tested at (Hz) NA NA HIGH SPEED Range NA TEST DATA Actual Supply 2273 CFM Actual OSA 130 CFM Actual RPM DIRECT DRIVE RPM Actual Return 2143 CFM Volts T1-T2 Volts T2-T3 210 Volts NA Volts Amps T1 Amps T2 6.6 Amps NA Amps Volts T1-T3 NA Volts Amps T3 NA Amps AC 3 Page 9 of 15 2020-03-05 NOTES: Test Data Actual OSA AREA 26x11 Sq ft 1.98 FT MIN 66 CFM 130 Actual Return No Dampers on any return inlets, unable to proportion AC 3 / Summary SUMMARY Name Type Size Design CFM Prelim CFM Final CFM of Design Outlet -001 S-2 24 x 24 240 161 237 99 Outlet -002 S-2 AIR -RIGHT, INC. 240 289 250 Frsci..Accu rc t..Av b..0 W Outlet -003 S-2 24 x 24 LOCATION: 199 PROJECT NUMBER: CONTACT: Outlet -004 S-2 20079 Tim Topping STATIC PROFILE 231 96 Outlet -005 Filter In 0.26 in. H2O Fan In -0.56 in. H2O Filter Out NA in. H2O Fan Out 0.29 in. H2O Cooling Coil In NA in. H2O Heating Coil In NA in. H2O Cooling Coil Out NA in. H2O Heating Coil Out NA in. H2O NOTES: Test Data Actual OSA AREA 26x11 Sq ft 1.98 FT MIN 66 CFM 130 Actual Return No Dampers on any return inlets, unable to proportion AC 3 / Summary SUMMARY Name Type Size Design CFM Prelim CFM Final CFM of Design Outlet -001 S-2 24 x 24 240 161 237 99 Outlet -002 S-2 24 x 24 240 289 250 104 Outlet -003 S-2 24 x 24 240 199 227 95 Outlet -004 S-2 24 x 24 240 149 231 96 Outlet -005 S-2 24 x 24 240 163 224 93 Outlet -006 S-2 24 x 24 400 458 377 94 Outlet -007 S-2 24 x 24 400 138 368 92 Outlet -008 S-2 24 x 24 400 59 359 90 Totals 2400 1616 2273 AC 3 1 Summary SUMMARY Name Type Size Design CFM Prelim CFM Final CFM % of Design Inlet -001 R-3 24 x 24 1080 994 1074 99 AC 3 Page 10 of 15 2020-03-05 AIR -RIGHT, INC. P--... A--t.A.F.W.. LOCATION: SUMMARY Name Type Inlet -002 R-3 PROJECT NUMBER: 20079 Size Design CFM Prelim CFM Final CFM 24 x 24 1080 988 1069 Totals 2160 1982 2143 CONTACT: Tim Topping of Design 99 AC 3 Page 11 of 15 2020-03-05 N: ee AIR -RIGHT, INC. P-0- Mt7.Aekable LOCATION: Exhaust Fan EF -1 (A) UNIT DATA Manufacturer Model Serial Number MOTOR DATA Manufacturer Motor HP RPM Phase TEST DATA CFM RPM PROJECT NUMBER: CONTAC' 20079 Tim Toppir BROAN Design CFM 80 AE8013-13 Design Static NG 91M30H 1 BROAN NUTONE S.F. 1.0 NG Volts 120 NG Amps 0.3 1 82 Volts 121 DIRECT DRIVE Amps 0.27 Fan In ATMOSPHERE Fan Out NO ACCESS EF -1 (A) Page 12 of 15 2020-03-0 v AIR -RIGHT, INC. F-1- M. LOCATION: EF -1 (B) UNIT DATA PROJECT NUMBER: 20079 CONTAC' Tim Toppir Manufacturer BROAN Design CFM 80 Model AE80B-B Design Static NG Serial Number 91M30H 1 MOTOR DATA Manufacturer Motor HP RPM Phase BROAN NUTONE NG NG 1 S.F. Volts Amps 1.0 120 0.3 TEST DATA CFM 80 Volts 120 RPM Fan In DIRECT DRIVE ATMOSPHERE Amps Fan Out 0.29 NO ACCESS EF -1 (B) Page 13 of 15 2020-03-U MOTOR DATA NG CONTAC' Tim Toppir Manufacturer BROAN NUTONE S.F. 1.0 Motor HP NG Volts 120 AIR -RIGHT, INC. Precise A<s mN.Robably. NG LOCATION: PROJECT NUMBER: 20079 EF -1 (C) UNIT DATA Manufacturer BROAN Design CFM Model AEBOB-B Design Static Serial Number 91M30H 1 MOTOR DATA NG CONTAC' Tim Toppir Manufacturer BROAN NUTONE S.F. 1.0 Motor HP NG Volts 120 RPM NG Amps 0.3 Phase 1 TEST DATA CFM RPM 79 Volts 121 DIRECT DRIVE Amps 0.3 Fan In ATMOSPHERE Fan Out NO ACCESS EF -1 (C) Page 14 of 15 2020-03-0. AIR -RIGHT, INC. vr.s,..xea.ca a.t-of. LOCATION: EF -1 (D) UNIT DATA Manufacturer Model BROAN AE80B-B Serial Number 91M30H 1 ��.�r•�:��_rra PROJECT NUMBER: 20079 Design CFM Design Static 80 NG CONTACT: Tim Topping Manufacturer BROAN NUTONE S.F. 1.0 Motor HP NG Volts 120 RPM NG Amps 0.3 Phase 1 TEST DATA CFM 84 Volts 120 RPM DIRECT DRIVE Amps 0.27 Fan In ATMOSPHERE Fan Out NO ACCESS EF -1 (D) Page 15 of 15 2020-03-05 ROOF/CEILING STRICTURE AS PER MANUFACT. PLANS. 248 SMS EACH SIDE OF DUCT CFM El2X2 SUPPLY AIR GRILL TYPE REMARKS REPLACE 3 EXISTING UNITS WITH STEEL SUPPORT STRAP NEW UNITS, SEE STRUCTURAL (FOR D14NETERS OR LETTER 1GAIV. STEEL SUP VV TSTRAP COOLING (FORDIA(ETERS UP TO 40') KRUEGER 1240P n 0-200 STEEL SEISMIC DUCT SUPPORT SYMBOL LEGEND: MANUFACT. SIZE CFM El2X2 SUPPLY AIR GRILL TYPE REMARKS REPLACE 3 EXISTING UNITS WITH MODEL NO. NEW UNITS, SEE STRUCTURAL 2X2 RETURN AIR GRILL LETTER 20 COOLING SUPPLY -DICT WORK (NO. = SIZE OF DUCT) KRUEGER 1240P n 0-200 — RETURN -DUCT WORK (NO = SIZE OF DUCT) MODAL EXHAUST FAN- GROAN 80 CFM OR EQUAL QUAD SD SMOKE DETECTOR,(EXISTING) M OT T -STAT, INSTALL PER PLAN; PROVIDED BY PDS u.j POD PERFOR. 2' DIA. VENT TO ROOF DIRECT UO UNDERCUT CONNECT FRESH AIR TO 12' X 12 COMPRESSOR MIN. 10'-0' FROM o W C ANY EXHAUST VENT, SEE DETAIL MODULAR 30/P-0 EXHAUST FAN SCHEDULE LJL > O;w SYMBOL MANUFACT. CFM REMARKS Wx a < MODEL NO. QUANTITY 1 EF BROAN684 4 80 @ RESTROOMS THEIN WITH LIGHTSWITCH - 1 OR EQUAL @ EQUIPMENT ROOM TIE IN WITH EQUIPMENT SWITCH IN STERILZATION @ PHONE ROOM W/ LINE VOLTAGE T -STAT, SET AT 72 DEGREES 8'X 8' 100 NEW EXHAUST FAN, IN ®N EQUIPMENT AIR DISTRIBUTION SCHEDULE EQUIPMENT. SEE E-1 FOR KRUEGER C1190 MORE INFORMATION SYMBOL MANUFACT. SIZE CFM MAX NECK TYPE REMARKS DATE: REVISIONS: MODEL NO. CAPACITY VELOCITY COOLING S-1 KRUEGER 1240P 8' X 8' 0-200 TOTAL UNIT MODAL FRAME 32 FOR T -BAR QUAD TONS M In M O u.j POD PERFOR. IN S-2 KRUEGER 1240P 12' X 12 200-380 o W C i M MODULAR FRAME 32 FOR T -BAR LJL > O;w Wx a < Nim 1 PERFOR. - R-1 KRUEGER 1190 8'X 8' 100 765 ®N 35 DEG. GYP- BD. MOUNTING e KRUEGER C1190 18'X 18 700 SHEET NO. ' PERFOR. GYP. BD. MOUNTING R-3 KRUEGER 1190 22' X 22 D-1400 pERFOR- FRAME 32 FOR T -BAR T-1KRUEGER fA90 18"X IS 100 1 6 FRAME 32 FOR T -BAR T-2 KRUEGER C1190 8' X 8' 100 765 GYP, BD. MOUNTING MEMAIBCAL ABBRFE UTOIS ABV.I ABOVE ICD CDNODISITE ORAL! RTU SCHEDULE OFFICE 579 DRAWING ISSUANCE DATES HEATING FOR OONSTRULTIDN - DATE: REVISIONS: SYMBOL MANUFACL COOLING SUPPLY FAN OUTSIDEAIR EER �O WC c TOTAL UNIT MODEL NO. QUAD TONS M In M O u.j POD WEIGHT IN LL O oI rn J '0 u�al� o W C i M - o W g � ULu U `��12 LJL > O;w Wx a < Nim 1 6 - 2400 153 12.00 EDa ' 765 ®N 1MA077 1 6 2nd SUB DATE: - 240098 12.00 SHEET NO. ' 765 ® 4a7 1 6 2400 128 -4 12.00 765 FLEX -7 I f_l ( 'r1240 FLEX G 4' DIA. VENT TO ROOF EXHAUST NEW EXHAUST FAN, T DRYER, +48' TO CENTER WITH OF 2. IN RESTROOMS 90 W/ FLAPPER MIN. 10'-0' TIE TO LIGHT SWITCH FROM HVAC INTAKE in �- II i� i ® u R3 sop -9 t( =111 t 2 S-2 STERI IZATION S-2 rj 400 - 400 TGtL TOILET nn 120 \... __1U"_ z 1 1 EF -i Loi F OF -9a 22 a n Z n � 400 R-3 ,—_- 5.1 !ELJZ�—lsool rUNGE. JF" R-3100300 _ 960 R-3 MAY -RM -1 a i 5-2 _ ® R-3 5 2 SO 400 � O 1 a a r KIDS a 9 Z 360 S-2 1,3 _ 360 �4n - 3 " 10" J # STORAG I NEW FAN S-2 F I ca) 400 v R-3 16" 080 R-3 " Inm 5-2 (z 400 REFLECTED CEILING PLAN 01 MECHANICAL PLAN: WRTH - S-2 SCALE: 114'=i'-0' = 400 TABLE 403.3 MINIMUM VENTILATION RATES PEOPLEOUTDOOR AREA OUTDOOR OA WTiH ZONE AIRFIOWRATEIN AIRFLOWIN DEFAULT OCCUPANT EXHAUST CALCULATED OCCUPANCY CLASSIFICATIONBREATHING DENSITY AIRFLOWRATE SQUARE OCCUPANT DENSITY O.A AIR EXHAUST BREATHING ZONE Rp ZONA Ra (Speople/100DSF) (daVsf) FOOTe/1 AGE (#peopl00d) DISTIURMON AIRFLOW (dm/P—) (CFS) EFFECTIVENESS OFFICE SPACE RTU -3 5 006 5 15W 7.5 1275 M375 OFFICE SPACE RTU -2 5 006 5 1150 5.75 97.75 1721875 OFFICE SPACE RTU -1 5 0,06 5 250 L25 21,25 26.5625 RECEPTION SPACE RTU -1 5 0.06 30626 1878 131,46 164.325 FOIL SI: I CMC FOOT PER MINUTE=00003719 1TON= 9oaK% ICMC FOOT PERMINUIIE PER SQUARE F00T-OW6508 S 81SQURE FOOT -0.0929 M'. a BASED UPON NETOCCUPIABLE FLOOR AREA. b.MECiMfCALEXHAUST REQUIREDANOTHE RECIRCULATION OF AIR FROMSIKH SPACESSPROHIBIiED SEE SECIlON 400.2,1, ITFM3. c SPACES UNHEATED OR MAINTAINED BELOW 50'F ARE NOTCOVFRED BYTHESE REQUIREMENTSUNLESS THE OCCUPANCY IS CONTINUOUS. d. VENTILATION SYSTEM6IN ENCLOSED PARKING GARAGES SHALL CDMPLY WITH SECTION 464. e. RATES ARE PER WATER CLOSET OR URINAL THE H HIGHER RATESHALL BE PROVIDED WHEN PERIODS OF HEAVY USE ARE EXPECIEDTOOCCUR, SIGH ASTOILETS IN THEATERS, SCHOOLS AND SPORTS FACILITIES. THE LOWER RATESHALLBE PERMITTED WHERE PERIODS OF HEAVY USE ARE NUTEXPECTED. L RATES ARE PER ROOM UNLESS OTHERWISE INDICATED. THE HIGHER RATESHALL BE PROVIDED WHERE THE EXHAUSTSYSTEM IS DESI3NEDTO OPERATE INTERNTTENLY. THE LOWER RATE SHALL BE PERMITTED WHERETHER DMUSTSYSTEM S DESIGNEDTO OPERATECONTIUOSLV DURING NORMAL HOURD OF USE- 9. SE8. MEQANICALEXHAUSTIS REQUIRED AND RECIRCULATION IS PROHIBITED EXCEPTTKATREaKlAATION SHALL BE PERMITTED WHERE THE RESUATINGSUPPLYAIRSTREAM CONSITS OF NOT MORE THAT IOPERCENTAIR RECIRCULATION FROM THESE SPACES SEE SECTION 4a2-1, ITEMS 2AND 4 h. FOR NAIL SALONS, THE REQUIRED EXHAUSTSHALL INCLUDE VENTILATION TABLES OR OTHER SYSTEMS THAT CAPTURE THE CONTAMINANTS AND ODORS AT THEIR SOURCE AND ARE CAPABLE OF EXHAUSTING A MINIMUM OF CFM PER STATION. 24' x 24' AIR SUPPLY REG. TYPICAL, U.N.O. MECHANICAL NOTES: i. RETURN AIR GRILLE- CUBE TYPE, 'KRUEGEW ONLY. SUPPLY AIR REGISTER,'KRUEGEW ONLY. 2. REGISTERS AND GRILLS INSTALLED IN T -BAR CEILING SHALL BE ATTACHED TO GRID AT EACH CORNER WITH S.M. SCREWS OR CLIPS. 3. DUCTING SHALL BE RIDGID DUCT AND ATTACHED TO GRILLES, REGISTERS, COLLARS AND TRANSITIONS ACCORDING TO THEIR LISTING I.E. TWO WRAPS OF U.L 181 TAPE ON INSIDE LINER AND P -STRAP AND 2 WRAPS U.L 181 TAPE OR P -STRAP OR BOTH ON OUTSIDE COVER, ALL SPLICES SHALL BE SLEEVED. 4. FOR T -BAR LAYOUT SEE E-2. 5. EXHAUST FAN SUPPLIED BY ELECTRICIAN, DUCT WORK CONNECT BY MECHANICAL CONTRACTOR. 6.24'X 21' LINED SUPPLY AND 27' X 18' LINED RETURN AIR DUCTS UP THRU ROOF TO HEAT PUMP UNIT. TERMINATE DUCTS AT 12'-0' A.F.F. 7. 12' X 18' LINED SUPPLY AND 12' X 18' LINED RETURN AIR DUCTS UP THRU ROOF TO HEAT PUMP UNIT. 8. T -STAT AT 48' A.F.F. W/ 18 GA 49 WIRES/ T -STAT (LEGEND) PROVIDED BY PDS, INSTALL BY GC 9. GC TO SERVICE AND INSTALL NEW FILTERS TO ALL MECHANICAL UNITS PRIOR TO OFFICE OPENING. 10. REPLACE EXISTING UNITS WITH NEW UNITS, PROVIDE COARSE THREAD SCREWS INTO EXISTING ROOF STRUCUTRE j 26 G.A. MTL STRAP 1-1/2' HANGER STRAP, SCREWED STRAPS TO BE SPACED 4'-0' APART EXISTING STRUCTURAL MEMBER FLEX DUCT SEE M -i FOR SIZE MECHANICAL DUCT SUPPORT _ - OFFICE 579 DRAWING ISSUANCE DATES BID SET - FOR OONSTRULTIDN - DATE: REVISIONS: J 1� OO QP 0 �O WC c no U v Y M In M O u.j POD O LL LL O oI rn J '0 z } o W C i M - o W g � ULu U `��12 LJL > O;w Wx a < QQ;C4 8LL ZS�w�a iii o - V41 Qp'o EDa SHEET TITLE MECHANICAL PLAN DRAWN BY: NF/BW 14 SUB DATE: 9/28/19 2nd SUB DATE: - START DATE: 6/24/19 PROJECT NO. WHEAT RIDGE 214579 SHEET NO. M-1 3/11/2020 � 2`� "d Repo� t1 ck �J C� WN West Metro Fire Protection District 433 S. Allison Pkwy, Lakewood, CO 80226 (303) 989-4307 Occupant Name: Pacific Dental (TI, FS, FA) Contractor: Frontier Fire Protection Address: 3244 Youngfield Street InspectionType: Fire Alarm Rough Wheat Ridge, CO 80033 (REQUIRED: The number of devices and on site contractor contact information is required in the notes section below) Permit Number: 190926005 -FA Inspection Date: 2/25/2020 Inspected By: Jim Hamling - 146202873 303-989-4307 jhamling@westmetrofire.org At the time of this inspection, no discrepancies or violations have been found. By no means does this exonerate you from responsibility to adhere to all pertinent codes and restrictions. Inspector Comments: Need to see pull stations at final inspection. JH 2/25/20 Status: Approved https://www.mobile-eyes.com/PA_Report_TabletReports.asp?Mode=Bldg&Type=Full&FullText=F&PIOID=6084 1/1 Consolidated Mutual Water 12700 West 27" Ave. Lakewood, Colorado 80215 Phone Ns: (303) 238-0451 =14713.gh Send completed form to: backflow@crnwc.net 610 Garrison Street Unit - W Lakewood, CO 80215 Phone 303-986-4601 Fax 303-763-8201 Backflow Prevention Device Test & Maintenance Report Keep Records for 3 Years: (Please Print) Device Serial No B327824 Test Date/Time 3/9/2020 Tester Certification 18034 Device Test Result: W Pass ❑i Fail ❑Under Suspension — Process Immediately Backflow Tech 223950 All Fields Must Be Completed Owners Name: TBD**DO NOT EDIT**DO NOT DELETE!! Owners Phone: =3 Owners Address: City: LAKEWOOD ST: CO uService Name: PACIFIC DENTAL Phone: _Zip$0215 _ _ Address: 3244 YOU NGFIELD ST. City: WHEAT RIDGE ST: CO Zip80033 lied To: ALAN INTEGRATED PLUM 1720 S. BELLAIRE ST., STE. 915 DENVER CO 80222 Make:Wilkins Model: 375XL 3/4 —Size: Type: ORPZ ❑DC ❑PVB ❑AVB El Air Gap _ Date Installed: Location on property: UNIT G `–' New Orientation Use Protection p V Existing n Vertical Up ❑Domestic ❑Containment Previous Device Serial Na— — n Vertical Down Dire Isolation n Horizontal [–]Irrigation Line 75 Initial Test Results Repairs/Comments Re -Test Results Tightness Differential Tightness Differential Check Valve #1 ❑ Leak 7.7 n Leak (RPZ, DC, PVB) WTight ,Tight Check Valve #2 ❑ Leak 2.7 n Leak (RPZ, DC) Tight ,Tight v Relief Valve 3.4 (RPZ) Buffer 4.3 oZI (RPZ) °r° Air Inlet (PVB) Shutoff Valve #1 LJ Leak Tight Shutoff Valve #2 Leakv❑Tight Comments: TURN OFF PUMPS BEFORE TESTING TestProcedure:ASSE c`. 0 Alarm Company/Fire Department Notified: '= Person Notified: _ Notified By:_ Turn Off Date/Time: _ Tum On Date/Time: Test Kit Make: Midwest Model 845 d Serial N9: 09072337 Last Calibration Date: 1/8/2020 Tester Name: CLARKE, BRANDON Certificate Expiration Date: 12/31/2021 Tester certifies that this assembly has been tested with the above listed procedure and verifies that isolation valves were returned to pre-test orientation.1�� d Signature: __ __ Phone: (303)986-4601 i CITY OF WHEAT RIDGE Building Inspection Division -(303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: ,�_ -V: e Permit Number: yi CA ks � c1}-)--1 - rv^. (Ac— a. 4AC�� r t 1? ( / rpt, `. c uZo ❑ No one available for inspection: Time 1(�iC� AM/PM Re -Inspection required: Yes When corrections have been made, schedule for re -inspection online at: http✓/www.ci.wheatridge.co.us inspection Date:Inspector - _ V�)..r : l\x -D - L4_ DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address:L��� Permit Number: U, C C'A_ (.j ,r s ❑ No one available for inspection: Time 1 1`-i J AM/PM Re -Inspection required: les,, No When corrections have been made, schedule for re -inspection online at: http://www. ci. wheatridge. co. uslinspection Date: -'--, ate:!` "'t - ? U I,; Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE, Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE -e-) Inspection Type: :1 ID L— CE (AK—i Job Address: Permit Number: ❑ No one available for inspection: Ti A�1D/PM Re -Inspection required: Yes 6P). When corrections have been made, schedule for re -inspection online at: http✓/www.ci.wheatridge.co.usfitnspecti6h- DInspefb§-. DO NOT REMO VIE THIS NOTICE A0001d r, Ir Adr, PERMIT NO: JOB ADDRESS: JOB DESCRIPTION City of Wheat Ridge Commercial Low Voltage PERMIT - 202000465 202000465 ISSUED: 03/02/2020 3244 Youngfield St Unit G EXPIRES: 03/02/2021 Fire alarm - 16 horn/strobe and 6 strobe only *** CONTACTS *** OWNER (303)300-5300 REGENCY CENTERS SUB (303)629-0221 GREG LONDO *** PARCEL INFO *** ZONE CODE: C-1 / Commercial SUBDIVISION CODE: 360 / Shopping Centers 019790 FRONTIER FIRE PROTECTION USE: B / Business BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 7,985.00 FEES Total Valuation 0.00 Use Tax 167.69 Permit Fee 172.60 ** TOTAL ** 340.29 *** COMMENTS *** *** CONDITIONS *** All work shall comply 2012 International Codes, 2017 NEC (if applicable), and ordinances adopted by the City of Wheat Ridge. Work is 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, applica le 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 enn t I further attest that I am legally authorized to include alI entities named within this document as parties to the work to be performed and that all worl�,to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1, This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made -be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original Permit fee. 3, If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees andicrocedures 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 changeof 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 requircd 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, an violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chiff Date REQUESTS MUST BE MADE B 11: 9PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of �Wheat j,q ge MUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(o)_ci.wheatridge.co.us FOR OFFICE USE ONLY Date: Plan/Permit # ow .{fin Plan Review Fee: v Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 3244 YOUNGFIELD ST SUITE G Property Owner (please print): PACIFIC DENTAL Phone: 714-845-8500 Property Owner Email: Tenant (Commercial Projects Only) PACIFIC DENTAL Property Owner Mailing Address: (if different than property address) Address: 17000 RED HILL AVE City, State, Zip: IRVINE, CA 92614 Architect/Engineer: JULIE A MARGETICH PDSI Architect/Engineer E-mail: Contractor: Frontier Fire Protection City of Wheat Ridge License #: 019790 Phone: 951-582-5758 Phone: 303-629-0221 Contractor E-mail Address: Admin@frontierfireprotection.com For Plan Review Questions & Comments (please print): CONTACT NAME (please print): JOHN DROST Phone: 720-231-4842 CONTACT EMAIL(p/ease print): JDROST@frontierfireprotection.com Sub Contractors (Must provide Wheat Ridge License No.): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # 019790 ❑X COMMERCIAL ❑ RESIDENTIAL Description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. ADD FIRE ALARM NOTIFICAITON FOR NEW TENANT FINISH. TO INCLUDE 16 HORN/STROBE AND 6 STROBE ONLY. Commercial Projects Only: Occupancy Type Sq. FULF Amps BTUs Squares Construction Type: Gallons Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ 7,985.00 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any pennit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and last name): DATE: 3/2/2020 Printed Name: JOHN DROST ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE Building Division Valuation: i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTJON NOTICE Inspection Type: Job Address: Z- +7t�t' Permit Number: ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes tAo , When corrections have been made, schedule for re -inspection online at: http.I www. ci, wheatridge.co. uslinspectio Dile:-3A-202 InspectorM1 - __�__ ®O NOT REMO/E THIS NOTICE 4' -Ai CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office I"T110"o Inspection Type: �z-- Job Address: Permit Number: y � MT FALOU ❑ No one available for inspection: Timet I CD PM Re -Inspection required: Ye�N When corrections have been made, schedule for re -inspection online at: http✓/www.ci.wheatridge.co.uslinspec#ion'� _ DaZ3 . 3'_' - In ��--- DO NOT REIQVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTJON NOTICE Inspection Type: Job Address: Z- +7t�t' Permit Number: ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes tAo , When corrections have been made, schedule for re -inspection online at: http.I www. ci, wheatridge.co. uslinspectio Dile:-3A-202 InspectorM1 - __�__ ®O NOT REMO/E THIS NOTICE 4' -Ai CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office I"T110"o Inspection Type: �z-- Job Address: Permit Number: y � MT FALOU ❑ No one available for inspection: Timet I CD PM Re -Inspection required: Ye�N When corrections have been made, schedule for re -inspection online at: http✓/www.ci.wheatridge.co.uslinspec#ion'� _ DaZ3 . 3'_' - In ��--- DO NOT REIQVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: - ff Job Address: Permit Number: ❑ No one available for inspecti Re -Inspection required: Yes, No M When corrections have been made, schedule for re -inspection online at: httpY www.ci. wheatridge. co. usA1nspctiop Date .Z In i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: \ __?N - I�C Q ire_- Job Address: Permit Number: ❑ No one available for inspecton_Tim� Re -Inspection required: Yes ^o When corrections have been made, schedule for re -inspection online at: http✓/www.ci.wheatridge.co.usllnspection -'� Da- Z5. spector; i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: )= Permit Number: �,�• �' ❑ No one available for inspection: Time AM/P t Re -Inspection required: Ye No When corrections have been made, schedule for re -inspection online at: http✓/www, ci, wheatridge. co, uslinspection D52.� • � 3 Inspectsr —1 i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: r (\ Permit Number: b lx_Uci LIA<;-,j � ),r\')L ✓ 4") 1-N a 1 -- t-,-j --� �_ u �� a (off i, 1, tin �& (- -- 6V- ❑ No one available for inspection: Ti - e }�AM/PM Re -Inspection required: Yes N ) 1 When corrections have been made, schedule for re -inspection online at http✓/www.cL wheatridge.co, uslinspection Date:,t5Inspector: 19.D -L,- DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division- r9 (303) 235-2855 Office' _:r INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ., f . ❑ No one available for inspection: Ti Re -Inspection required: Yes, When corrections have been made, schedule for re -inspection online at: httpYlwww.ci.wheatridge.co.us4nspeci ." 1 Dat> `� Insp'e t r,� DO NOT RE VE THIS NOTICE 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: Sat- I -'Nl Job Address: Permit Number: - Ij r ❑ No one available for inspection: Ti Re -Inspection required: Yes When corrections have been made, Date:° aspector: A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE l?_m,), L_ Inspection Type: Y2 Litw, Ly1 rn ( Q�, Job Address: Z`1 Permit Number: U i Cl k3 e- � L S- p C I ❑ No one available for inspection: Time y' )- AM/PM Re -Inspection required: YeS No When corrections have been made, call for re -inspection at 303-234-5933 Date: '' 00'do� OInspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE 1�9�Building Inspection Division (303) 234-5933 Inspection line '(303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: lfl V rp-? 1-> 12 P n(— Job Address: -f t_ t1 L) n c, ? Permit Number: 2oY,4s Q No one available for inspection: Time ) ) _ AM/PM Re -Inspection required: Yes No 4 When corrections have been made, call for re, -inspection at 303-234-5933 Date: Q`Y`.�02_ u Inspector: f DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE - Building Inspection Division l (303) 235-2855 Office INSPECTION NOTICE Inspection Type: k Job Address: Permit Number: 01 L ❑ No one available for inspection: Tim M Re -Inspection required: Yes tC�oP, When corrections have been made, schedule for re -inspection online at: http✓/www.ci. wheatridge.co. usrnsppctio Dat4: / In i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type:�- Job Address: Permit Number: �)_U I e({) r)()gj �L r I( -n r 4 AVN!; "') A I `_.� ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes 1 When corrections have been made, schedule for re -inspection online at. http://Www.ci.wheatridge.co.uslinspection Date: ` tZa u Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Comm. Tenant Finish PERMIT - 201902045 PERMIT NO: 201902045 ISSUED: 01/06/2020 JOB ADDRESS: 3244 Youngfield St Unit G EXPIRES: 01/05/2021 JOB DESCRIPTION: Commercial tenant finish -non-structural partitions, outlets, switches, sinks, two bathrooms and mechanical distribution. *** CONTACTS *** OWNER (303)300-5300 GC (303)840-8821 SUB (303)841-1032 SUB (303)880-2392 SUB (303)929-1466 Square footage: 3,526 Tenant: Pacific Dental REGENCY CENTERS TIMOTHY SPARKS PINE VALLEY NORALDIN ADUAN ALAIN PATENAUDE 060013 EPIC CONSTRUCTION, INC 018273 PINE VALLEY ELECTRIC, INC. 190368 FIVE STARS MECHANICAL 140033 INTEGRATED PLUMBING SYSTEMS *** PARCEL INFO *** ZONE CODE: C-1 / Commercial USE: B / Business SUBDIVISION CODE: 360 / Shopping Centers BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 315,000.00 FEES Total Valuation 0.00 Plan Review Fee 1,637.22 Use Tax 6,615.00 Permit Fee 2,518.80 ** TOTAL ** 10,771.02 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. A A� City of Wheat Ridge Comm. Tenant Finish PERMIT - 201902045 PERMIT NO: 201902045 ISSUED: 01/06/2020 JOB ADDRESS: 3244 Youngfield St Unit G EXPIRES: 01/05/2021 JOB DESCRIPTION: Commercial tenant finish -non-structural partitions, outlets, switches, sinks, two bathrooms and mechanical distribution. Square footage: 3,526 Tenant: Pacific Dental 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 ria d within this document as parties to the work to be performed and that all world to be per is disclosed in this document and/oits; accopanying approved plans and specifications. Signature of OW R or OI TRACTOR ( 'rc e o ) Date/ / 1. This permit was iss bas d o the informatio o ded in the permit application and accompanying plans and specifications and is subject to the complianc ith hose 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 originalpermit 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 androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Off-cial 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 gra ting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any appl'Igable code or p7 ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City cif' �(�Wheatr-Z,d MUNITY DEVELOPMENT Building & Inspection Services 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(oci.wheatridge.co.us FOR OFFICE USE ONLY Date: 116� �j/mPlan/Per it # o f6L Plan Review Fee: Building Permit Application ** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 3244 Youngfield St, Suite G Property Owner (please print): Regency Centers Phone: 303-300-5330 Property Owner Email: triciafreeman@regencycenter.com Tenant Name (Commercial Projects Only) Pacific Dental Services Property Owner Mailing Address: (if different than property address) Address City, State, Zip: Architect/Engineer: Julie A Margetich Architect/Engineer E-mail: Contractor Name: TBD margetichj@pacden.com City of Wheat Ridge License #: Contractor E-mail Address: For Plan Review Questions & Comments (please print): CONTACT NAME (please print): CONTACT EMAIL(p/ease print): Brandon Webb webb@pacden.com Phone: 951-582-5745 Phone: Phone: 951-582-5758 Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # Complete all highlighted fields. OCOMMERCIAL ❑ RESIDENTIAL Provide description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. Dental office tenant improvement, non structural partitions, lights, outlets, switches, sinks, two restrooms, mechanical distribution Sq. FULF 3,526 BTUs Amps ex400 Squares Gallons For Solar: KW # of Panels Requires Structural For Commercial Projects Only: Occupancy Type: B Construction Type: Occupancy Load: 36 Square Footage: 352 Project Value: (Contract value or the cost of all materials and labor included in the entire project) g 229,190.00 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the infonuation provided on the application. CIRCLE ONE: (OWNER) (C TRACTOO�)) ovr T O REPRESENTATIV of (OWNER) (CONTRACTOR) Signature (first and last name): DATE: 9/26/19 Printed Name: Brandon Webb ZONING COMMMENTS: Reviewer: DEPARTMENT USE ONLY Q OCCUPANCY CLASSIFICATION: BUILDING DEPARTMENT COM ENTS: lc q R fewer: e4. PUBLIC WORKS COMMENTS: Reviewer: CONSTRUCTION TYPE: 0-67 Building Division Valuation: Z �/� City of Wheat tl,,dgc COMNIT MUY DEVELOPMENT Building & Inspection Services Division 7500 W. 29`h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(a)-ci.wheatridge.co.us FOR OFFICE USE ONLY Date: 116,- o Add to Permit # D // 6" D Building Permit Revision/Amendment Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: Owner (please print): 1�17,-- �. Property Owner Email: Phone: (9qq —,922- -99; ' n n i.,-,!il Mailing Address: (if different than f property address) Address: (10 '( q( &I i u 6-f Y1 A k State Contact Person: Contractor:�1 Cli 0 Phone• 1� J Contractors City License #: Phone: Contractor E-mail Address:�i art II�J Q.._P1�.-'_ Aff Zff 1A ti' -6y1 � Please Note: Additional valuation must include all general and subcontracted work to be performed related to the revisions and/or amendments declared in the description of work and which were not included in the original permit valuation. If revisions or amendments increase the original valuation, additional fees will be due at the time of approval. Depending on the scope of work, additional plan review fees may be due upon approval ($60.00 an hour — 2 hour minimum). Description of revised/amended work: Sq. Ft./LF Amps C,/htiv , Btu's Squares Gallons Other Additional Project Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above) 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: �� SIGNATOR DATE: / DEPARTMENT USE ONL ZONING COMMMENTS: OCCUPANCY CLASSIFICATION: _ Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ 9/262111A Permit Application GMobileEyes Contractor Permit Portal Help Desk: 866-442-9002 (8a -8p EST) EH.,L„a F, SAFER wonLu Email: help@mobile-eyes.com User Options Applications Welcome back City/Dept.: West Metro Fire Protection District v Brandon Webb biart New Application Log Off Update Account • Just My Jobs All Jobs for my company Address: Occupant: Document Library Street: Job Type: Access Control Application Carbon Dioxide Application • Unsubmitted Submitted r? + Irned— , Search Clear Filters Fire Alarm Control Panel (Dialer Address Job Type Status Application Vacant 2 Existing Submitted Fire Alarm Application STE G Building/ Tenant 9/2612019 Fire Suppression Application 3244 Youngfield Street Improvement 10::12 AAS Kitchen Hood Suppression Wheat Ridge, CO 80033 Application Medical Gas Application New Building -Core and Shell Application No Work Conformance Form Photovoltaic Solar Application Active Jobs Radio Amplification System BDA) Application Revised Drawing Application Just M Jobs All Jobs for m • Y y company Tenant Finish Application Address: Occupant: Underground Fire Line Application Street: Job #: Procedures Schedule Status: ° All Scheduled Unscheduled Search Clear Filters Contractor Help - Address Job Type / # Status Scheduling Help Videos Single Portal Account Overview No matches How to Find Your Active Jobs How to Request an Inspection How to Request Multiple Inspections How to Cancel an Inspection -- - — Completed/Canceled Jobs • Just My Jobs All Jobs for my company Address: Occupant: Street: Job #: Status: ° All Completed Canceled Search Clear Filters Address Job Type / # Status Pacific Dental Service 2 Existing Completed STE D-122 Building/ Tenant 3727 Wadsworth Boulevard Improvement Wheat Ridge, CO 80033 180309005 https://www.mobile-eyes.com/PA_1ndex.asp 1/1 the 720.890.4095 t pion Blvd Ste co 0 eff loer3 65 S. Union Blvd Ste.. 350 Lakewood, CO 80228 group August 30, 2019 Pacific Dental Services, Construction R E 0 rc- 2044 California Ave Corona, CA 92881 f_ Attn: Brandon Webb RE: Pacific Dental Services Pe Mechanical Roof Top Unit Review, Wheat Ridge 2 Project No. 190164 Dear Brandon, At your request, we have provided this letter regarding the replacement of the existing Rooftop Mechanical Units w/ (3) new units on the Pacific Dental Building at 3244 Youngfield St., Suite G Wheat Ridge, Colorado. Design Criteria used: 2012 International Building Code with Wheat Ridge Amendments Ultimate Design Wind Speed = 135 mph, Exposure C, Risk Category II Roof Snow Load = 30 psf Roof Dead Load = 20 psf The existing roof structure is structurally adequate to support the load, and no additional reinforcing is required if the units are directly replacing the existing roof top units as placed. Please do not hesitate to call if you require further consultation on this matter. Sincerely, Russ Leffler, P.E. Principal Attachments �;p0 REG�slF ccs® •��C,�� �• �c���• �'� 32622 i 8-30-2019 Digitally signed by Russ Leffler, PE, SE Reason: I am the professional engineer in responsible charge of, and directly responsible for this engineering work. Date: 2019.08.30 12:32:49-06'00' 42b / go 20 qSONO E%IST F%IS.Or PCU GR -R � all, of , %ft Rhee 004 le Job Name Tthe6I ler Job No_ Sheet No. ff r By fAj Date group -JT 9rU 47- R7 -(j FK I ST- I fJ 6' :3,v1- P -TO q�l /q I /\j TV M Lo -M LOAQ st4AP\-Frj A-7- S -Lo" 641 Gj q'O PL -r -�4 rl:z (POO a - a69 6r '?IAUs- /6-19- Olage 720 890,4095 165 S. Union Blvd Suite 360 Lakewood, CO 80228 lhdeTflPr.,grL-up com *'* PAC I F I C DENTAL SERVICES' October 2, 2019 Correction response list 1. Submit energy compliance documentation for new mechanical systems to verify compliance with 2012 IECC Section C403. (COMcheck). See attached 2. P-1: Update plumbing note sections from CPC to IPC. Updated 3. Clarify how minimum mechanical ventilation rates of 2012 IMC Table 403.3 are being met. See the chart on M-1, lowered the OSA per the calc. 4. Provide details on plans for support of HVAC ducts. See on sheet M-1 2044 California Ave- Corona- CA 92881 Phone (951) 582-5758 • Fax (714) 508-6400 E-mail: webbb4 pacden_com � rrrinrr / the 7eT rZ9Gou 4095 t i�elieffi:iergrru,:,:can-. eff-71erf 65 S Union Blvd Sia 360 Lakewood, CO 80228 grOUP_ August 30, 2019 Pacific Dental Services, Construction`. 2044 California Ave Corona, CA 92881 Attn: Brandon Webb RE: Pacific Dental Services Mechanical Roof Top Unit Review, Wheat Ridge 2 Project No. 190164 Dear Brandon, At your request, we have provided this letter regarding the replacement of the existing Rooftop Mechanical Units w/ (3) new units on the Pacific Dental Building at 3244 Youngfield St., Suite G Wheat Ridge, Colorado. Design Criteria used: 2012 International Building Code with Wheat Ridge Amendments Ultimate Design Wind Speed = 135 mph. Exposure C. Risk Category II Roof Snow Load = 30 psf Roof Dead Load = 20 psf The existing roof structure is structurally adequate to support the load, and no additional reinforcing is required if the units are directly replacing the existing roof top units as placed. Please do not hesitate to call if you require further consultation on this matter. Sincerely, Russ Leffler, P.E. Principal Attachments D. 0 C6 :0�: 32622 �0e oe C` ee Oepe ee �\ 8-30-2019 Digitally signed by Russ Leffler, PE, SE Reason: I am the professional engineer in responsible charge of, and directly responsible for this engineering work. Date: 2019.08.30 12:32:49-06'00' I Ex;SiiNG yT�l G1F0_. iF� F 14 a t MOO Job Name /QA'/VTAL ff/0000 1 �tbhe' Job No. MOM :,c/ Sheet 1,110, leer By Date group PEP, CAAA-IL, of FxtJ(, LIT RTU z 3S 1b &.'AT MIAJ A 7V FA A J 0 s4AX AT S-� f) c - ------- --- A! q6 PL47 :-�_ �� � �o as j_=� �- txro - 1174 /vf,w m6tivir 11�Y64E4-3 E 14 Ink M- e - ------------------------ -OO.ZS� -61- FIE?, 67 110, 7Y(j HIA) 165 S. Union Blvd Suite 360 Lakewood, CO 80228 n�( COMcheck Software Version COMcheckWeb Mechanical Compliance Certificate Project Information Energy Code: Project Title: Location: Climate Zone: Project Type: Construction Site: 3244 Youngfield St, Suite G Wheat Ridge, Colorado 80033 2012 IECC Wheat Ridge 2 Wheat Ridge, Colorado 5b New Construction Owner/Agent: Designer/Contractor: Additional Efficiency Package(s) Reduced interior lighting power. Requirements are implicitly enforced within interior lighting allowance calculations. Mechanical Systems List Quantity5ystem Type & Description AC 1,2,3 (Single Zone w/ PerimeterSystem): Heating: 3 each - Duct Furnace, Gas, Capacity = 72 kBtu/h Proposed Efficiency = 81.00% Ec, Required Efficiency: 80.00 % Ec Cooling: 3 each - Packaged Terminal Unit, Capacity = 57 kBtu/h, Air -Cooled Condenser, Air Economizer Proposed Efficiency = 12.50 EER, Required Efficiency: 9.30 EER Fan System: FAN SYSTEM 2 -- Compliance (Motor nameplate HP method) : Passes Fans: FAN 2 Supply, Constant Volume, 2000 CFM, 1.0 motor nameplate hp Mechanical Compliance Statement Compliance Statement: The proposed mechanical design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed mechanical systems have been designed to meet the 2012 IECC requirements in COMche sion CO eckWeb a comply with any applicable mandatory requirements listed in the Inspection Check' Julie Margetich Architect 10/2/19 Name - Title SignJure WDate Project Title: Wheat Ridge 2 Data filename: property of City of Wheat Ridge Report date: 10/02/19 Page 1 of 7 COMcheck Software Version COMcheckWeb Inspection Checklist Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section & Req.ID 103.2 PR2]1 Plan Review I Complies? Plans, specifications, and/or LJComplies calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the mechanical ❑Not Applicable systems and equipment and document where exceptions to the standard are claimed. Load calculations per acceptable engineering standards and handbooks. Additional Comments/Assumptions: Comments/Assumptions 1 High Impact (Tier 1) j 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Wheat Ridge 2 Report date: 10/02/19 Data filename: Page 2 of 7 Section # Footing / Foundation Inspection Complies? Comments/Assumptions & Req.ID C403.2.4. Freeze protection and snow/ice ❑Complies 5 melting system sensors for future ❑Does Not [FO9]3 connection to controls. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: ProPert o f City of Wheat Ridge Building Division 111 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 13 1 Low Impact (Tier 3) Project Title: Wheat Ridge 2 Report date: 10/02/19 Data filename: Page 3 of 7 Section # i & Req.ID Mechanical Rough-In Inspection Complies? Comments/Assumptions C403.2.3 HVAC equipment efficiency verified. ❑Complies See the Mechanical Systems list for values. [ME55]2 ❑Does Not ❑Not Observable _ ❑Not Applicable C403.2.5. Demand control ventilation provided ❑Complies 1 for spaces >500 sq.ft. and >25 ❑Does Not [ME59]1 people/1000 sq.ft. occupant density ❑Not Observable and served by systems with air side ❑Not Applicable economizer, auto modulating outside air damper control, or design airflow >3,000 cfm. C403.2.7 HVAC ducts and plenums insulated. ❑Complies [ME60]2 Where ducts or plenums are installed ❑Does Not in or under a slab, verification may ❑Not Observable need to occur during Foundation ❑Not Applicable Inspection. C403.2.8. Piping Insulation exposed to weather ❑Complies 1 is protected from damage (due to sun, ❑Does Not [MU]3 moisture, wind, etc.). ❑Not Observable ❑Not Applicable C403.2.8 Thermally ineffective panel surfaces of ❑Complies [ME41]3 sensible heating panels have ❑Does Not insulation >= R-3.5. ❑Not Observable ❑Not Applicable C403.2.7 Ducts and plenums sealed based on ❑Complies [ME10]2 static pressure and location. ❑Does Not ❑Not Observable ❑Not Applicable C403.2.7. Ductwork operating >3 in. water ❑Complies 1.3 column requires air leakage testing. ❑Does Not [ME11]3 ❑Not Observable ❑Not Applicable C403.3.1, Air economizers provided where ❑Complies C403.3.1. required, meet the requirements for ❑Does Not 1 �[ME62]1 design capacity, control signal, ventilation controls, high-limit shut-off, ❑Not Observable integrated economizer control, and ❑Not Applicable provide a means to relieve excess outside air during operation. C408.2.2. Air outlets and zone terminal devices ❑Complies 1 have means for air balancing. ❑Does Not [ME53]3 ❑Not Observable ❑Not Applicable C403.4.2 VAV fan motors >=7.5 hp to be driven ❑Complies [ME66]2 by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or ❑Not Observable have controls to limit fan motor demand. ❑Not Applicable C403.2.6 Exhaust air energy recovery on ❑Complies [ME57]1 systems meeting Table C403.2.6 ❑Does Not ❑Not Observable ❑Not Applicable C403.2.11 Unenclosed spaces that are heated ❑Complies [ME71]2 use only radiant heat. ❑Does Not ,c,P ❑Not Observable C'iy °Ash []Not Applicable High Impact (Tier 1) Project Title: Wheat Ridge 2 Data filename: v4iia -��f Medium Impact (Tier 2) 3 1 Low Impact (Tie ,;_. d9a `t date: 10/02/19 Page 4 of 7 Additional Comments/Assumptions: o`1 � e 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Wheat Ridge 2 Report date: 10/02/19 Data filename: Page 5 of 7 Section # Final Inspection Complies? Comments/Assumptions & Re .ID �C403.2.4. Heating and cooling to each zone is ❑Complies 1 controlled by a thermostat control. ❑Does Not [FI47]3 Minimum one humidity control device ❑Not Observable per installed humidification/dehumidification ❑Not Applicable system. _ C403.2.4. Thermostatic controls have a 5 °F ❑Complies 2 deadband. ❑Does Not [F138]3 ❑Not Observable ❑Not Applicable C403.2.4. Temperature controls have setpoint ❑Complies 2 overlap restrictions. ❑Does Not [F120]3 ❑Not Observable ❑Not Applicable �C403.2.4. Each zone equipped with setback ❑Complies 3 controls using automatic time clock or ❑Does Not [F139]3 programmable control system. ❑Not Observable ❑Not Applicable C403.2.4. Automatic Controls: Setback to 55°F ❑Complies 3 (heat) and 85°F (cool); 7 -day clock, 2- ❑Does Not [F140]3 hour occupant override, 10 -hour ❑Not Observable backup ❑Not Applicable �M3.2.4. Systems include optimum start ❑Complies 3.3 controls. ❑Does Not [F141]3 ❑Not Observable _ ❑Not Applicable C408.2.5. Furnished HVAC as -built drawings ❑Complies 1 submitted within 90 days of system ❑Does Not 1[F17]3 acceptance. ❑Not Observable ❑Not Applicable -- ��_3, Fur Furnished O&M manuals for HVAC ❑Complies jC408.2.5. systems within 90 days of system ❑Does Not '3 [F18]3 acceptance. ❑Not Observable ❑Not Applicable !C408.2.5. An air and/or hydronic system ❑Complies i3 balancing report is provided for HVAC ❑Does Not [F143]1 systems. ❑Not Observable ❑Not Applicable C408.2.3. HVAC control systems have been ❑Complies 2 tested to ensure proper operation, ❑Does Not I[F110]1 calibration and adjustment of controls. []Not Observable _ ❑Not Applicable C403.2.2 HVAC systems and equipment ❑Complies [F127]3 capacity does not exceed calculated ❑Does Not loads. ❑Not Observable ❑Not Applicable !C408.2.1 Commissioning nlan develnned by nCmmnliPs fa,. [F128]1 registered design professional or ❑Does Not approved agency. ❑Not Observable city o ❑Not Applicable 8 fiLr���� R�r� by 07�7s.on 1 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Wheat Ridge 2 Report date: 10/02/19 Data filename: Page 6 of 7 Section # Final Inspection Complies? Comments/Assumptions & Req.ID C408.2.4 Preliminary commissioning report ❑Complies [F129]1 completed and certified by registered ❑Does Not design professional or approved ❑Not Observable agency. ❑Not Applicable �C408.2.5. Final commissioning report due to ❑Complies 4 building owner within 90 days of ❑Does Not [F130]1 receipt of certificate of occupancy. ❑Not Observable ❑Not Applicable C408.2.3. HVAC equipment has been tested to ❑Complies 1 ensure proper operation. ❑Does Not [FI31]1 ❑Not Observable ❑Not Applicable C408.2.3. Economizers have been tested to ❑Complies 3 ensure proper operation. ❑Does Not [FI32]1 ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: ` 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Wheat Ridge 2 Report date: 10/02/19 Data filename: Page 7 of 7 C't f �iay v� Wh6atpj�dge COMMUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM This form must be sighed by each sub -contractor. This form will not be accepted with missing inform11,�atti�ion...,, Subcontractor's City of Wheat Ridge License nutgg�C applicable space. Subcontract is ins ra ce nd license must p to date prior to permit issuance. 32Y q Y15" Project Address: Permit #: General Contractor: G VM I Electrical Sub -Contractor I 40 11 Comp ny Name: +L41-Lla State License #: Phone #:_3A 3 --&/ - it) 32 Master #.- Wheat : Wheat Ridge License##:. CATI3 (required field) 12 3o t� %bnArYof Aut oriz cent Date Plumbing Sub -Contractor I Company Name!_77keA A41j,.Zhone State License #: Master #: Wheat Ridge License #: (required field) Signature of Authorized Agent Date I Mechanical Contractor I JD Plumbing d QDli J DSA / Company Name:J��Tdy/P1h[l/]11 Phone: 3n'c0 "'2gQI Wheat Ridge License#: 110142 {required field) aqa"";' .cQil%a ¢ 12/31/2019 SignattWe of Authorized Agent Date A City of Wh6atps. 40dge COMMUNITY DEVELOPMENT SUB—CONTRACTOR AUTHORIZATION FORM This form must be signed by each sub -contractor. This form will not be accepted with missing information. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. Subcontract'9is insurance and license must be up to date prior to permit issuance. 3241 ale ►° 1t-=6 Project Address: 3 Permit #: General Contractor: - Electrical Sub -Contractor Company Name: q 11(�i State License #: Wheat Ridge License #: Signature of Authorized Agent Plumbing Sub -Contractor Phone #• 30 3 _-0 Z - JD32 Master #: (required field) Date Company Name: hone #: X03 q29��� State License #: Master #: f\ W e Ridge License #: (required field) 12-13,& gn r J of Au ed Agent Date I Mechanical Contractor I Company Name:EJ09fdy d/] j=/ Phone: '3t3—S Q " Wheat Ridge License #: Signature of Authorized Agent (required Geld) Date City of Wh6atl�idge COMMUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM This form must be signed by each Sub -contractor. This form will not be accepted with missing information. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. Sub3 n %sins a anddllicense must be up to date prior to permit issuance. Project Address: Y �{- Permit #: General Contractor: I Electrical Sub -Contractor Company Name: q,1t Phone #: 02 State License #: Master #• Wheat Ridge License#: ,.J7'j . (required field) r 1Z 3o %q _ �ibqflfirYof Aut or' ent Date Plumbing Sub -Contractor Company Name: hone #:x'03 State License #: Master #• Wheat Ridge License #: / L Q. " '�(required field) Signature of Authorized Agent I Mechanical Contractor Date Company Name:R Y / A/92/ Phone: 3t(; -SSD Wheat Ridge License #: (required field) Signature of Authorized Agent Date I* City of Wh6a-tP,idge COMMUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM This form must be signed by each sub -contractor. This form will not be accepted with missing information. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. Subcontractor's insurance and license must be up to date prior to permit issuance. Project Address: Permit #: s:t_ General Contractor: Electrical Sub -Contractor Company Name:_.Phone #: State License Wheat Ridge License #: Signature of Authorized Agent Plumbing Sub -Contractor Company Name: State License #: Wheat Ridge License #: Signature of Authorized Agent Mechanical Contractor (required field) Date Phone #: Master #• _(required field) Date Company Name.�I „r�S=Fy ��--r.��,i,�,Phone: Wheat Ridge License #: U �v (required held) Signaturuthorized Agent Date CITY OF WHEAT RfDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE 4403- F-1, net lc!ec Inspection Type: '//'?- Job -!1g -Job Address: 3 -0 d Permit Number: -a d I, 0 1 ❑ No one available for inspection: Time M PM Re -Inspection required: Yes When corrections have been made, cal -inspection at 303-2345933 Date" --�:>Inspecto - --- DO NOT REMI THIS NOTICE A 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: L— 6 _Fk V- e I I Job Address: 7244 `1 W v� rb Permit Number: 6 -,('i01 C,2 2) ❑ No one available for inspection: Time Re -Inspection require 4__Yes No When corrections have been made, call forre-inspectionat 303-234-5933 Date: Z f Inspector: C� DO NOT REMOVE THIS NOTICE 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: E -s Job Address: ?-2L44 `%�lJ �► � l 2 Permit Number: -2 6_�iisd(co2�> ❑ No one available for inspection: Time /PM Re -Inspection required: Yes o When corrections have been made, call for re -inspection at 303-234-5933 Date: ��' Inspector: DO NOT REMOVE THIS NOTICE 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:.-U�' Job Address: ? Z `-E 4UPJ h (� F► Q HCl c� Permit Number: ❑ No one available for inspection: Time /�iDG� AWfm: Re -Inspection required:es No When corrections have been made, call for re -inspection at 303-234- Date:- ?,- 72, l Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE n Building Inspection Division 1�jk (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: e k "—L, l C-� 1 uAA Job Address: -2 L{ 4 '*-1 cAj n C -n Ft r L Permit Number: C, 1(r 2 Ct.v!C(%e CJS -, 4 (.cj a-yU cr s f F 0-6' VVI (Z- LJ Z ❑ No one available for inspection: Time AMIP!PM Re -Inspection require Yes r`No When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE Of Wl�c'yatRj�idgc BUSINESS LICENSE INSPECTION PERMIT NO. 201802090 INSPECTION DAY/TIME Friday, Aug. 24th @10:00 am INSPECTION DAY/TIM INSPECTION DAY/TIME BUSINESS NAME: B & L Ventures (Red Wing Shoes) ADDRESS: 3244 Youngfield Street, Unit G CONTACT NAME: Linda or Bob Case/ t f SQ FT l ! MOCCUPANCY TYPE _OCCUPANCY LOAD l CONSTRUCTION TYPE ;?rSPRINKLERED Inspector Signature -•-2Z , 1 Date PERM IT:ALA10 61(4 ADDRESS: 1► OB :CO Rough Inspection (continued) Date Inspector Initials Comments 316 Rough Mechanical Residential 317 Rough Mechanical Commercial 318 Boiler / Furnace 319 Hot water tank 320 Drywall screw and Nail 77 (- 321 Moisture board / shower walls ` 322 Rough Grading 323 Miscellaneous l -� Final Inspections Date Inspector Initials Comments 401 Gasline 402 Gas Meter Release 403 Final Electrical Residential 404 Final Electrical Commercial 405 Final Mechanical Residential 406 Final Mechanical Commercial —01 407 Final Plumbing Residential 408 Final Plumbing Commercial l -� 409 Final Roof 410 Final Window/Door 411 Landscape/Park/Planning* Inspections from these entities shall be requested one week in advance. *For landscaping and parking inspections please call 303-235-2846 **For ROW and drainage inspections please call 303-235-2861 ***For fire inspections please contact the Fire Protection District for your project. 412 Row/Drainage/Public Works** 413 Flood plain Inspection** 414 Fire Insp. / Fire Protection*** 415 Public Works Final** 416 Storm Water Mgmt.** 417 Zoning Final Inspection* 418 Building Final Inspection Note: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building Inspection does not constitute authorization of occupancy. For Low Voltage permits please be sure that rough inspections are completed by the Fire District and Electrical low voltage by the Building Division. 6/13/2018 Occupant Name: Address: Suite: Contractor: Property Use Type: Inspections Required MobileEyes West Metro Fire Protection District 433 S. Allison Pkwy, Lakewood, CO 80226 (303) 989-4307 To schedule an inspection go to www.westmetrofire.org. Red Wing Shoes 3244 Youngfield Street Wheat Ridge, CO 80033 F Dan Cayemberg Dan Cayemberg 763-533-7171 x 14 763-232-6096 c Undefined (DEFAULT) Fire Alarm Final (REQUIRED: The number of devices and on site contractor contact information is required in the notes section below), Sprinkler Final (REQUIRED: Number of heads and the contact information for the onsite contractor is required in the notes box below), Tenant Improvement Final (REQUIRED: Contact information for the onsite contractor is required in the notes box below) Job Number: Job Description: Permit Number: Permit Contacts: Project Cost: Permit Issued On: 180605001 Commercial Interior remodeling for a new retail tenant. 180605001 -TI None $90,000.00 6/12/2018 Permit Expires On: 6/12/2019 Permit: Tenant Improvement - M Occupancy ------ ADDfT10NAL INSPECTIONS REQUIRED INSP #1 INSP #2 INSP #3 Fire Alarm Permit Final 4Wallinspection t Final i •\I ength Test & Stickers tion , ion Other Permit Final Tenant Improvement Permit Final /? PASS I FAIL I PASS FAIL PASS FAIL ®AM COMMENTS: See requirements on stamped plan set. WRK �?q / /e -'i9 '/- i 1- 144 s, q e , "'�' https://www.mobile-eyes. com/MobileEyes3/TrackPennits_BasicPermit.asp?PID=1247&PPID=1249 INSP #4 PASS J FAIL i CITY OF WHEAT RIDGE Building Inspection Division �f (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: I*� � W L t4 Job Address: 2L44 '-( uy v,\ L F% e l d Permit Number: ( ? y ( �_o Z Z ❑ No one available for inspection: Time H00 AM� Re -Inspection required: Yes 4�, When corrections have been made, call for re -inspection at 303-234-5933 Date: Z. -1--'-2' ( '& Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _:�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: t-101-1- r t',, �, I f 1 �c C o /n Job Address: 3 a L1 L-1 oynq 4.�1e ld Sj- # �3 Permit Number: 2 o/ g o/ 4, a 3 ❑ No one available for inspection: Time Re -Inspection required: Yes When corrections have been made, call e -ins ection at 303-234-5933 D _Y Inspector;.--' DO NOT REMOVE THIS NOTICE ✓_ CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office ® (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: U)a r Job Address: F `Z4 4 Permit Number: ❑ No one available for inspection: Time fJ_�,-O A /PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 301-234-5933 Date: -7° ! Inspector: DO NOT REMOVE THIS NOTICE 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: 3 0 - ` irc co M Job Address: -3 yq Vo t) nq' fie )d Permit Number: 7P n 18 0 1 4 '3 ❑ No one available for inspection: Time L • 1 S AM Re -Inspection required: Yes C,0) *When corrections have been made, callfor re -inspection at 303-234-5933 Date: 2/2 ZZI� Inspector: /li OS Lam. DO NOT REMOVE THIS NOTICE i CITYOFWHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: H' �. f Job Address: Permit Number: a ❑ No one available for inspection: Tim��AM/PM Re -Inspection require -L1 No When corrections have been mads Ca?hjor re -inspection at 303-2 4-933 Date: C7 -z3- '�nspe\cat DO NOT REM9THIS NOTICE i CITY OF WHEAT RIDGE Building Inspectioh Division (303) 234-5933 Inspection line l (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: (< (A/ 67) k'` Job Address: 3-1-2414 c v + Ft e i d c:?7" _t�- IE5 Permit Number: L U (25 ((o Z 3 ❑ No one available for inspection: Time � PM Re -Inspection required: Yes (;_') When corrections have been made, call for re -inspection at 303-234-5933 Date: -2 " - ( Inspector: �� DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line <A (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: FU CkdVI f Job Address: 2 Cha r� i �� f Permit Number: ❑ No one available for inspection: Time I0'3 M Re -Inspection required: Ye No When corrections have been made, call for re -inspection at 303-234-5933 Date: `7�'' /� Inspector:_2 DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division 0k (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: I `ti +`-t' f i c) a - Job Address: q of n 6 Ft ,aj d e,7 4 Permit Number: 2 (2 (ce 0 ( Co Z 3 LJ No one available for inspection: i i Re -Inspection required: Yes No",.,) When corrections have been made, call for re -inspection at 303-234-5933 Date: ^7 ( Inspector: _FC. DO NOT REMOVE THIS NOTICE City of Wheat Ridge Comm. Tenant Finish PERMIT - 201801623 PERMIT NO: 201601623 ISSUED: 07/13/2018 JOB ADDRESS: 3244 Youngfield ST UNIT B EXPIRES: 07/13/2019 JOB DESCRIPTION: Commercial tenant finish on existing commercial tenant suite including demising, mechanical, electrical and plumbing work for a new retail tenant; 200 am electrical upgrade - 1,676 sq ft total Tenant: Red Wing Shoes *** CONTACTS *** OWNER (303)300-5330 REGENCY CENTERS GC (303)988-7138 Brad A. Soppe 150190 Hawkeye Construction, Inc. SUB (303)439-8500 Rodney Walling 019251 Precision Electric SUB (303)568-3709 Larry Romero 021473 Million Air Mechanical Inc. SUB (303)301-4325 Brian Maldonado 180211 Plumb-Mericaq *** PARCEL INFO *** ZONE CODE: C-1 / Commercial USE: B / Business SUBDIVISION CODE: UA / Unassigned BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 90,000.00 FEES Total Valuation 0.00 Plan Review Fee 683.51 Use Tax 1,890.00 Permit Fee 1,051.55 ** TOTAL ** 3,625.06 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. City of Wheat Ridge Tenant: Red wing Shoes 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 t '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 le ally authorized to include all entities named within this document as parties to the work to be performed and that all work to be per is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date I. 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 originalpermit 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 androcedures 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 changeof 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 notoproceed or conceal work without written approval of such work from the Building and Inspection Services Divisi y 6. The i u . cr gra Yf of a rmit shall not be construed to be a permit for, or an approval of, an violation of any provision of any appl Seco e e r regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of CBuilding O ictal Date REQUESTS MUS/ BE MADE BY 1:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Comm. Tenant Finish PERMIT - 201801623 PERMIT NO: 201801623 ISSUED: 07/13/2018 JOB ADDRESS: 3244 Youngfield ST UNIT B EXPIRES: 07/13/2019 JOB DESCRIPTION: Commercial tenant finish on existing commercial tenant suite including demising, mechanical, electrical and plumbing work for a new retail tenant; 200 am electrical upgrade - 1,676 sq ft total Tenant: Red wing Shoes 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 t '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 le ally authorized to include all entities named within this document as parties to the work to be performed and that all work to be per is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date I. 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 originalpermit 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 androcedures 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 changeof 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 notoproceed or conceal work without written approval of such work from the Building and Inspection Services Divisi y 6. The i u . cr gra Yf of a rmit shall not be construed to be a permit for, or an approval of, an violation of any provision of any appl Seco e e r regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of CBuilding O ictal Date REQUESTS MUS/ BE MADE BY 1:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. FOR OFFICE USE ONLY I City of Date: �W heat -Midge MUNITy DEVELOPMENT Plan/Permit# Building & Inspection Services Division I '�_/ ff b l &'3 7500 W. 29th Ave., Wheat Ridge, CO 80033 Plan Review Fee: Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: perm its(aD_ci.wheatridge.co.us r /J Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 3244 �'a�>vc, FiG�v 5'i� �y t�` , APPi.(;uj©o p V'i,�� Property Owner (please print): Fcgc- v c,y 66-m mpp - -1-4i e-fA Fy' qz-:4f.1A" Phone: 3 a 3 < 3 eo • 73 "?' , Property Owner Email: it'H_Fe- ,,Iec iL-eli o6 r e azHcyceKt�s. c�� e -r Mailing Address: (if different than property address) Address: 6`ibG City, State, Zip: (jP-CuNL,&c12 V)'c i 4C.eG ,al I i Arch itect/Eng1neer: A G.,,N J• Architect/Engineer E-mail: 0. Phone: n Contractor: 4\�l'� I,I Contractors City License #: 12, i� Phone: Contractor E-mail Address:���`����' Sub Contractors: Electrical: �)"fC1's I I �ecklL W.R. City License # O Other City Licensed Sub: City License # Plumbing: � ,_J � � 1 � - Mechanical: m W.R. City License # i��i W.R. Cit License # V Other City Licensed Sub: 'JON 0 4 2016 City License # Per Complete all information on BOTH sides of this form COMMERCIAL ❑ RESIDENTIAL Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT OTHER (Describe) T69A4JT fAte Vt1&X0J—J (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) INT Ai,,P- 8674-c pC-t-j1d1 OF E151 �,,rlJel GG> a Li�GfAL 7�N�'N'T Sri t c�►al�rll�a.L/ CLEc7-�te-AL .A -t -i V Pt-uk t~vR A NEW /'TAILZ-NA-4JT Sq. Ft./LF /6 76 � Si" Btu's 4 �, 6,- v Gallons Amps Z.D 0 Squares Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) E3a,A f a OWNER/CONTRACTOR 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, 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 1 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. 1, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CON CTOR) or UTHORIZED REPRESENTATIVE' of (OWNER) (CONTRACTOR) Sit?nature (first and last name): GSL DATE: DEPARTMENT USE ONLY ZONING COMMMENTS: OCCUPANCY CLASSIFICATION: Reviewer: 11-19 BUILDING DEPARTMENT COMMENTS: ®'r , �`� acit►"ANJS Reviewer: Building Division Valuation: $ Lity of WheatRjd�e -�'" f_.i:)M+�AUN17�Y UEVELOPMENS SUB -CONTRACTOR AUTHORIZATION FORM Project Address. Permit #: )ol G) f �r General Contractor: Electrical Contractor - Wheat Ridge License # Company Name: State License #: Phone #: Master #: Signature of Authorized Agent Date Plumbing Contractor - Wheat Ridge License # Ltt f X Company Name:�Phone #: 30O/ State License #: 0t' 600,;)-Kq Master#:zfr-) 570 7 Zkg;: � � d7 -//-/t Signature of Authorized Agent Date Mechanical Contractor - Wheat Ridge License # Company Name: Signature of Authorized Agent Phone: Date *This application must be signed by each sub -contractor confirming the sante. IJ uty of Wh6atpsjwdge OMMUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM *This application must be signed by each sub -contractor confirming the same. Project Address: ' 21; =r_ Permit #: �2 o y�� General Contractor: I ElectdcaA Contractor - Wheat Ridge License # (L% l 'I oL D State Li Si e Master #: 17 0 of Authorized Agent Plumbing Contractor - Wheat Ridge License # Company Name: State License #: Signature of Authorized Agent Phone #: Master #: Mechanical Contractor - Wheat Ridge License # Company Name: Signature of Authorized Agent Phone: 7-/7 -i? Date Date Date *This application must be signed by each sub -contractor confirming the same. City of Wh6atp,idge COMMUNITY DEVELOPMENT SUS -CONTRACTOR AUTHORIZATION FORM *This application must be signed by each sub -contractor confirming the same. Project Address: General Contractor: .a, r LZ, Electrical Contractor - Wheat Ridge License # Company Name: State License #: Signature of Authorized Agent Phone #: Master #: Plumbing Contractor - Wheat Ridge License # Company Name: State License #: Signature of Authorized Agent Phone #: Master #: Date Date Mechanical Contractor - Wheat Ridge License # 021473 Company Name Million Air Mechanical SigriaKre of NutybriKed Agent Phone: 7202310346 OuL; Date 'This application must be signed by each sub -contractor confirming the same. U COMcheck Software Version 4.0.8.1 ao Vl�jj Interior Lighting Compliance Certificate Project Information Energy Code: 2012 IECC Project Title: Red Wing Shoes Project Type: New Construction Construction Site: Owner/Agent: 3244 Youngfield Street 5k�f Wheat Ridge, CO 80033 Additional Efficiency Package(s) Unspecified Allowed Interior Lighting Power R"Ea Per Designer/Contractor: A B C D Area Category Floor Area Allowed Allowed Watts (ft2) Watts / ft2 (B X C) 1-Retail:Sales area 1653 1.60 2645 Proposed Interior Lighting Power A Fixture ID : Description / Lamp /Wattage Per Lamp / Ballast Total Allowed Watts = 2645 B C D E Lamps/ # of Fixture (C X D) Fixture Fixtures Watt. 1-Reta4l:Sales LED area 1: a: Other: 1 40 14 560 LED 2: b: Other: 1 14 12 168 LED 3: c: Other: 1 3 15 45 LED 6: D: LED Linear 15W: 2 14 30 420 LED 7: d1: LED Linear 15W: 1 5 1 5 LED 8: j: LED MR 10W: 1 2 11 22 LED 9: k: LED MR 10W: 1 1 11 11 Total Proposed Watts = 1231 Interior Lighting Compliance Statement Compliance Statement: The proposed interior lighting design epresented in this document is consistent with the building plans, specifications, and other calculations submitted with this pe it application. The proposed interior lighting systems have been designed to meet the 2012 IECC requirements in COMchec Version 4.0.8 a to comply with any applicable mandatory requirements listed in the Insp ,ction Checklist. Name - Titl ig atur Date Project Title: Red Wing Shoes' • — Report date: 05/07/18 Data filename; G:\6440.78\Comcheck Compliance Reports\6440.78.cck Page 1 of 6 COMcheck Software Version 4.0.8.1 Inspection Checklist Energy Code: 2012 IECC Requirements: 100.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section Reg.lDt., Pian. Review Complies? Comments/Assumptions C103.2 ;Plans, specifications, and/or 1❑Complies :Requirement will be met. [PR4]1 !calculations provide all information !❑Does Not ;with which compliance can be ;❑Not Observable determined for the interior lighting :and electrical systems and equipment :❑Not Applicable I and document where exceptions to .the standard are claimed. Information provided should include interior ;lighting power calculations, wattage of (bulbs and ballasts, transformers and I control devices. C406 ; Plans, specifications, and/or !❑Complies ;Requirement will be met. [PR9]1 !calculations provide all information ;❑Does Not with which compliance can be! [--]Not Observable ;determined for the additional energy :.❑Not Applicable !efficiency package options. Additional Comments/Assumptions: 11 High Impact (Tier 1) 2 -1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Reports\6440.78.cck Page 2 of 6 Section,,: #Rough=i�; Electrical Inspection _ Complies? Comnnents/Assumptions & Re AD C4051.2. ,Automatic controls to shut off all ;❑Complies ; Requirement will be met. 1 building lighting installed in all ;❑Does Not {EL22]2 buildings. ;❑Not Observable; ❑Not Applicable C405.2.1, ; Independent lighting controls installed ;❑Complies ;Requirement will be met. 1 f per approved lighting plans and all ;❑Does Not [EL23]2 !manual controls readily accessible and;❑Not Observable ;visible to occupants. ❑Not Applicable ; C405.2.1. ; Lighting controls installed to uniformly ;❑Complies ; Requirement will be met. 2 reduce the lighting load by at least UDoes Not [EL15]1 50%. ;❑Not Observable; ❑Not Applicable C405.2.2. ; Daylight zones provided with ;❑Complies :Requirement will be met. !individual controls that control the :[]Does Not [EL1612 ; lights independent of general area ❑Not Observable 1lighting. ❑Not Applicable ; C405.2,3 ;Sleeping units have at least one ;❑Complies ; Exception: Requirement does not apply. [EL17_]3 I master switch at the main entry door I❑Does Not that controls wired luminaires and Observable; ;switched receptacles. f[]Not ❑Not Applicable ; C405.2.2. :Occupancy sensors installed in ;❑Complies ; Requirement will be met. 2 required spaces. ;❑Does Not [EL18]1 ;❑Not Observable ❑Not Applicable C405.2.2. Primary sidelighted areas are ;❑Complies :Requirement will be met. 3 equipped with required lighting :❑Does Not [EL20]1 (controls. ;[]Not Observable; 1❑Not Applicable C405.2.2. ;Enclosed spaces with daylight area ;❑Complies ;Requirement will be met. 3 under skylights and rooftop monitors ;❑Does Not [EL21]1 ;are equipped with required lighting I❑Not Observable controls. ❑Not Applicable ; C405.2.3 Separate lighting control devices for ;❑Complies ;Requirement will be met. [EL4]1 specific uses installed per approved ;❑Does Not ;lighting plans. I❑Not Observable ❑Not Applicable C405.3 ;,Fluorescent luminaires with odd ;❑Complies ; Requirement will be met. [EL19]3 I numbered lamp configurations that �❑Does Not I are within 10 feet center to center (if ❑Not Observable: recess mounted) or are within 1 foot I edge to edge (if pendant or surface ;❑Not Applicable ;mounted) shall be tandem wired. C405.4 Exit signs do not exceed 5 watts per ;❑Complies :Requirement will be met. [EL6]1 .face. :❑Does Not :F -]Not Observable, :[:]Not Applicable C405.2.3 ;Additional interior lighting power ;❑Complies !Requirement will be met. [EL8]1 allowed for special functions per the ;❑Does Not ;approved lighting plans and is ;automatically controlled and ;❑Not Observable, (separated from general lighting. ;❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 1 3 1 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename; G:\6440.78\Comcheck Compliance Reports\6440.78.cck Page 3 of 6 111 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3`-1 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Repo rts\6440.78.cck Page 4 of 6 Section # Final_ Inspection Complies? .- Comments/Assumptions C408.2..5i :Furnished as -built drawings for ;❑Complies :Requirement will be met. 1 i electric power systems within 30 days ❑Does Not [FI16]3 i lof system acceptance. ;❑Not Observable: ❑Not Applicable C3033,, ; Furnished O&M instructions for ;❑Complies ;Requirement will be met. 0408.2;5, ;systems and equipment to the ;❑Does Not 2 [FI17]3 ; building owner or designated ; representative. :[]Not Observable i ❑Not Applicable C405.5.2 ; Interior installed lamp and fixture ;❑Complies ;See the Interior Lighting fixture schedule for values. [F118]1 I lighting power is consistent with what❑Does Not G is shown on the approved lighting Observable: plans, demonstrating proposed watts are less than or equal to allowed ;❑Not ❑Not Applicable watts. C408.3 ; Lighting systems have been tested to ;❑Complies ;Requirement will be met. [F133]' !ensure proper calibration, adjustment, ;❑Does Not programming, and operation. ❑Not Observable: ❑Not Applicable Additional Comments/Assumptions: 1 I High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title; Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Reports\6440.78.cck Page 5 of 6 Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Reports\6440,78.cck Page 6 of 6 COMcheck Software Version 4.0.8.1 Mechanical Compliance Certificate Project Information Energy Code: Project Title: Location: Climate Zone: Project Type: Construction Site: 3244 Youngfield Street Wheat Ridge, CO 80033 Mechanical Systems List Quantity System Type & Description 2012 IECC Red Wing Shoes Wheat Ridge, Colorado 5b Alteration Owner/Agent: Design a r/Contractor: HVAC System 1 (Single Zone): Heating: 1 each - Central Furnace, Gas, Capacity = 87 kBtu/h Proposed Efficiency = 80.00% Et, Required Efficiency = 80.00% Et Cooling: 1 each - Single Package DX Unit, Capacity = 40 kBtu/h, Air -Cooled Condenser, Air Economizer Proposed Efficiency= 17.50 SEER, Required Efficiency: 13.00 SEER Fan System: None Water Heater 1: Electric Storage Water Heater, Capacity: 6 gallons No minimum efficiency requirement applies Mechanical Compliance Statement Compliance Statement: The proposed mechanical alteration project represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed mechanical systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.0.8.1 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. /14 Name - Title Signature Date Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Repo rts\6440.78.cck Page 1 of 9 COMcheck Software Version 4.0.8.1 Inspection Checklist Energy Code: 2012 IECC Requirements: 100.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # Plan Review Complies? Comments/Assumptions &Re .ID_ C103,2 !Plans, specifications, and/or ;❑Complies :Requirement will be met. [PR2]1 :calculations provide all information ❑Does Not ;with which compliance can be ldeterminedforthemechanical i !❑Not Observable ; ❑Not Applicable !systems and equipment and !document where exceptions to the i standard are claimed. Load 'calculations per acceptable !engineering standards and !handbooks. C103.2 !Plans, specifications, and/or ;❑Complies :Requirement will be met. [PR3]1!calculations provide all information ❑Does Not with which compliance can be !❑Not Observable determined for the service water j heating systems and equipment and !❑Not Applicable document where exceptions to the ! standard are claimed. Hot water system sized per manufacturer's !sizing guide. C406 !Plans, specifications, and/or !❑Complies :Requirement will be met. [PR9]1 Icalculations provide all information ❑Does Not !with which compliance can be !❑Not Observable determined for the additional energy j efficiency package options. ION& Applicable ! Additional Comments/Assumptions: 111 High Impact (Tier 1) 2, 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Reports\6440.78.cck Page 2 of 9 Section - --- 4 Footing / Foundations Inspection, Complies? . Comments/Assumptions Re" .ID C403.2.4. Freeze protection and snow/ice ;❑Complies ; Requirement will be met. 5 melting system sensors for future 1EIDoes Not [FO9]3 connection to controls. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 2'. Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Reports\6440.78.cck Page 3 of 9 Section Plumbing Rough -In Inspection, & Reg. ID'a: Complies? s.: Comments/Assumptions C404.3 ;Temperature controls installed on !❑Complies !Requirement will be met. [PL5]3 service water heating systems (110 F ❑Does Not ;for dwelling units and lavatories in !❑Not Observable, public restrooms and 90 F for other ;❑Not Applicable j occupancies.) C404.2 !Heat traps installed on non -circulating i❑Complies Requirement will be met. [PL4]3 istorage water tanks. ;❑Does Not ❑Not Observable i❑Not Applicable Additional Comments/Assumptions: 1 JHigh Impact (Tier 1) 2 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Reports\6440.78.cck Page 4 of 9 Section,".' Mech6nical Rough in Inspection Compiles? Commenfs/Assumptions & R'eq-.ID C403.2 3 HVAC equipment efficiency verified. i❑Complies See the Mechanical systems list for values. [ME55]2. ;❑Does Not '❑Not Observable' ::[]Not Applicable C403,2.5. i Demand control ventilation provided i❑Complies Requirement will be met. 1 :for spaces >500 sq.ft, and >25 ❑Does Not [ME59]1 people/1000 sq.ft. occupant density ,❑Not Observable and served by systems with air side economizer, auto modulating outside !❑Not Applicable air damper control, or design airflow i>3,000 cfm. C403.2.7 ;HVAC ducts and plenums insulated. i❑Complies i Requirement will be met. [ME60]2 'Where ducts or plenums are installed ❑Does Not in or under a slab, verification may need to occur during Foundation ;❑Not Observable iIInspection. []Not Applicable C403.2.8. Piping Insulation exposed to weather i❑Complies Requirement will be met. 1 is protected from damage (due to sun, ;❑Does Not [ME7]3 moisture, wind, etc.). ❑Not Observable ❑Not Applicable C403.2.8 !Thermally ineffective panel surfaces ofi❑Complies Requirement will be met. [ME41]3 'sensible heating panels have ❑Does Not j insulation >= R-3.5. ❑Not Observable ❑Not Applicable C403.2.7 ! Ducts and plenums sealed based on i❑Complies Requirement will be met. [ME10]2 .static pressure and location. ❑Does Not ❑Not Observable; ❑Not Applicable C403.2.7, ;Ductwork operating >3 in. water !❑Complies Requirement will be met. 13 icolumn requires air leakage testing. ❑Does Not [ME11]3 ❑Not Observable! ❑Not Applicable C403.3.1, :Air economizers provided where i❑Complies `Requirement will be met. C403.3,1. !required, meet the requirements for ❑Does Not 1 [ME62]1 ;design capacity, control signal, ;ventilation controls, high-limitshut-off,;❑Not Observable! integrated economizer control, and ❑Not Applicable provide a means to relieve excess ;outside air during operation. C408.2.2. ;Air outlets and zone terminal devices ;❑Complies :Requirement will be met. 1 i have means for air balancing. ❑Does Not [ME53]3 ;)]Not Observable ❑Not Applicable 0403.4:2 IVAV fan motors >=7.5 hp to be driven i❑Complies Requirement will be met. [ME66]2 ; by variable speed drive, have a vane- ❑Does Not ;axial fan with variable pitch blades, or ;❑Not Observable have controls to limit fan motor ;demand. ❑Not Applicable C403.412 ''jVAV fan motors >=7.5 hp to be driven i❑Complies ' Requirement will be met. [M]E66]2 by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or have controls to limit fan motor ❑Not Observable demand. �❑Not Applicable C403.2.6 ' Exhaust air energy recovery on ElComplies Exception: Requirement does not apply. [ME57]1 systems meeting Table C403.2.6 1EIDoes Not i ❑Not Observable:,:: ❑Not Applicable 11 High Impact (Tier 1) 2, Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Reports\6440.78.cck Page 5 of 9 Section # MechanicAl 116ugh-In Inspection f Complies? Comments/Assumptions & Re .IDx C403.2,111, Unenclosed spaces that are heated i❑Complies Exception: Requirement does not apply. [ME71]2 ;use only radiant heat. ❑Does Not ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 2 I Medium Impact (Tier 2) 1 3 1 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Repo rts\6440.78.cck Page 6 of 9 Section ... ..-. #Final Inspection..', " coniplies?� Cgmments/Assumptions & fte . ID 1403.2.4• !,Heating g g ing anb ca p q will be met. ;❑❑Com lies Requirement Y thermostat control. Does Not [F[47]3 i Minimum one humidity control device ` i❑Not Observable ;per installed humidification/dehumidification i❑Not Applicable system. C403.2.4. iThermostatic controls have a 5 OF ;❑Complies i Requirement will be met. 2 ! deadband. i❑Does Not [FI38]3 '❑Not Observable ;❑Not Applicable C403,2.4. ;Temperature controls have setpoint i❑Complies :Requirement will be met. 2 :overlap restrictions. i❑Does Not [FI20]3 i❑Not Observable ❑Not Applicable C403.2.4. I Each zone equipped with setback i❑Complies Requirement will be met, 3 ' controls using automatic time clock or i❑Does Not [FI39]3 ;programmable control system. ❑Not Observable ❑Not Applicable C403.2,4. ;Automatic Controls: Setback to 55°F €❑Complies Requirement will be met. 3 (heat) and 85°F (cool); 7 -day clock, 2- i❑Does Not [F140]3 '!hour occupant override, 10 -hour ;backup ❑Not Observable i❑Not Applicable C408.2.5. Furnished HVAC as -built drawings i❑Complies Requirement will be met. 1 'submitted within 90 days of system i❑Does Not [FII]3 !acceptance. ❑Not Observable ❑Not Applicable C303.3, i Furnished O&M manuals for HVAC EComplies s Requirement will be met. C408.2.5. ;systems within 90 days of system 1EIDoes Not 3 [F18]3 :acceptance. !❑Not Observable ❑Not Applicable C408.2.5, :An air and/or hydronic system i❑Complies Requirement will be met. 3 1 balancing report is provided for HVAC ❑Does Not [F143]1 systems. ❑Not Observable ' ❑Not Applicable C408.2.3. i HVAC control systems have been i❑Complies :Requirement will be met. 2 'tested to ensure proper operation, ❑Does Not [FI10]1 calibration and adjustment of controls. ❑Not Observable i❑Not Applicable C404.3 Public lavatory faucet water ;❑Complies Requirement will be met. [FI11]3 ;temperature <=110°F. ;❑Does Not ❑Not Observable ❑Not Applicable C404.5J ? First 8 ft of outlet piping is insulated E❑Complies Requirement will be met. ❑Does Not ❑Not Observable ❑Not Applicable i C403.2.2 HVAC systems and equipment ?❑Complies ; Requirement will be met. [F127]3 capacity does not exceed calculated ❑Does Not ;Loads. i❑Not Observable' ;❑Not Applicable 111 High Impact (Tier 1) 2:- Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Reports\6440.78.cck Page 7 of 9 Section . Final. Inspection Complies? Comments/Assumptions - C408.2.1 ;Commissioning plan developed by !❑Complies :,Requirement will be met. [F128]1 I registered design professional or t❑Does Not ;approved agency. ❑Not Observable' i❑Not Applicable C408.2.4 !Preliminary commissioning report ?❑Complies :Requirement will be met. [F129]1 licompleted and certified by registered ❑Does Not design professional or approved :agency. ;❑Not Observable; ❑Not Applicable C408.2.5. i Final commissioning report due to i❑Complies ! Requirement will be met. 4 building owner within 90 days of ❑Does Not [F130]1 receipt of certificate of occupancy. :[:]Not Observable: i ❑Not Applicable C408.2.3. ! HVAC equipment has been tested to i❑Complies Requirement will be met. 1 ensure proper operation. 1EIDoes Not [FI31]1 ❑Not Observable' ❑Not Applicable C408.2.3. iEconomizers have been tested to ?❑Complies Requirement will be met. 3 ensure proper operation. :❑Does Not [FI32]1 '❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 I High impact (Tier 1) 2 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Repo rts\6440.78.cck Page 8 of 9 Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: GA6440.78\Comcheck Compliance Reports\6440.78.cck Page 9 of 9 86COMcheck Software Version 4.0.8.1 /1 Interior Lighting Compliance Certificate Project Information Energy Code: 2012 IECC J U 014 2018 Project Title: Red Wing Shoes Pe 'roject Type: New Construction Construction Site: Owner/Agent: Designer/Contractor: 3244 Youngfield Street Wheat Ridge, CO 80033 Additional Efficiency Package(s) Unspecified Allowed Interior Lighting Power A B C D Area Category Floor Area Allowed Allowed Watts (ft2) Watts / ft2 (B X C) 1-Retail:Sales area 1653 1.60 2645 Total Allowed Watts = 2645 Proposed Interior Lighting Power A B C D E Fixture ID : Description / Lamp /Wattage Per Lamp / Ballast Lamps/ # of Fixture (C X D) Fixture Fixtures Watt. 1-Retail:Sales area LED 1: a: Other: 1 40 14 560 LED 2: b: Other: 1 14 12 168 LED 3: c: Other: 1 3 15 45 LED 6: D: LED Linear 15W: 2 14 30 420 LED 7: d1: LED Linear 15W: 1 5 1 5 LED 8: j: LED MR 10W: 1 2 11 22 LED 9: k: LED MR 10W: 1 1 11 11 Total Proposed Watts = 1231 Interior Lighting Compliance Statement Compliance Statement: The proposed interior lighting design,represented in this document is consistent with the building plans, specifications, and other calculations submitted with this pe frit application. The proposed interior lighting systems have been designed to meet the 2012 IECC requirements in COMchec Version 4.0.64 ato comply with any applicable mandatory requirements listed in the In ction �C(hecklist. 406Q&6 c Name - TitIU Uig atur Date Project Title: Red Wing Shoes — W - Report date: 05/07/18 Data filename; G:\6440.78\Comcheck Compliance Reports\6440.78.cck Page 1 of 6 COMcheck Software Version 4.0.8.1 Inspection Checklist Energy Code: 2012 IECC Requirements: 100.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Plan- Review Complies? Comments/Assumptions C103.2 ; Plans, specifications, and/or 1❑Complies :Requirement will be met. [PR4]1 :calculations provide all information ;❑Does Not ;with which compliance can be ;[]Not Observable 'determined for the interior lighting and electrical systems and equipment :❑Not Applicable I and document where exceptions to .the standard are claimed. Information provided should include interior ;lighting power calculations, wattage of 'bulbs and ballasts, transformers and control devices. C406 :Plans, specifications, and/or ;❑Complies :Requirement will be met. (PR9]1 !calculations provide all information ;❑Does Not ;with which compliance can be ;determined for the additional energy :❑Not Observable efficiency package options. I❑Not Applicable ; Additional Comments/Assumptions: 111 High Impact (Tier 1) ``2 1 Medium Impact (Tier 2) 1 3 1 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Reports\6440.78.cck Page 2 of 6 Section # Rough-irw Electrical Inspection Complies.' Comments/Asspmptions &.Re A0 , C405;212, ;Automatic controls to shut off all ;❑Complies ;Requirement will be met. 1 building lighting installed in all :❑Does Not (EL22]z ;buildings. ;❑Not Observable: ❑Not Applicable C4.05,2.1, ; Independent lighting controls installed ;❑Complies :Requirement will be met. 1 :per approved lighting plans and all :❑Does Not [EL23]2 'i manual controls readily accessible and: Observable ;visible to occupants. ❑Not Applicable C405.2.1. Lighting controls installed to uniformly ,❑Complies :Requirement will be met. 2 reduce the lighting load by at least I❑Does Not [EL15]1 50%. ;❑Not Observable; ❑Not Applicable C495.2.2. !Daylight zones provided with ;❑Complies ; Requirement will be met, individual controls that control the ;❑Does Not [EL16]z lights independent of general area ;❑Not Observable lighting. I ;❑Not Applicable 0405,2,3 ;Sleeping units have at least one ;❑Complies ;Exception: Requirement does not apply. [EL17]3 k master switch at the main entry door :❑Does Not ;that controls wired luminaires and ❑Not Observable ;switched receptacles. ;❑Not Applicable ; C405.2.2. :Occupancy sensors installed in ;❑Complies ;Requirement will be met. 2 required spaces. ;❑Does Not [EL18]1 :[--]Not Observable ❑Not Applicable C405.2.2. if Primary sidelighted areas are ;❑Complies ; Requirement will be met. 3 'equipped with required lighting ;❑Does Not [EL20]1 ;controls. ;❑Not Observable; ❑Not Applicable C405.2.2. ; Enclosed spaces with daylight area ;❑Complies :Requirement will be met. 3 under skylights and rooftop monitors ;❑Does Not [EL21]1 are equipped with required lighting ❑Not Observable controls. ❑Not Applicable ; C405.2.3 ;Separate lighting control devices for ;❑Complies ;Requirement will be met. [EL4]1 specific uses installed per approved ;❑Does Not ;lighting plans. ; ❑Not Observable: ❑Not Applicable 0405.3 ;Fluorescent luminaires with odd ;❑Complies :Requirement will be met. [EL19]3 1 numbered lamp configurations that ;❑Does Not are within 10 feet center to center (if ❑Not Observable recess mounted) or are within 1 foot edge to edge (if pendant or surface ;❑Not Applicable mounted) shall be tandem wired. ; C405.4 i Exit signs do not exceed 5 watts per ;❑Complies :Requirement will be met. [EL6]1 Iface. ;❑Does Not ❑Not Observable ❑Not Applicable C405.2.3 ;Additional interior lighting power ;❑Complies ;Requirement will be met, [EL8]1 allowed for special functions per the ;❑Does Not ;approved lighting plans and is; ;[—]Not Observable, (automatically controlled and !separated from general lighting. ;❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 13 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Reports\6440.78.cck Page 3 of 6 11 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Reports\6440.78.cck Page 4 of 6 Section,: Final Inspection Complies? Comments/Assumptions dine :IIS: C408.2.5, Furnished as -built drawings for ;❑Complies :Requirement will be met. 1 electric power systems within 30 days E❑Does Not [F116j3 of system acceptance, ;❑Not Observable; ❑Not Applicable C303.3, ; Furnished O&M instructions for ;❑Complies :Requirement will be met. C408.2.5, systems and equipment to the ;❑Does Not 2 [FI17]3 i building owner or designated ;representative. ;❑Not Observable: ❑Not Applicable C405.5.2 ; Interior Installed lamp and fixture ;❑Complies ; See the Interior Lighting fixture schedule for values. [FI18]1 I lighting power is consistent with what ❑Does Not is shown on the approved lighting ,plans, demonstrating proposed watts ;❑Not Observable Applicable are less than or equal to allowed E❑Not watts, C408.3 ;Lighting systems have been tested to ;❑Complies ;Requirement will be met. [F[33]1 ensure proper calibration, adjustment, :❑Does Not ;programming, and operation, ❑Not Observable: ❑Not Applicable Additional Comments/Assumptions: 1 JHIgh Impact (Tier 1) 12 J Medium Impact (Tier 2) 13 1 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename; G:\6440.78\Comcheck Compliance Reports\6440.78.cck Page 5 of 6 Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Reports\6440.78.cck Page 6 of 6 6�( COMcheck Software Version 4.0.8.1 Mechanical Compliance Certificate Project Information Energy Code: Project Title: Location: Climate Zone: Project Type: Construction Site: 3244 Youngfield Street Wheat Ridge, CO 80033 Mechanical Systems List Quantity System Type & Description 2012 IECC Red Wing Shoes Wheat Ridge, Colorado 5b Alteration Owner/Agent: Designer/Contractor: HVAC System 1 (Single Zone): Heating: 1 each - Central Furnace, Gas, Capacity = 87 kBtu/h Proposed Efficiency = 80.00% Et, Required Efficiency = 80.00% Et Cooling: 1 each - Single Package DX Unit, Capacity = 40 kBtu/h, Air -Cooled Condenser, Air Economizer Proposed Efficiency= 17.50 SEER, Required Efficiency: 13.00 SEER Fan System: None Water Heater 1: Electric Storage Water Heater, Capacity: 6 gallons No minimum efficiency requirement applies Mechanical Compliance Statement Compliance Statement. The proposed mechanical alteration project represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed mechanical systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.0.8.1 and to comply with any applicable mandatory requirements listed in the Inspection Checklist, Name - Title Signature Date Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Repo rts\6440.7B.cck Page 1 of 9 COMcheck Software Version 4.0.8.1 Inspection Checklist Energy Code: 2012 IECC Requirements: 100.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section . # . Plan Review Complies?, Comments/Qlssumptlons & Re .ID C103.2 Plans, specifications, and/or !❑Complies ; Requirement will be met. [PR2]1 :calculations provide all information ❑Does Not ;with which compliance can be ! determined for ;❑Not Observable the mechanical i❑Not Applicable ;systems and equipment and :document where exceptions to the ,standard are claimed. Load calculations per acceptable ;engineering standards and !handbooks. C103.2 !Plans, specifications, and/or !❑Complies ! Requirement will be met. [PR3]1 'calculations provide all information ❑Does Not ;with which compliance can be :determined for the service water !❑Not Observable heating systems and equipment and !❑Not Applicable ;document where exceptions to the !standard are claimed. Hot water ;system sized per manufacturer's !sizing guide. C406 :Plans, specifications, and/or !❑Complies Requirement will be met. [PR9]1 calculations provide all information ;❑Does Not ;with which compliance can be !❑Not Observable determined for the additional energy efficiency package options. ❑Not Applicable ! Additional Comments/Assumptions: 111 High Impact (Tier 1) 1 2, I Medium Impact (Tier 2) 1 3 1 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Reports\6440.78.cck Page 2 of 9 Section # Footing /-Foundations Inspec#lon Complies? . Commen#s/Assumptions & Re" :ID C403.2.4. I Freeze protection and snow/ice !❑Complies i Requirement will be met. 5 melting system sensors for future ❑Does Not [FO9]3 connection to controls. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 I High Impact (Tier 1) 1 2 Medium impact (Tier 2) 13 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Reports\6440.78.cck Page 3 of 9 section # & Re .11131.. P fumbling Rough -In Inspection - `- Compiies. Comments/Assumptions C404.3 ;Temperature controls installed on ?❑Complies ! Requirement will be met. [PL5]3service water heating systems (110 F ;❑Does Not ;for dwelling units and lavatories in 90 F for i❑Not Observable public restrooms and other I❑Not Applicable •occupancies.) C404.2 Heat traps installed on non -circulating i❑Complies Requirement will be met. [PL4]3 ; storage water tanks. ;❑Does Not ' []Not Observable i❑Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 13 IlLow Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440,78\Comcheck Compliance Repo rts\6440.78.cck Page 4 of 9 Section °# � Mechanical Rough -4n inspection p ' Corn (lies,,, Comments/Assumptions & Re:..ID C403 2'3 HVAC equipment efficiency verified, ?❑Complies See the Mechanical systems list for values. [ME5'S]2: ;❑Does Not '❑Not Observable' ❑Not Applicable C403.2.5. i Demand control ventilation provided i❑Complies Requirement will be met. 1 !for spaces >500 sq.ft. and >25 ❑Does Not [ME59]1 people/1000 sci t. occupant density ❑Not Observable and served by systems with air side economizer, auto modulating outside !❑Not Applicable air damper control, or design airflow >3,000 cfm. C403.2.7 HVAC ducts and plenums insulated. ❑Complies ::Requirement Requirement will be met. [ME60]2 Where ducts or plenums are installed ❑Does Not in or under a slab, verification may need to occur during Foundation ❑Not Observable' Inspection. ❑Not Applicable C403.2.8, i Piping Insulation exposed to weather :t]Complies ' Requirement will be met. 1 Js protected from damage (due to sun, I❑Does Not [ME7]3 moisture, wind, etc.). !❑Not Observable :F -]Not Applicable C403.2.8 Thermally ineffective panel surfaces of;❑Complies Requirement will be met. [ME41]3 isensible heating panels have ❑Does Not ; insulation >= R-3.5. !❑Not Observable ❑Not Applicable C403.2.7' !Ducts and plenums sealed based on !❑Complies Requirement will be met. [ME10]2 'static pressure and location. !❑Does Not ❑Not Observable ❑Not Applicable C403.2,7. iDuctwork operating >3 in. water i❑Complies Requirement will be met. 1.3 ;column requires air leakage testing. ;❑Does Not [MEll]3 !❑Not Observable !❑Not Applicable C403.3.1, ;Air economizers provided where i❑Complies Requirement will be met. C403.3.1. required, meet the requirements for ❑Does Not 1 [ME62]1 ;design capacity, control signal, ;ventilation controls, high -limit shut-off, ' UNot Observable integrated economizer control, and ;❑Not Applicable :provide a means to relieve excess outside air during operation. C408.2.2. ;Air outlets and zone terminal devices ;;F -]Complies Requirement will be met. 1 ` have means for air balancing. ❑Does Not [ME53]3 ❑Not Observable ❑Not Applicable C403.4.2 jVAV fan motors >=7,5 hp to be driven E❑Complies Requirement will be met. ,[;ME66]2 1 by variable speed drive, have a vane- ❑Does Not ;axial fan with variable pitch blades, or i I ;❑Not Observable have controls to limit fan motor demand. ❑Not Applicable C403,4,2 !VAV fan motors >=7.5 hp to be driven I❑Complies Requirement will be met. [ME66]2 ; ' by variable speed drive, have a vane- ❑Does Not ;axial fan with variable pitch blades, or ❑Not Observable have controls to limit fan motor demand. t❑Not Applicable C403.2.6 ! Exhaust air energy recovery on i❑Complies Exception: Requirement does not apply. [ME57]1 jsystems meeting Table C403.2.6 ❑Does Not i '❑Not Observable j❑Not Applicable 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: GA6440.78\Comcheck Compliance Reports\6440.78.cck Page 5 of 9 -Sectionr # Mechanical -[tough -In Inspection, Complies? Comments/Assumptions" ,. & Re .ID_ C403.2.1VUnenclosed spaces that are heated ?❑Complies Exception: Requirement does not apply. (ME71]2 use only radiant heat. ❑Does Not ❑Not Observable: ❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Repo rts\6440.78.cck Page 6 of 9 Section #Final w lnspec long ,.". comes?; pli COmrnents/Assump#ions C403.2.4. !Heating and cooling to each zone is i❑Complies :Requirement will be met. 1 controlled by a thermostat control. 1EIDoes Not [F[47]3 Minimum one humidity control device i❑Not Observable ;per installed humidification/dehumidification �f❑Not Applicable system. C403.2.4. ;Thermostatic controls have a 5 °F :❑Complies Requirement will be met. 2 ' deadband. i❑Does Not [FI38]3 !:[]Not Observable ❑Not Applicable C403,2.4. ;Temperature controls have setpoint i❑Complies Requirement will be met. 2 :overlap restrictions. ❑Does Not [F[20]3 ❑Not Observable' ❑Not Applicable C403.2,4. j Each zone equipped with setback ;❑Complies Requirement will be met. 3 controls using automatic time clock or :❑Does Not [F139]3 ! programmable control system. ❑Not Observable ❑Not Applicable C403.2,4. .Automatic Controls: Setback to 55°F i❑Complies Requirement will be met. 3 (heat) and 85°F (cool); 7 -day clock, 2- ❑Does Not [F140]3 hour occupant override, 10 -hour ❑Not Observable backup ❑Not Applicable C408.2.5. Furnished HVAC as -built drawings i❑Complies Requirement will be met. 1 ;submitted within 90 days of system ❑Does Not [F17]3 iacceptance. ❑Not Observable ❑Not Applicable C303.3, i Furnished O&M manuals for HVAC ;❑Complies Requirement will be met. C408.2.5. ;systems within 90 days of system ❑Does Not 3acceptance. [FIB]3 ❑Not Observable ❑Not Applicable C408.2.5. An air and/or hydronic system !❑Complies i Requirement will be met. 3 'balancing report is provided for HVAC ❑Does Not [FI43]1 systems. i ❑Not Observable ' ❑Not Applicable C408.2.3. i HVAC control systems have been i❑Complies Requirement will be met. 2 tested to ensure proper operation, ❑Does Not [FI10]1 ; calibration and adjustment of controls. ❑Not Observable ;❑Not Applicable C404.3 Public lavatory faucet water ;❑Complies Requirement will be met. [1`I11]3 ;temperature <=110°F. ;❑Does Not ❑Not Observable ❑Not Applicabie s C404.5 First 8 ft of outlet piping is insulated i❑Complies ::Requirement will be met. [FI451z"' :❑Does Not ❑Not Observable ❑Not Applicable i C403 ',2.2 i HVAC systems and equipment ;❑Complies ; Requirement will be met. [FI27]3 ,capacity does not exceed calculated ❑Does Not ;loads. ❑Not Observable ❑Not Applicable 111 High Impact (Tier 1) 1 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Reports\6440.78.cck Page 7 of 9 Section Final.lnspgction Complies? CoMments/Assumptions - & Re ab C408.2.1 !Commissioning plan developed by !❑Complies !'Requirement will be met. [F128]1 iregistered design professional or ❑Does Not ;approved agency. ❑Not Observable': !❑Not Applicable C408.2.4 'Preliminary commissioning report !❑Complies ,Requirement will be met. [FI29]1 'completed and certified by registered ❑Does Not ;design professional or approved :[]Not Observable ;agency. ❑Not Applicable C408.2.5. ;!Final commissioning report due to !❑Complies ;Requirement will be met. 4 building owner within 90 days of :❑Does Not [F130]1 receipt of certificate of occupancy. ❑Not Observable: ❑Not Applicable C40&2.3. ! HVAC equipment has been tested to i❑Complies Requirement will be met. 1 ensure proper operation. 1EIDoes Not [FI31]1 ❑Not Observable ❑Not Applicable C408.2.3. ! Economizers have been tested to i❑Complies ! Requirement will be met. 3 .ensure proper operation. ❑Does Not [F132]1 '❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 I High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Repo rts\6440.78.cck Page 8 of 9 Project Title: Red Wing Shoes Report date: 05/07/18 Data filename: G:\6440.78\Comcheck Compliance Reports\6440.78.cck Page 9 of 9 Trossen Wright Plutowski Architects, P.A. 4125 Lakeland Ave N - Suite 200 Minneapolis, MN 55422 Phone 763-533-7171, ext. 14 Fax 763-533-7979 Email dcayembergktwparchitects.com Transmittal #17RW-W29-T001 Date: May 8, 2018 To: City of Wheat Ridge Sent via Overnight Courier Community Development Building & Inspections Services Division 7500 W. 2911 Avenue Phone: 303-235-2855 Wheat Ridge, CO 80033 Fax: 303-237-8929 From: Dan Cayemberg, Project Manager Subject: Plan Review Submittal WED JUN 042018 Project: Red Wing Shoes Tenant Remodeling Project, Applewood Village Shopping Center 3244 Youngfield Street, Suite 24, Wheat Ridge, CO 80033 This transmits the following: -TWO (2) sets of Construction Documents Drawings, dated 05-01-2018, 24" x 36" in size -TWO (2) sets of COMcheck forms -ONE (1) copy of the City of Wheat Ridge Building Permit Application -ONE (1) Check in the amount of $683.51 for the Plan Review Fee, payable to City of Wheat Ridge To Whom It May Concern, We are submitting these documents for your use in conducting a plan review for a building permit. The project is out for bids and the contractor's information will be provided once a contractor has been selected. Please contact us if you have any questions or comments, would like to discuss this project or need any additional information. Thank you for your help. END OF TRANSMITTAL / City of -r�J W hec' t N jge CITY OF WHEA1 RIDGE B ILDINC AND INSPECTION SERVICES DIV ISION "5Oi0) W 2Qth rive Wheat Ridge, CO 8003131-8001 Tf. 3103.2i5,2e55.1303-2337,9929 11 11, i 11 "1 1111111111111111111 bill 111111q� III 2=1111aii��� A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: 41 A v 21 -/10121 Project Address: °32,44- Y'p,)mj r-JEL P , Soja 24, AAk,-vJo&0 �1 l i-Aic- Name of Firm/Individual submitting documents: "r'lti'P A-Ac14ilrle-T3 % PAQ C-AI(EM &6e5 Project Type/Description: 6014 A -t CU e-JAU11iPAMT- Id4PAIVE0.cC-AJT 9 6-44 0 V U-14 AJ�7 'F0R 9Etv Q C —JA c LrT Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY 1, , am a duly authorized representative of the agency indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) o Wheat Ridge Fire Protection o Arvada Fire Protection o Wheat Ridge Water District • Consolidated Mutual Water District o Valley Water District o Denver Water Agency Notes: * Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District o Westridge Sanitation District o Other Signature: Date: (Agency Representative) ���� West Metro Fire Protection District rpp 433 S. Allison Pkwy. JUN 0 4 2018 WN Lakewood, CO 80226 Phone: 303.989.1307 zyi www.westmetrofire.org `�- — West Metres Fire Rescue Tenant Finish/Improvement Permit Application APPLICANT INFORMATION Company Name: Alan J Plutowski Architect Contact Person: Dan Cayemberg Project Name/Tenant: Red Wing Shoes Project Address (Include Suite #): 3244 Youngfield Street, Suite 24 City: Wheat Ridge State: CO ZIP Code: 80033 Phone: 763-533-7171 x 14 Email: dcayemberg@twparchitects.com Design Professional (if applicable): Alan J Plutowski Phone: 763-533-7171 x 15 Email: aplutowski@twparchitects.com PROTECT INFORMATION (CHECK ALL THAT APPLY) Occupancy ❑ A — ❑ B ❑ E ❑ F-_ ❑ H _ Classification (s): ❑ I 0 M ❑ R ❑ S- ❑ U Type of Building: ❑ New Building 0 Existing Building Fire Protection 0 Fire ❑ Fire Detection ❑ Standpipe ❑ Kitchen Hood ❑ Other: Systems to be Suppression System System Installed: Design Standard: ❑ 2009 IFC 0 2012 IFC ❑ 2015 IFC ❑ 2018 IFC Square Footage of Project: 1,676 Description of Work/Scope of Work: Commercial tenant remodeling for a new work shoe and boot retailer SUBMITTAL INFORMATION REQUIRED (NOT AN ALL-INCLUSIVE LIST) 0 Construction plans and documents shall be complete and of sufficient clarity to indicate the location, nature and extent of the work proposed and show in detail compliance with the applicable codes, standards and amendments. 0 Electronic Plans to Scale — One Set Depicting Existing Conditions, Demolition Plan, and Proposed New Conditions 0 Include Mechanical, Electrical & Plumbing Plans (MEPs) • Written Scope of Work m Full & Proper Code Analysis m Life Safety/Egress & Exit Plan 0 I, the applicant, verify that plans have been fully unlocked and unsecured at the time of plan submittal. DEFFERED SUBMITTALS/ PERMITS SHALL BE REQUIRED FOR THE FOLLOWING WORK Fire Detection Systems Fire Suppression Systems Underground Fire Line Access Control Systems Medical Gas Systems Kitchen Hood Suppression System Emergency Responder/Radio Amplification Systems Photovoltaic/Solar Power Systems BY SIGNING BELOW, I CERTIFY THAT: I have thoroughly read and understand all information on this Permit Application and that all information supplied is true and correct to the best of my knowledge. T iin.iamt-nnrl that rnnctrurtinn Dlanc and nnrumPntc chall hP comnletp and of sufficient clarity to indicate the uo oj=4luagnSz se•xapuI yd WOa•sa a-allgoUJ'MMM 4e leliod J04JeJ4UOJ JnoA o4 ui 6u166ol Aq algeliene aJe spoloJd 6uipJe6aJ snje e s4UDWWOa MalnaJ ueld 8toz [F so :a;ed :;ue:)ilddd jo wn;eu6ig •s;uawpuawe pue spepue;s 'sapo3 algeoildde y;inn a:)ueildwo:);o A;pigisuodsai 344 JO lue3ildde ay; anaiIaJ;ou Heys IePWO apo aJi=l 041 Aq Jenoidde pue nnaiAab •passasse aq Aew aa; jeg7iwgns-aj a pue pa:Pa[ai aq Aew sued Aw lases ay;;ou si s'44 11 •sauawpuawe pue spiepue;s'sapoo alge:)pdde ayl y;inn aoueildwo:) peaap ui nnoys pue pasodoid )Ijonn aya jo;ua;xa pue ain;eu'uoi;e:)ol ENGINEERS str uCtLWal COfIS Ital-ItS Structural Calculations For Red Wing Shoes Shelving 3244 Youngfield Street, Suite 24 — Wheat Ridge, CO JUN 0 4 1018 PeKff Project Number: 15250.Q April 30, 2018 Prepared by ARW Engineers 1594 West Park Circle Ogden, Utah 84404 �2o�go/G� 23 P M*USGS Design Maps Summary Report User—Specified Input Report Title Red Wing Shoes - Wheat Ridge, CO Mon April 2, 2018 15:36:56 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 39.762640N, 105.14246°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III e 'Federal N@i9ht5,' westminster 1' r ... E CPmnneFce City ArAda a east Ridqp. _ = +f r i z t Al E Wr ti 4I V �i i nr ,,l G tJ t) £GsE 4 P USGS—Provided Output SS = 0.194 g SMS = 0.310 g Sns = 0.206 g Sl = 0.060 g Sh11 = 0.145 g Spl = 0.097 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. NICE,, Reponse Spectrum real 0; V.12 to 1:6 4!4 i1!;U (JiI) 010 .4) r.r rr;�.r 1!a:r I.2a;+ 1.Y'r Ids+ I:9r 2t, ;lid. T csmr 0.21 r1.1 u re.l2 rae:Fs ra.iip OW Des i=n Response Spectrum tl j,;r trate 1t,'Xr 6.10 0.6) tib I.ur 1.21:r I.lir Itc. IVj 2!iJ Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. Project No. 15250.Q Sheet No. 1 Project Red Wing Shoe Store — 3244 Youngfield Street — Wheat Ridge, CO 'mss ENGINEERS structural consultants Prepared By WWY Date 4/3/2018 Summary of Seismic Attachments for Store Fixtures at location 3244 Youngfield Street — Wheat Ridge, CO Minimum # of Minimum # of Concrete Minimum # of Screws Required Wedge/Screw Masonry for 20 Gauge (33 Minimum # of Anchors Screws mil) Structural Screws Required Minimum # of Required into Required at Steel Stud At 22 Gauge Steel Screws Required Concrete Slab on Ea. Upright/ Fixture Type Blocking Studs At 2x Fir Studs Grade at Ea. Leg Connection Stand Alone Stockroom N/A N/A N/A 2 N/A Shelving Showroom Outrigger Shelving 4 2 2 2 N/A Stockroom Wall Mounted Shelving N/A 2 2 N/A 2 Steel Studs Use 1/4" Dia. self-tapping/drilling screws with 1" minimum penetration into metal studs. Screws must have an allowable pull-out capacity of 66 pounds in 22 gauge steel studs and an allowable pull-out capacity of 110 pounds in 20 gauge — 33 mil steel studs. Wood Studs Use #8 wood screws with 3/4" minimum penetration into wood stud. Screws must have an allowable pull-out capacity of 141 pounds. Concrete Anchors Use 3/8" Dia. Hilti KWIK Bolt TZ (ESR -1917) Wedge Anchors w/ 2" Minimum Embedment at Stand Alone Stockroom Shelving. Use 1/4" Dia. Hilti KWIK HUS -EZ (ESR -3027) Screw Anchor w/ 1 1/2" Minimum Embedment at Showroom Outrigger Shelving. Masonry Screw Anchors Use 3/8" Dia. Simpson TITEN HD (ESR -1056) Masonry Screw anchors w/ 2 3/4" Minimum Embedment at Showroom Outrigger Shelving and Stockroom Wall Mounted Shelving. All masonry cells with masonry screw anchors must be solid grouted. Masonry screws are to be spaced at 4" o.c. minimum. " Use 800S162-33 Metal Studs for all blocking. Stockroom fixtures are to be connected together back to back as per manufacturer's recommendations Project No. 15250.Q Sheet No. 2 ° Project Red Wing Shoe Store — 3244 Youngfield Street — Wheat Ridge, CO ENGINEERS I Prepared By WWY Date 4/3/2018 structural consultants Seismic Attachment for Stand Alone Stockroom Shelving ASCE 7-10 Section 13.3 - Component Analysis Input Component Amplification Factor (Table 13.5-1 or 13.6-1) ap = 1.0 Component Response Modification Factor (Table 13.5-1 or 13.6-1) Rp = 2.5 Omega (Table 13.5-1 or 13.6-1) Q = 2.5 Short Period Design SDs = 0.206 Component Importance Factor (Section 13.1.3) IP = 1.00 Component Operating Weight Wp = 1920 Ib Height in structure of point of attachment of component with respect to the base z = 0 ft Average roof height of structure with respect to the base h = 20 ft Base Width B = 2.5 ft Shelving Height hs = 10 ft SHELVING CLIP - MANIffACTI SHELVING CLIP - MAWACTI. I"MIK " MAX SIDE SIDE (BACK TO BACK) %D� (SINGLE+ SHELF UPRIGHT BY OTHERS 3/1610 i I BASE PLATE - SEE i I MANUFACTURER FOR DIMENSIONS I I I (2) SCREWS I I I I I I BASE PLATE BY OTHERS l/I6" 0 O (2) 3/8" DIA. CONCRETE \\ WEDGE ANCHORS — SHELF UPRIGHT BY OTHERS STOCK SHELVING BASE PLATE t23. = I, -o. Output Seismic force shall be determined in accordance with Equation 13.3.-1 through Equation 13.3.-3: Seismic Force, Equation 13.3-1 Maximum Seismic Force, Equation 13.3-2 Minimum Seismic Force, Equation 13.3-3 Design Seismic Force FP = 0.4*ap*SDs*Wp/(Rp/IP)*(1+2*(z/h))= 63.3 Ib Fpmax = 1.6*SDs*IP*Wp = 632.8 Ib Fpmin = 0.3*SDs*IP*Wp = 118.7 Ib FPDesign = max(min(Fp, Fpmax), Fpmin) = 118.7 Ib Project No. 15250.Q ° Project Red Wing ENGINEERS Prepared By WWY structural consultants Sheet No. 3 Shoe Store — 3244 Youngfield Street — Wheat Ridge, CO Date 4/3/2018 Seismic Attachment for Stand Alone Stockroom Shelving - Continued Overturning Tension Force (LRFD) T = 0*(FPD.sig,*1/2*h5-((0.9*WP-0.2*SDs*WP)*B/2))/B = -1467.8 Ib Shear Force (LRFD) V = Q*FPDeslgn = 296.6 Ib Maximum Tension Force Allowed at Base Plate Tpate = 0.9*(360001b)*(3.5in)*(3/16 in)*(3/16 in)/(4*(5/8in)) = 1594.7 Ib Base Anchorage Into 4" Concrete Slab on Grade (ICC Report ESR -1917) Va of 3/8" Dia. Hilti Kwik Bolt TZ Va = 1450 Ib Required Number of Anchors for Shear V, = Ceiling(V/Va, 1) = 1 Anchor(s) USE (1) 3/8" Dia. Hilti Kwik Bolt TZ Wedge Anchor w/ 2" Minimum Embedment for Shear Ta of 3/8" Dia. Hilti Kwik Bolt TZ Ta = 825 Ib Required Number of Anchors for Tension Tr = Ceiling(min(T, Tpiate)/Ta, 1) _ -1 Anchor(s) USE (A) 3/8" Dia. Hilti Kwik Bolt TZ Wedge Anchor w/ 2" Minimum Embedment for Tension Total Number of Anchor Required AT = max(Vr, Tr, 2) = 2 Anchors per leg USE (2) 3/8" Dia. Hilti Kwik Bolt TZ Wedge Anchors w/ 2" Minimum Embedment at Ea. leg F Project No. 15250.Q Sheet No. 4 Project Red Wing Shoe Store — 3244 Youngfield Street — Wheat Ridge, CO ENGINEERS Prepared By WWY Date 4/3/2018 structural consultants Seismic Attachment for Showroom Outrigger Shelving ASCE 7-10 Section 13.3 - Component Analysis Input Component Amplification Factor (Table 13.5-1 or 13.6-1) ap = 1.0 Component Response Modification Factor (Table 13.5-1 or 13.6-1) Rp = 2.5 Omega Q = 2.5 Short Period Design SDs = 0.206 Component Importance Factor (Section 13.1.3) IP = 1.00 Component Operating Weight Wp = 700 Ib Height in structure of point of attachment of component with respect to the base z = 20 ft Average roof height of structure with respect to the base h = 20 ft output Seismic force shall be determined in accordance with Equation 13.3.-1 through Equation 13.3.-3: Seismic Force, Equation 13.3-1 Maximum Seismic Force, Equation 13.3-2 Minimum Seismic Force, Equation 13.3-3 Design Seismic Force Shear at Anchor #1 (LRFD) Tension at Anchor #2 (ASD) FP = 0.4*ap*SDs*Wp/(Rp/IP)*(1+2*(z/h))= 69.2 Ib Fpmax = 1.6*SDs*IP*Wp = 230.7 Ib Fpmin = 0.3*SDs*IP*Wp = 43.3 Ib FPDesign = max(min(FP, Fpmax), Fpmin) = 69.2 Ib V = Q*FPDesign*4.5/10 = 77.9 Ib T = 0.7*FPDesign*5.5/10 = 26.6 Ib Base Anchorage Into 4" Concrete Slab on Grade OCC Report ESR -1917) Va of 3/8" Dia. Hilti Kwik Bolt TZ Va = 750 Ib Required Number of Anchors A, = max(Ceiling(V/Va, 1), 2) = 2 Anchors USE (2) 1/4" Dia. Hilti Kwik HUS -EZ Screw Anchor w/ 1 1/2" Minimum Embedment @ Ea. Base Plate E - Anchorage Into Metal Studs -'/4' Dia. Screws Screw into Blocking (20 Gauge — 33 mil) Pab = 110 Ib Required Number of Screws (4 Min.) Srb = max(Ceiling(T/Pab, 1), 4) = 4 Screws Screw into Studs (22 Gauge) Pas = 66 Ib Required Number of Screws (2 Min.) Srs = max(Ceiling(T/Pas, 1), 2) = 2 Screws USE (4)'/<" Dia. Screws into Blocking and (2)'/<" Dia. Screws into Studs F Project No. 15250.Q Sheet No. 5 Project Red Wing Shoe Store — 3244 Youngfield Street — Wheat Ridge, CO ENGINEERS structural consultants Prepared By WWY Date 4/3/2018 Seismic Attachment for Showroom Outrigger Shelving - Continued Anchoraqe of Metal Stud Blockinq Into Wood Studs - #8 Wood Screw Into 2x Fir Members Unfactored Capacity of Screw W = 117 Ib/in Factored Capacity of Screw W'= W*1.6"0.75 in = 140.4 Ib Required Number of Screw (2 Min.) Srw = max(Ceiling(T/W', 1), 2) = 2 Screws USE (2) #8 Wood Screw(s) into Ea. Stud F Anchorage Into Masonry Wall —'/4" Dia. Masonry Screws Tam of Dia. Hilts KWIK HUS -EZ Tam = 335 Ib Required Number of Screws (2 Min.) Srm = max(Ceiling(T/Tam, 1), 4) = 4 Anchors E2 I2 I T V IV USE (4)1/4" Dia. Hilti KWIK HUS -EZ Masonry Screws w/ 1 5/8" Minimum Embedment at Ea. Upright <— ##1 FRONT VN! �- ARM OF OUTRIGGER 0 VN SEE MANUFACTURER FOR DIMENSIONS 0 (4)1/4" DIA. TEK SCREWS - SEE SEISMIC SUMMARY SHEET IN DETAIL 2/A9.2 FOR MORE INFORMATION. SEE DETAILS II 4 12/A92 FOR ATTACHMENT TO WALL STUDS. WALL ANCHORAGE DETAIL I 6 LEG OF OUTRIGGER SEE MANUFACTURER FOR DIMENSIONS 1/4" DIA. ANCHORS - SEE SEISMIC SUMMARY SHEET IN DETAIL 2/492 FOR MORE INFORMATION BASE PLATE DETAIL —6CRMU SLCCK#4 TO WALL 6TUM - SM SEISMIC 619'IMAKF 64M, M DETAIL 2/AS2 FOR MORE MFCQYATICN METAL STUD CONTINUOUS BLOCKING - SEE SEISMIC SUI1MART BEET M DETAIL 2fAW FOR S ZE AND ATTACHMENT �NpTCN BLOCKING FLANGES AS REOJIRIMAT EXIST WALL FR4tIING MTAL. STUD WN BLOCK243 - SEE SEISMIC SUM!1ARY Jr T6FIVAS.' FOR ZE-NDDETAIL 1 I I 6C�T11 BLCCK9iG IC WALL 6TIID6 SEE 6EISMK SUMMARY TI- tiETAq. JtA42 FOR MORE t*OFhATICN 1,1 I,I NOTCH BLOCKING FLANGES AS RECURRED AT FXSTM WALL FRAMNIG EXISTING METAL OR METAL STUD BLOCKING DETAILS EAST243 METAL CR woo STUD WALL Project No. 15250.Q Sheet No. 6 ' Project Red Wing Shoe Store — 3244 Youngfield Street — Wheat Ridge, CO ENGINEERS Prepared By WWY Date 4/3/2018 structural consultants Seismic Attachment for Stockroom Wall Mounted Shelving ASCE 7-10 Section 13.3 — Component Analysis Input Component Amplification Factor (Table 13.5-1 or 13.6-1) Component Response Modification Factor (Table 13.5-1 or 13.6-1) Omega Short Period Design Component Importance Factor (Section 13.1.3) Component Operating Weight Height in structure of point of attachment of component with respect to the base Average roof height of structure with respect to the base -EX18t¢Y Olt U7AL4. 9i Q7' MAX -EXOALa�R M•Br5 METAL 5HELYMG - SEE MAMFACT{1RER FGR MOPE INFO. 0 76 FROM MASONRY WALL EXISTlf 6 TIEAL CR WOOD SCUD WALL - IL7--' SIDE FFbM STUD WALL ap = 1.0 Rp = 2.5 0 = 2.5 SDs = 0.206 IP = 1.00 Wp = 700 Ib z=20 ft h=20ft -i -7 -2 X 4 WOOD - ATTACH TO WALL �-EXCALMLR M-6Y$TEs' MTAL S4EL'Vt4 - SM MA iFACTUMR FOR MGRS BFO 'X -BRAC -NG 3r OTHERS -7 —2 X 4 UCC - ATTACH TO WALL output Seismic force shall be determined in accordance with Equation 13.3.-1 through Equation 13.3.-3: Seismic Force, Equation 13.3-1 Maximum Seismic Force, Equation 13.3-2 Minimum Seismic Force, Equation 13.3-3 Design Seismic Force Tension at Anchor #1 (LRFD) Tension at Anchor #2 (ASD) FP = 0.4*ap*SDs*Wp/(Rp/IP)*(1+2*(z/h))= 69.2 Ib Fpmax = 1.6*SDs*IP*Wp = 230.7 Ib Fpmin = 0.3*SDs*IP*Wp = 43.3 Ib FPDesign = max(min(FP, Fpmax), Fpmin) = 69.2 Ib Ti = 0.7*FPDesign*4/12 = 16.2 Ib T2 = 0.7*FPDesign*8/12 = 32.3 Ib Project No. 15250.Q Sheet No. 7 Project Red Wing Shoe Store — 3244 Youngfield Street — Wheat Ridge, CO ENGINEERS structural consultants Prepared By WWY Date 4/3/2018 Seismic Attachment for Stockroom Wall Mounted Shelving - Continued Anchorage Into Metal Studs -'/" Dia. Screws Screw into Studs (22 Gauge) Pas = 66 Ib Required Number of Screws (2 Min.) Srsw = max(Ceiling(max(Ti, T2)/Pas, 1), 2) = 2 Screws USE (2)1/4" Dia. Screws into Studs F Anchoraqe of Metal Stud Blocking Into Wood Studs - #8 Wood Screw Into 2x Fir Members Unfactored Capacity of Screw W = 117 Ib/in Factored Capacity of Screw W'= W*1.6*0.75 in = 140.4 Ib Required Number of Screw (2 Min.) S. = max(Ceiling(max(Ti, T2)/W', 1), 2) = 2 Screws USE (2) #8 Wood Screw(s) into Ea. Stud F Anchorage Into Masonry Wall -'/" Dia. Masonry Screws Tamw of Dia. Hilts KWIK HUS -EZ Tamw = 335 Ib Required Number of Screws (2 Min.) Srmw = max(Ceiling(max(Ti, T2)/Tamw, 1), 2) = 2 Anchors USE (2)'/4" Dia. Hilti KWIK HUS -EZ Masonry Screws w/ 1 5/8" Minimum Embedment at Ea. Upright F FACE OF M45CNPY WALL F— UPRIC04T BY OT: ER5 UPRtsH �. MASCNRY SrREI11 THROUGH FREW — — — UP RIG4IT INTO MASCINW SO WALL - SEE SEISMIC SUMMARY SHEET IN DETA'rL 21ASI FCR MORE 4',) INFOAT10t (SOI -V GROUT _-_ ��— RM ALL HOLLCW CM uk4ERE I " ANC40R$ occ R) (Z STOCK SHELVING WALL ATTACHMENT FACE OF SrtZ WALL IPR*HT BY OTHERS UFi21644T 2 X 4 UV BLOCKING —5qeEW _ SCREW TFRCUGH UPRIGHT m * -- INTO WOOD BL00<NG • SEE •--2 x 4 -- — SEISMIC Rk"ARY SWEET IN pETAiL 2/A92"MORE 5CREW A�AC4IFIEN£ TH�1CsF+ If u BLOCK,"NG INTO WALL STUD$ - ` SEE SEISMIC $I ' ARY SoEET 6N DETAIL 2sA92 FOR -A 'RE VCWMATtON, ® STOCK SHELVING WALL ATTACHMENT \2.111 292 3' - 1,-0* Table Notes 1. Capacities based on AISI S100 Section E4. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design (ASD) and include safety factor of 3.0. 4. Where multiple fasteners are used, screws are assumed to have a center -to -center spacing of at least 3 times the nominal diameter (d). 5. Screws are assumed to have a center -of -screw to edge -of -steel dimension of at least 1.5 times the nominal diameter (d) of the screw. 6. Pull-out capacity is based on the lesser of pull-out capacity in sheet closest to screw tip or tension strength of screw. 7. Pull -over capacity is based on the lesser of pull -over capacity for sheet closest to screw header or tension strength of screw. 8. Values are for pure shear or tension loads. See AISI Section E4.5 for combined shear and pull -over. 9. Screw Shear (Pss), tension (Pts), diameter, and head diameter are from CFSEI Tech Note (F701-12). 10. Screw shear strength is the average value, and tension strength is the lowest value listed in CFSEI Tech Note (F701-12). 11. Higher values for screw strength (Pss, Pts), may be obtained by specifying screws from a specific manufacturer. Weld Capacities Table Notes 1. Capacities based on the AISI 5100 Specification Sections E2.4 for fillet welds and E2.5 for flare groove welds. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. 3. Capacities are based on Allowable Strength Design (ASD). 4. Weld capacities are based on E60 electrodes. For material thinner than 68 mil, 0.030" to 0.035" diameter wire electrodes may provide best results. 5. Longitudinal capacity is considered to be loading in the direction of the length of the weld. 6. Transverse capacity is loading in perpendicular direction of the length of the weld. 7. For flare groove welds, the effective throat of weld is conservatively assumed to be less than 2t. 8. For longitudinal fillet welds, a minimum value of EQ E2.4-1, E2.4-2, and E2.4-4 was used. 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and E2.4-4 was used. 10. For longitudinal flare groove welds, a minimum value of EQ E2.5-2 and E2.5-3 was used. CapacityAllowable Screw Connection Allowable . Capacity #6 Screw #8 Screw #10 Screw 912 Screw '/." Screw Thickness Design ld (Pss = 643 lbs, Pts = 419 lbs) (Pss= 1278 lbs, Pts = 586 lbs) (Pss= 1644 lbs, Pts =1158 lbs) (Pss= 2330 lbs, Pts = 2325 lbs) (Pss= 3048 lbs, Pts = 3201 lbs) Yi TenFu sile (Mils) Thickness (ksi) (ksi) 0.138" dia, 0.272" Head 0.164" dia, 0.272" Head 0.190" dia, 0.340" Head 0.216" dia, 0.340" Head 0.250" dia, 0.409" Head Yield Shear Pull -Out Pull -Over Shear Pull -Out Pull -Over Shear Pull -Out Pull -Over Shear Pull -Out Pull -Over Shear Pull -Out Pull -Over 18 0.0188 33 33 44 24 84 48 29 84 52 33 105 55 38 105 60 44 127 27 0.0283 33 33 82 37 127 89 43 127 96 50 159 102 57 159 110 (a 191 30 0.0312 33 33 95 40 140 103 48 140 111 55 175 118 63 175 127 73 211 33 0.0346 33 45 151 61 140 164 72 195 177 84 265 188 95 265 203 97 318 43 0.0451 33 45 214 79 140 244 94 195 263 109 345 280 124 345 302 144 415 54 0.0566 33 45 214 100 140 344 118 195 370 137 386 394 156 433 424 180 521 68 0.0713 33 45 214 125 140 426 149 195 523 173 386 557 196 545 600 227 656 97 0.1017 33 45 214 140 140 426 195 195 548 246 386 777 280 775 1,016 324 936 118 0.1242 33 45 214 140 140 426 195 195 548 301 386 777 342 775 1.016 396 1067 54 0.0566 50 65 214 140 140 426 171 195 534 198 386 569 225 625 613 261 752 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 866 328 948 97 0.1017 50 65 214 140 140 426 195 195 548 356 386 777 405 775 1,016 468 1,067 118 0.1242 50 65 214 140 140 426 195 195 548 386 386 777 494 775 1,016 572 1,067 Weld Capacities Table Notes 1. Capacities based on the AISI 5100 Specification Sections E2.4 for fillet welds and E2.5 for flare groove welds. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. 3. Capacities are based on Allowable Strength Design (ASD). 4. Weld capacities are based on E60 electrodes. For material thinner than 68 mil, 0.030" to 0.035" diameter wire electrodes may provide best results. 5. Longitudinal capacity is considered to be loading in the direction of the length of the weld. 6. Transverse capacity is loading in perpendicular direction of the length of the weld. 7. For flare groove welds, the effective throat of weld is conservatively assumed to be less than 2t. 8. For longitudinal fillet welds, a minimum value of EQ E2.4-1, E2.4-2, and E2.4-4 was used. 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and E2.4-4 was used. 10. For longitudinal flare groove welds, a minimum value of EQ E2.5-2 and E2.5-3 was used. . weia capaaty ror material mickness greater man u.1 u" regmres engineenngjudgment to determ/ne leg of we/ds, w1 and wz. Allowable . Capacity Thickness Design Fy Fu Fillet Welds Flare Groove Welds (Mils) Thickness Yield Tensile (ksi) (ksi) Longitudinal Transverse Longitudinal Transverse 43 0.0451 33 45 499 864 544 663 54 0.0566 33 45 626 1084 682 832 68 0.0713 33 45 789 1365 859 1048 97 0.1017 33 45 1125 1269 1 54 0.0566 50 65 905 1566 985 1202 68 0.0713 50 65 1140 1972 1241 T1 1514 97 0.1017 50 65 1269 1269 . weia capaaty ror material mickness greater man u.1 u" regmres engineenngjudgment to determ/ne leg of we/ds, w1 and wz. nu Table L3 Standard Wood Screws' D = diameter t ID,IDt �� D, = root diameter L _ T t � = screw length 3> L T --- T=thread length Cut Thread' Rolled Thread3 Z Wood Screw Number U jK 6 7 89 D 10 12 14 16 t 18 20 24 0.177" 0.138" 0.151""0.131"' Dr; 0.19" 0.216" 0.24�" 2 0.268" 0.29 , 0.32" 0.372" 0.113" 0.122"( 0.142" 1. Tolerances 0.152" 0.171" 10.196" 0.209" 10.232" -"" 10.25 0.298 "" -' specified in ANSI 818.6.1 2. Thread length on cut thread wood screws is approximately 2/3 of the screw length. , 3. Single lead thread shown. Thread length is at least four times the screw diameter or 2/3 of the screw length, whichever is greater, Screws which to accommodate the minimum thread length, have threads extending as close to the are too short � underside of the head as practicable. 4. Taken as the average of the specified maximum and minimum limits for body diameter of rolled thread wood screws, =` ' Table L4 Standard Common, Box, and Sinker Nails' r.u� j D= diameter L J L=length s" Common or Box J D` H = head diameter =' Sinker Pennyweight =-P Type 6d 7d 8d10d 12d 16d 20d 3Od 40d SOd 60d�: Common L 2" 2-1/4" 2-1/2" 3" 3-114" 3-112" 4.. 4-U2"' S." 5-1/2" 6." -.:. t+x�:;�:� D 0.113" 0.113" 0.131" 0,148" 0.148" 0,162" 0.192" 0.207" 0.725" 0.244" 0,263" H 0.266" 0.266" 0.281" 0.312" 0.312" 0.344" 0.406" 0.438" 0.469" 0.5" 0,531" , }z a Box L 2" 2'1/4" 2^11211 3" 3-1/4" 3-1/2" 4" 4-1/2" 5" pOgq" .049" 113'0.128"p . 0.128" 0.135" 0.148" 0.148" 0.162" H 0.266" 0.266" 0.297" 0.312" 0.312" 0.344" 0.375' 0,375" 0.406" Sinker L 1-7/8" 2-1/8" 2-3/8" 2-718" 3-1/8" 3-1/4" 3-314" 4-1/4'" 4-3/4" 5-3/4" K D 0.092"" 0.099" 0.113" 0.12" 0.135" 0.1481" 0.177" 0.192" 0.207"�� �,--.-• -N-, H 0.234" 0.250" 0.2661' 0.281" 0.312" 0.344" 0.375" 406" 0.for 0.438" .244" 0.5"" I . Tolerances specified in A S T N I F 1667. Typical shape of common, box, and sinker nails shown. See F ASTM[ b67 I other n a il types. Aib'E-RICAN FOREST & PAPER ASSOCIATION ,1.2.2 Wood Screws 11.2.2.1 The reference withdrawal design value, in lb/in. of penetration, for a single wood screw (cut thread or rolled thread) inserted in side grain, with the wood screw axis perpendicular to the wood fibers, shall be determined from Table 11.2B or Equation 11.2-2, within the range of specific gravities and screw diame- ters given in Table l 1.2B. Reference withdrawal design values, W, shall be multiplied by all applicable adjust- ment factors (see Table 10.3. l) to obtain adjusted with- drawal design values, `b'. W = 2850 G 2 D (11.2-2) 1122.2 Wood screws shall not be loaded in with- drawal from end grain of wood. 11.2.2.3 When wood screws are loaded in with- drawal, the adjusted tensile strength of the wood screw at net (root) section shall not be exceeded (see 10.2.3). 11.2.3 (Nails and Spikes 1 1.2.3.1 The reference withdrawal design value, in lb/in. of penetration, for a single nail or spike driven in the side grain of the main member, with the nail or spike axis perpendicular to the wood fibers, shall be determined from Table 11.2C or Equation 11.2-3, within the range of specific gravities and nail or spike diameters given in Table 11.2C. Reference withdrawal design values, W, shall be multiplied by all applicable adjustment factors (see Table 10.3. t) to obtain adjusted withdrawal design values, W'. W=1380G'``D (I -2 11.2.3.2 Nails and spikes shall not be loaded in withdrawal from end grain of wood. 11.2.4 Drift Bolts and Drift Pins Drift bolt and drift pin connections loaded in with- drawal shall be designed in accordance with principles of engineering mechanics. Table 11.213 Cut Thread or Rolled Thread Wood Screw Reference Withdrawal t Design Values M' r Tabulated withdrawal design values (W) are in pounds per inch of thread penetration into side grain of main member. Thread length is annroyimntPly ?/'t tha rural vvnnri Cn _: 1-+h /cam.. A ., ., ,, .. .a;., T 1 Specific Wood Screw Number Gravity, G 6 7 ( 8 9 10 12 14 16 18 20 24 0.73 209 229 249 268 288 327 367 406 446 485 564 0.71 198 216 235 254 272 310 347 384 421 459 533 0.68 181 199 216 233 250 284 318 352 387 421 489 0.67 176 193 209 226 243 276 309 342 375 409 475 0.58 132 144 157 169 182 207 232 256 281 306 356 0.55 119 130 141 152 163 186 208 231 253 275 320 0.51 102 112 121 131 14l 160 179 198 217 237 275 0.50 98 107 117 126 135 154 172 191 209 228 264 0.49 94 103 112 121 130 147 165 183 201 1 219 254 0.47 87 95 103 111 119 136 152 16S 185 201 234 0.46 83 91 99 t07 114 130 t46 161 177 l93 224 0.44 76 83 90 97 105 119 133 148 162 176 205 0.43 73 79 86 93 l00 114 127 141 155 168 196 0.42 69 76 82 89 95 108 12t 134 147 161 187 0.41 66 72 78 85 91 103 116 128 141 153 178 0.40 63 69 75 81 86 98 110 122 134 146 169 0.39 60 65 71 77 8'_ 93 105 116 127 138 161 0.35 57 62 67 73 78 89 99 110 t 2 1 131 153 0.37 54 59 64 69 74 S4 94 104 114 125 145 0.36 51 56 60 65 70 80 89 99 108 1 I 137 0.35 1 48 53 57 62 66 75 84 93 102 111 130 0.31 l T 38 41 1 45 1 48 52 59 66 73 80 87 102 -- rcF,_ : _- abulnted wtt,.d:au al design values for wood screw connections shall be multiplied by all app licu`Lle idjustment factors (;ee Table 10. 3. I ) Ai4EERICAN FOREST & RAPER ASSOCIATION ESR -1056 I Most Widely Accepted and Trusted Page 3 of 5 must be submitted to the building official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.9 Special inspection, when required, must be provided in accordance with Section 4.2. 5.10 Anchors are limited to dry, interior use. 5.11 The Titen HD screw anchors are manufactured by Simpson Strong -Tie Company under a quality control program with inspections by ICC -ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Predrilled Fasteners (Screw Anchors) in Masonry (AC106), dated November 2015, including the following optional tests: 6.1 Anchors installed in the face of fully grouted CMU masonry wall construction: Effects of edge distance on tension and shear performance (Test Series 4, 5, 13, and 14 of AC106), and seismic performance tests (Section 4.6 of AC106). 6.2 Anchors installed in the top of fully grouted CMU masonry wall construction with a minimum 13/4 -inch (44 mm) edge distance: Effects on tension and shear performance (Test Series 4 and 13 of AC106), and seismic performance tests (Section 4.6 of AC106). 7.0 IDENTIFICATION Titen HD screw anchor packaging is marked with the Simpson Strong -Tie Company name; product name (Titen HD); anchor diameter and length; and the evaluation report number (ESR -1056). In addition, the 0 symbol and anchor length (in inches) is stamped on the head of each screw anchor. FIGURE 1—TYPICAL HD SCREW ANCHOR TABLE 1—IBC AND IRC ALLOWABLE TENSION AND SHEAR LOADS FOR TITEN HD SCREW ANCHORS INSTALLED IN THE FACE OF FULLY GROUTED CMU MASONRY CONSTRUCTION' For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf = 4.48 N. 'Anchors must be installed a minimum of 11/4 inches from vertical head joints and T -joints. Refer to Figure 2 for permitted and prohibited anchor installation locations. 2The drill bit diameter must be equal to the nominal diameter of the anchor. Anchor installation –must comply with Section 4.0 of this report. 3Embedment depth is measured from the outside face of the masonry. 4Critical and minimum edge distances, c_t and cm;,,, respectively, must comply with this table. Refer to Figure 2. Critical and minimum spacing, sc,it and smin, respectively, must comply with this table. Critical and minimum edge and spacing distances are valid for anchors resisting tension or shear loads. Refer to Table 2 for allowable tension and shear load reduction factors for anchors installed between critical and minimum edge distances, and to Table 3 for anchors installed between critical and minimum spacing. 5Tabulated allowable loads are based on a safety factor of 5.0 6For wind or earthquake loading conditions under 2009 and 2006 codes, allowable loads may be adjusted in accordance with Section 5.3. ANCHOR LOCATION (in.) ALLOWABLE LOADS BASED ON ANCHORS INSTALLED AT DISTANCES CRITICAL EDGE DISTANCE, coria AND ANCHOR DRILL MIN. SPACING, S,,it516 (Ibf) DIA.' DBIA EMBED .3 (in.) (in) (in.) Edge Distance Spacing Tension Shear Critical, Minimum, Critical, Minimum, Ccrit Cmin Scrit smin 3/8 3/8 23/4 12 4 6 3 480 870 1/2 '/Z 31/2 12 4 8 4 690 1,385 5/8 5/8 4'/2 12 4 10 5 1,060 2,085 3/4 3/4 51/2 12 4 12 6 1,600 3,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf = 4.48 N. 'Anchors must be installed a minimum of 11/4 inches from vertical head joints and T -joints. Refer to Figure 2 for permitted and prohibited anchor installation locations. 2The drill bit diameter must be equal to the nominal diameter of the anchor. Anchor installation –must comply with Section 4.0 of this report. 3Embedment depth is measured from the outside face of the masonry. 4Critical and minimum edge distances, c_t and cm;,,, respectively, must comply with this table. Refer to Figure 2. Critical and minimum spacing, sc,it and smin, respectively, must comply with this table. Critical and minimum edge and spacing distances are valid for anchors resisting tension or shear loads. Refer to Table 2 for allowable tension and shear load reduction factors for anchors installed between critical and minimum edge distances, and to Table 3 for anchors installed between critical and minimum spacing. 5Tabulated allowable loads are based on a safety factor of 5.0 6For wind or earthquake loading conditions under 2009 and 2006 codes, allowable loads may be adjusted in accordance with Section 5.3. www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] 8r Loading [lb, in.lb] a, I I EL70 Z1 Profis Anchor 2.7.2 Page: 1 Project: Red Wing Shoes Sub -Project I Pos. No.: 15250 Date: 4/10/2017 WIK HUS -EZ (KH -EZ) 1/4 (1 5/8 � � ""`�• �.. ' hef,act = 1.180 in., hnom = 1.625 in. Carbon Steel ESR -3027 2/1/2016 112/1/2017 Design method ACI 318-14 / Mech. eb = 0.000 in. (no stand-off); t = 0.125 in. IX x ly x t = 4.000 in. x 4.000 in. x 0.125 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 2500, fc' = 2500 psi; h = 4.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) to X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force max. concrete compressive strain: [%o] max. concrete compressive stress: [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Page: Project: Sub -Project I Pos. No Date: = - 111 MLE EU Profis Anchor 2.7.2 2 Red Wing Shoes 15250 4/10/2017 y -0x Load Nua [lb] Capacity + N„ [Ib] Utilization PN = Nua/+ N„ Status Steel Strength' N/A N/A N/A N/A Pullout Strength` N/A N/A N/A N/A Concrete Breakout Strength— N/A N/A N/A N/A anchor having the highest loading "anchor group (anchors in tension) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 4 Shear load Page: Project: Sub -Project I Pos. No Date: II�I17K; E� I Profis Anchor 2.7.2 3 Red Wing Shoes 15250 4/10/2017 " anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC -ES ESR -3027 Vsteel Vua ACI 318-14 Table 17.3.1.1 Variables Ase,v [in .2] futa [psi] 0.05 125000 Calculations Vsa,eq [lb] 1393 Results Vsa,eq [lb] steel nonductile Vsa [lb] Vua [lb] 1393 0.600 1.000 836 750 4.2 Pryout Strength kcp [( Vcp —ANcO� W ed,N W c,N W cp,N NbJ Vcp > Vua AN, see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 hf 1 Wec,N— 1+2eN W / <1.0 3 hef ed,N = 0.7 + 0.3 1 CMe) e 1 5 1.0 1.5hef W cp,N = MAX1/Ca.min 1.5hef c 1.0 \� �Cac Cac Nb = kc ), a Vic h' .5 ACI 318-14 Eq. (17.5.3.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables kcp her [in.] ect,N [in.] ec2,N [in.] Ca,min [in.] 1 1.180 0.000 0.000 10.000 W c,N Ca. [In.] kc ), a fc [psi] 1.000 2.000 17 1.000 2500 Calculations Load V„a [lb] Capacity + Vn [lb] Utilization pv = Vua/+ Vn Status Steel Strength' 750 836 90 OK Steel failure (with lever arm)` N/A N/A N/A N/A Pryout Strength— 750 763 99 OK Concrete edge failure in direction y+** 750 1819 42 OK " anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC -ES ESR -3027 Vsteel Vua ACI 318-14 Table 17.3.1.1 Variables Ase,v [in .2] futa [psi] 0.05 125000 Calculations Vsa,eq [lb] 1393 Results Vsa,eq [lb] steel nonductile Vsa [lb] Vua [lb] 1393 0.600 1.000 836 750 4.2 Pryout Strength kcp [( Vcp —ANcO� W ed,N W c,N W cp,N NbJ Vcp > Vua AN, see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 hf 1 Wec,N— 1+2eN W / <1.0 3 hef ed,N = 0.7 + 0.3 1 CMe) e 1 5 1.0 1.5hef W cp,N = MAX1/Ca.min 1.5hef c 1.0 \� �Cac Cac Nb = kc ), a Vic h' .5 ACI 318-14 Eq. (17.5.3.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables kcp her [in.] ect,N [in.] ec2,N [in.] Ca,min [in.] 1 1.180 0.000 0.000 10.000 W c,N Ca. [In.] kc ), a fc [psi] 1.000 2.000 17 1.000 2500 Calculations AN, [in .21 ANc0 [in .2] W eci,N W ec2,N W ed,N W cp,N Nb [lb] 12.53 12.53 1.000 1.000 1.000 1.000 1090 Results Vcp [lb] concrete 0 seismic nonductile Vcp [lb] Vua [lb] 1090 0.700 1.000 1.000 763 750 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 4.3 Concrete edge failure in direction y+ Vcb = (AVc�) W ed,V W c,V W h,V W parallel,V Vb Vcb > Vua Ave see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avco = 4.5 C2 at 1 W ec,V = 1 + 2e,1,13 3caf — W ed,V = 0.7 + 0.3 (1 5caf / :5 1.0 Cat > 1.0 W h,V — 1.5h a ( `0.2 Vb = (7 da a Cal `` ` a Page: Project: Sub -Project I Pos. No Date: ACI 318-14 Eq. (17.5.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) Variables Ca, [in.] Ca2 [in.] ecv [in.] W c,v ha [in.] 6.667 10.000 0.000 1.000 4.000 Ie [In.] 21 a da [In.] fc [psi] Y parallet,V 1.180 1.000 0.250 2500 1.000 Calculations �IIII�II I 0-M 0 SII Profis Anchor 2.7.2 4 Red Wing Shoes 15250 4/10/2017 Avc [in .2] Av. [in .2] W ec,v W ed,V W h,V Vb [lb] 80.00 200.00 1.000 1.000 1.581 4109 Results Vcb [lb] concrete seismic nonductile Vcb fib] Vua [lb] 2598 0.700 1.000 1.000 1819 750 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The (1) factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by coo. • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Page: Specifier: Project: Address: Sub -Project I Pos. No. Phone I Fax: Date: E -Mail: Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan [=:I I OLE 0� I Profis Anchor 2.7.2 5 Red Wing Shoes 15250 4/10/2017 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 6 Installation data Page: Project: Sub -Project I Pos. No. Date: = I 1!!J 0 Profis Anchor 2.7.2 6 Red Wing Shoes 15250 4/10/2017 Anchor plate, steel: - Anchor type and diameter: KWIK HUS -EZ (KH -EZ) 1/4 (1 5/8) Profile: no profile Installation torque: 216.002 in.lb Hole diameter in the fixture: df = 0.375 in. Hole diameter in the base material: 0.250 in. Plate thickness (input): 0.125 in. Hole depth in the base material: 1.836 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 3.250 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque wrench • Properly sized drill bit AL Y 2000 2000 Coordinates Anchor in. Anchor x Y c -x c,x c -Y c+y 1 0.000 0.000 10.000 10.000 10.000 10.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 0 0 0 0 N N C) O O O N N 2.000 2.000 Coordinates Anchor in. Anchor x Y c -x c,x c -Y c+y 1 0.000 0.000 10.000 10.000 10.000 10.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Ili I www.hiitims Profis Anchor 2.7.2 Company: Page: 7 Specifier: Project: Red Wing Shoes Address: Sub -Project I Pos. No.: 15250 Phone I Fax: Date: 4/10/2017 E -Mail: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hiltims, Company: Specifier: Address: Phone I Fax: E -Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] Page: Project: Sub -Project I Pos. No Date: [==,I I WE M Profis Anchor 2.7.2 1 Red Wing Shoes 15250 4/10/2017 Kwik Bolt TZ - CS 3/8 (2 �� hef,act = 2.000 in., hnom = 2.313 in. Carbon Steel ESR -1917 6/1/2016 15/1/2017 Design method ACI 318-14 / Mech. eb = 0.000 in. (no stand-off); t = 0.125 in. IX x ly x t = 4.000 in. x 4.000 in. x 0.125 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 2500, f�= 2500 psi; h = 4.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) 0 � R 1 ASO_AO 7( Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hild AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 1450 0 1450 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Page: Project: Sub -Project I Pos. No.: Date: SII II0 0 Profis Anchor 2.7.2 2 Red Wing Shoes 15250 4/10/2017 y x Load N„a [lb] Capacity � N„ [lb] Utilization PN = N.J, N„ Status Steel Strength' N/A N/A N/A N/A Pullout Strength` Concrete Breakout Strength" N/A N/A N/A N/A anchor having the highest loading "anchor group (anchors in tension) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan N/A N/A N/A N/A www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 4 Shear load Page: Project: Sub -Project I Pos. No Date: Profis Anchor 2.7.2 3 Red Wing Shoes 15250 4/10/2017 " anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC -ES ESR -1917 � Vsteel >_ Vua ACI 318-14 Table 17.3.1.1 Variables Ase,v [in- fu,. [psi] 0.05 125000 Calculations Vsa,e, [lb] 2255 Results Vsa,eq [lb] steel Qt nonductile Vs. [Ib] Vua [lb] 2255 0.650 1.000 1466 1450 4.2 Pryout Strength Vcp _ kcp L \ Ir 1/ ANc ANW ed,N W c,N W cp,N Nb1 Vcp 2 Vua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco — 9 he2f 1 Wec,N= 1+2eN<1.0 3 hef yfed,N =0.7+0.3OCa.he1�1.0 OM he) cp N =MAX Ca -min 1.5hef 1.0 �Cac , cac Nb = kc A, a 11f hef5 ACI 318-14 Eq. (17.5.3.1 a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables Load Vua [lb] Capacity b Vn [lb] Utilization P. = VcA Vn Status Steel Strength* 1450 1466 99 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 1450 1683 87 OK Concrete edge failure in direction y+** 1450 2283 64 OK " anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC -ES ESR -1917 � Vsteel >_ Vua ACI 318-14 Table 17.3.1.1 Variables Ase,v [in- fu,. [psi] 0.05 125000 Calculations Vsa,e, [lb] 2255 Results Vsa,eq [lb] steel Qt nonductile Vs. [Ib] Vua [lb] 2255 0.650 1.000 1466 1450 4.2 Pryout Strength Vcp _ kcp L \ Ir 1/ ANc ANW ed,N W c,N W cp,N Nb1 Vcp 2 Vua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco — 9 he2f 1 Wec,N= 1+2eN<1.0 3 hef yfed,N =0.7+0.3OCa.he1�1.0 OM he) cp N =MAX Ca -min 1.5hef 1.0 �Cac , cac Nb = kc A, a 11f hef5 ACI 318-14 Eq. (17.5.3.1 a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables kcp hef [in.] e., N [in.] ec2.N [in.] Ca,min [in.] 1 2.000 0.000 0.000 10.000 W c.N Cac [In.] kc % a f [psi] 1.000 4.375 17 1.000 2500 Calculations ANc [in2] ANoo [int] W ecl,N W ec2,N W ed,N W cp,N Nb [lb] 36.00 36.00 1.000 1.000 1.000 1.000 2404 Results Vcp [lb] 0 concrete 0 seismic nonductile Vcp [Ib] Vua [Ib] 2404 0.700 1.000 1.000 1683 1450 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 4.3 Concrete edge failure in direction y+ Vcb = \Avc Avco/ W ed,V W c,V W h,V W parallel,V Vb Vcb > Vua Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avco = 4.5 C 2 al 1 W ec,v = 1 + 2e„ < 1.0 3Cal l W ed,v = 0.7 + 0.3 (1 Scat / 1.0 4E1.5Cat > 1.0 W h,V — ha \0.2 �� � Vb = (7 �� 1 yUa� � a Yfc Cal a Page: Project: Sub -Project I Pos. No.: Date: ACI 318-14 Eq. (17.5.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) Variables cat [in.] Cat [in.] ecv [in.] W c,v ha [in.] 6.667 10.000 0.000 1.000 4.000 le [in.] X a da [in.] ( [psi] W parallel,y 2.000 1.000 0.375 2500 1.000 Calculations al 1:�J EU, .1 Profis Anchor 2.7.2 4 Red Wing Shoes 15250 4/10/2017 Av. [in .2] Avco [in .2] W ec,v W ed,v W h,V Vb [lb] 80.00 200.00 1.000 1.000 1.581 5156 Results Vcb [lb] concrete seismic nonductile Vcb [lb] Vua [I b] 3261 0.700 1.000 1.000 2283 1450 5 Warnings • The anchor design methods in PROMS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by coo. • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Page: Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: E -Mail: Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan E=11 I W-0 E� I Profis Anchor 2.7.2 Red Wing Shoes 15250 4/10/2017 www.hilti.us 1 1 Profis Anchor 2.7.2 Company: Page: 6 Specifier: Project: Red Wing Shoes Address: Sub -Project I Pos. No.: 15250 Phone I Fax: Date: 4/10/2017 E -Mail: 6 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) Profile: no profile Installation torque: 300.000 in.lb Hole diameter in the fixture: df = 0.438 in. Hole diameter in the base material: 0.375 in. Plate thickness (input): 0.125 in. Hole depth in the base material: 2.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump Torque wrench • Properly sized drill bit Hammer 2.000 2.000 2.000 Coordinates Anchor in. Anchor x y c -x c+x c -Y c'y 1 0.000 0.000 10.000 10.000 10.000 10.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2.000 ~O1x 0 0 0 0 N N O O O O N N 2.000 Coordinates Anchor in. Anchor x y c -x c+x c -Y c'y 1 0.000 0.000 10.000 10.000 10.000 10.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2.000 ~O1x MMI I EL70 ;n www.hilti.us Profis Anchor 2.7.2 Company: Page: 7 Specifier: Project: Red Wing Shoes Address: Sub -Project I Pos. No.: 15250 Phone I Fax: Date: 4/10/2017 E -Mail: 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilt! AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, in.lb] [=.Il�ll n ZI Profis Anchor 2.7.2 Page: 1 Project: Red Wing Shoes Sub -Project I Pos. No.: 15250 Date: 4/13/2017 {f Kwik Bolt TZ - CS 3/8 (2 hef.act = 2.000 in., hnom = 2.313 in. Carbon Steel ESR -1917 6/1/2016 15/1/2017 Design method ACI 318-14 / Mech. eb = 0.000 in. (no stand-off); t = 0.125 in. Ix x ly x t = 4.000 in. x 6.000 in. x 0.125 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 2500, f,'= 2500 psi; h = 4.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) 11 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 825 0 0 0 2 825 0 0 0 max. concrete compressive strain: [%°] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 1650 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Page: Project: Sub -Project I Pos. No. Date: [ =— I IEL71 NJ I Profis Anchor 2.7.2 2 Red Wing Shoes 15250 4/13/2017 Load Nua [lb] Capacity � Nn [lb] Utilization PN = Nua/o N„ Status Steel Strength` 825 4875 17 OK Pullout Strength` Concrete Breakout Strength - 825 1107 1650 1660 anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC -ES ESR -1917 � Nsa Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N [m.2] futa [PSI] 0.05 125000 Calculations Nsa [lb] 6500 Results Nsa [I b] steel nonductile Nsa [lb] Nua [lb] 6500 0.750 1.000 4875 825 3.2 Pullout Strength f Npn,f, — Np,2500 a 2500 refer to ICC -ES ESR -1 917 Npnf >_ Nua ACI 318-14 Table 17.3.1.1 Variables fc [psi] ti a Np,2500 [lb] 2500 1.000 2270 Calculations f� 2500 1.000 75 OK 100 OK Results Npnf, [lb] concrete seismic nonductile Nonf: [lb] Nua [Ib] 2270 0.650 0.750 1.000 1107 825 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan x www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 3.3 Concrete Breakout Strength Ncbg — (ANc AN o) W ec,N W ed,N W c,N W cp,N Nb Ncbg Nua ANe see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) p`Nco = 9 hz ef 1 W ec,N = 1 + 2 eN5 1.0 3 hef W ed,N = 0.7 + 0.31Ce,he 5 1.0 .5hef W cp,N = MAX(Ca.min 1.5hef) 1.0 � �Cac Cac / Nb = kc% a VTc hef5 Page: Project: Sub -Project I Pos. No Date: ACI 318-14 Eq. (17.4.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables hef [in.] ec1.N [in.] ec2,N [in.] Ca.min [in.] W c,N 2.000 0.000 0.000 10.000 1.000 Cac [In.] kc X a tc [psi] 4.375 17 1.000 2500 ■n " I Profis Anchor 2.7.2 3 Red Wing Shoes 15250 4/13/2017 Calculations AN, [in. 2] AN.. [in .21 W ect,N W ec2,N W ed,N W cp,N Nb [lb] 51.00 36.00 1.000 1.000 1.000 1.000 2404 Results Ncbg [lb] concrete seismic nonductile Ncbg [lb] N„a [lb] 3406 0.650 0.750 1.000 1660 1650 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 4 Shear load Page: Project: Sub -Project I Pos. No Date: mod Profis Anchor 2.7.2 4 Red Wing Shoes 15250 4/13/2017 Load V„a [lb] Capacity � V„ [Ib] Utilization pv = VuJ, Vn Status Steel Strength` N/A N/A N/A N/A Steel failure (with lever arm)` N/A N/A N/A N/A Pryout Strength' N/A N/A N/A N/A Concrete edge failure in direction `* N/A N/A N/A N/A anchor having the highest loading "anchor group (relevant anchors) 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by t;wo. • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us J11111111111111111 I Inn�lleeJ 3 Profis Anchor 2.7.2 Company: Page: 5 Specifier: Project: Red Wing Shoes Address: Sub -Project I Pos. No.: 15250 Phone I Fax: Date: 4/13/2017 E -Mail: 6 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) Profile: no profile Installation torque: 300.000 in.lb Hole diameter in the fixture: df = 0.438 in. Hole diameter in the base material: 0.375 in. Plate thickness (input): 0.125 in. Hole depth in the base material: 2.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump Torque wrench • Properly sized drill bit Hammer y 9 nnn 7 nnn Coordinates Anchor in. Anchor x y c.x c+x c -y c+y 1 0.000 -1.250 10.000 10.000 10.000 12.500 2 0.000 1.250 10.000 10.000 12.500 10.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 0 LO r` 0 0 0 ri O 0 N O O O M O LO n 2.000 2.000 Coordinates Anchor in. Anchor x y c.x c+x c -y c+y 1 0.000 -1.250 10.000 10.000 10.000 12.500 2 0.000 1.250 10.000 10.000 12.500 10.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hiltims Profis Anchor 2.7.2 Company: Page. 6 Specifier: Project: Red Wing Shoes Address: Sub -Project I Pos. No.: 15250 Phone I Fax: Date: 4/13/2017 E -Mail: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 23 JUL 2015. 8:28AM Wood Beam File=y:IProjects2015\15250_RedWingi15250.A1EngineeringlCalculabons10ther115250.a_calcs.ec6 ENERCALC, INC. 1983-2015, Build:6.15.7.8, Ver:6.15.7.8 KW -06002489 Description : 2x4 Blocking CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced E(0.67) 3.50 X 1.50 Span =2.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load : E = 0.670 k @ 1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.9931 Maximum Shear Stress Ratio = 0.233 : 1 Section used for this span 3.50 X 1.50 Section used for this span 3.50 X 1.50 fb : Actual = 2,144.00psi fv : Actual = 67.00 psi FB : Allowable = 2,160.00psi Fv : Allowable = 288.00 psi Load Combination +D+0.70E+H Load Combination +D+0.70E+H Location of maximum on span = 1.00Oft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.123 in Ratio = 194 Max Upward Transient Deflection 0.000 In Ratio= 0 <140 Max Downward Total Deflection 0.086 in Ratio= 278 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.90 1.500 1.00 1.00 1.00 1.00 1.00 1215.00 0.00 0.00 162.00 +D+L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.00 1.500 1.00 1.00 1.00 1.00 1.00 1350.00 0.00 0.00 180.00 +D+Lr+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.25 1.500 1.00 1.00 1.00 1.00 1.00 1687.50 0.00 0.00 225.00 +D+S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.15 1.500 1.00 1.00 1.00 1.00 1.00 1552.50 0.00 0.00 207.00 +D+0.750Lr+0.750L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.25 1.500 1.00 1.00 1.00 1.00 1.00 1687.50 0.00 0.00 225.00 +D+0.750L+0.750S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.15 1.500 1.00 1.00 1.00 1.00 1.00 1552.50 0.00 0.00 207.00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam i.0t -248-9 Description : 2x4 Blocking Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: Printed: 23 JUL 2015. 8:28AM = yAProiects 2015115250_Red Wing115250.A1EngineednglCalculations\Other115250.a_calcs.ec6 ENERCALC, INC. 1983-2015, Build:6.15.7.8, Ver:6.15.7.8 Moment Values Shear Values Cd C FN C i Cr C m C t C L M fb F'b V fl, Pv +D+0.60W+H Support 1 Support 2 1.500 1.00 1.00 1.00 1.00 1.00 +D+H 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 +D+Lr+H 1.60 1.500 1.00 1.00 1.00 1.00 1.00 2160.00 0.00 0.00 288.00 +D+0.70E+H +D+0.70E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 It 1 0.993 0.233 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.23 2,144.00 2160.00 0.23 67.00 288.00 +D+0.750Lr+0.750L+0.450W+H S Only 1.500 1.00 1.00 1.00 1.00 1.00 0.335 0.00 0.00 0.00 0.00 Length = 2.0 It 1 1.60 1.500 1.00 1.00 1.00 1.00 1.00 2160.00 0.00 0.00 288.00 +D+0.750L+0.750S+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.60 1.500 1.00 1.00 1.00 1.00 1.00 2160.00 0.00 0.00 288.00 +D+0.750L+0.750S+0.5250E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.744 0.174 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.18 1,608.00 2160.00 0.18 50.25 288.00 +0.60D+0.60W+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.60 1.500 1.00 1.00 1.00 1.00 1.00 2160.00 0.00 0.00 288.00 +0.60D+0.70E+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 It 1 0.993 0.233 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.23 2,144.00 2160.00 0.23 67.00 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span E Only 1 0.1232 1.000 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.335 0.335 Overall MINimum 0.176 0.176 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H 0.235 0.235 +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H 0.176 0.176 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H 0.235 0.235 D Only Lr Only L Only S Only W Only E Only 0.335 0.335 H Only 4. ENGINEERS 119 lbs r Project No ._._.__ Project Prepared By ".h(c i5ril`C r j iGf' l"fi Sheer, No. Date 0.206 A SEE Mr% EIEr?)EfAlUfL 119 IU;. 1 rx _ 1.860 it s �st,vlfi 119 Ibe1�t�'� .3 - 2.480 rs�st til I1�.0 165 16s4lu -9 l9 , = 75- ff'F zVrOrn FAjfl Qui PO 1 ;t1� X�;;nuf� i oitC 10 16 vtt160 lbs * 0.7 = 112 lbs (ASD) Ll (-;,f 1� (() t S «l V, I'\ i iv�1,(; 7 Q 9 115 ;C E4as G. F. It—I11"I." i, , d SEC kt'v (AL( 1r,){, i ISE -A 0.960 itv�Cnrn(=n? -j-n, ir'j � }c, j $ a4ac1 �I�ii 1sr: i1; r '(rrf}smetal stud 729 Use (4) 1/4" Dia. screws into 33 mil blocking G.F. 440 lbs �1jj', C Simpson TITEN HD (�-3(eFkjj }\t ris v4nYi 31/2" , t, `tier GA 690 ?` uenueg Microsoft :urrent Date: 4/4/2018 2:23 PM Jnits system: English -ile name: Y:\Projects 2015\15250_Red Wing\15250.Q - Wheat Ridge, CO\Engineering\Calculations\RAM\15250.Q_Shelving Model Free Standing Wheat Ridge CC Node Coordinates f iF-1 333 8175 01 ' (1.25,8.75,0) 1.25,7.5,0) 1.25,625,0) 1.25,5,0) 1.25,3.75,0) 1.25,2.5,0) 1.25,1.25,0) •(1.25,0,0) t.353,7,5,0) 0,8.75,4) �K.= 1:333,8.75 8}= -1333 6:25,0) I K1.25,8.75;8) 1.333,5!,0) 0,6,25,4) 1:333,6.25,$} ` " (1:3a3, 375,0) r i 0,5,4) 1.25,6.25,8) -1.333,x,8) I -1.333,2 .5,0) 0,3.75,4) 1.25,5;8) ) (=1.333,1,:25,0) -1.333,3.75_,$} - • O,2�5,4) ,I (-133.3,0;0} -1,333,2.518] 0;1:25,4) 9-25;2.5 :8} -1.333,1.25,8) ` - " (0.;0,4) (='1,333,0,8) 12x,1.25,8) (1.25,0,8) ' (1.25,8.75,0) 1.25,7.5,0) 1.25,625,0) 1.25,5,0) 1.25,3.75,0) 1.25,2.5,0) 1.25,1.25,0) •(1.25,0,0) Microsoft Current Date: 4/4/2018 2:24 PM Units system: English File name: Y:\Projects 2015\15250_Red Wing\15250.Q - Wheat Ridge, CO\Engineering\Calculations\RAM\15250.Q_Shelving Model_Free Standing_Wheat Ridge, CO.etz\ Section information Section name: Excalibur M System (US) Dimensions +t Kr t b Member Properties a a = 1.350 [in] Flange width b = 0.940 [in] Depth r = 0.050 [in] Inside bend radius t = 0.030 [in] Thickness Properties Ag 0.106 [in2] Gross area of the section. 133 0.018 [in4] Moment of inertia about local axis 3. 122 0.020 [in4] Moment of inertia about local axis 2. 123 0.000 [in4] Product of inertia. Ang 3' to 3 90.000 Angle to the principal axis. (°) 133' 0.020 [in4j Moment of inertia about principal axis 3. 122' 0.018 [in4] Moment of inertia about principal axis 2. Dist. to cg 3 : -0.153 [in] Distance from the geometric center to the gravity center of the section in the axis 3 direction. Dist. to cg 2 : 0.000 [in] Distance from the geometric center to the gravity center of the section in the axis 2 direction. J 3.22E-05 [in4] Saint-Venant torsion constant. Xsc' 0.000 [in] Distance from the e.g. to the shear center with reference to the principal axis 3. Ysc' 1.130 [in] Distance from the e.g. to the shear center with reference to the principal axis 2. Cw 0.003 [in6] Section warping constant. ro 1.282 [i n] Polar radius of gyration. J 33' -1.245 [in] Property to consider torsional - flexural buckling about principal axis 3. J 22' 0.000 [in] Property to consider torsional - flexural buckling about principal axis 2. S 33 top 0.038 [in3] Top elastic section modulus about local axis 3. S 33 bot 0.038 [in3] Bottom elastic section modulus about local axis 3. S 22 top 0.025 [in3] Top elastic section modulus about local axis 2. S 22 bot 0.039 [in3] Bottom elastic section modulus about local axis 2. S 33' top 0.039 [in3] Top elastic section modulus about principal axis 3. S 33' bot 0.025 [in3] Bottom elastic section modulus about principal axis 3. S 22' top 0.038 [in3] Top elastic section modulus about principal axis 2. S 22' bot 0.038 [in3] Bottom elastic section modulus about principal axis 2. Z 33 0.042 [in3] Plastic section modulus about local axis 3. Z22 0.041 [in3] Plastic section modulus about local axis 2. Z 33' 0.041 [in3] Plastic section modulus about principal axis 3. Z 22' 0.042 [in3] Plastic section modulus about principal axis 2. Max 3 0.828 [in] Coordinate of the farthest positive extremity of the section in relation to local axis 3. Min 3 -0.522 [in] Coordinate of the farthest negative extremity of the section in relation to local axis 3. Max 2 0.470 [in] Coordinate of the farthest positive extremity of the section in relation to local axis 2. Min 2 -0.470 [in] Coordinate of the farthest negative extremity of the section in relation to local axis 2. Aw3 0.027 [in2] Flange area for shear. Aw2 0.080 [in2] Web area for shear. C 0.001 [in3] Torsional constant. Qmod2' 5.56E+06 [in3] Shear modulus for principal axis 2. Qmod3' 1.03E+07 [in3] Shear modulus for principal axis 3. Pagel Mip w-i3enney Microsoft :urrent Date:,4/4/2018 2:25 PM Jnits system: English :ile name: Y:\Projects 2015\15250_Red Wing\15250.Q - Wheat Ridge, CO\Engineering\Calculations\RAM\15250.Q Shelving Model Free Standing Wheat Ridge CC Member Materials twnn Microsoft :urrent Date:,4/4/2018 2:25 PM Jnits system: English :ile name: Y:\Projects 2015\15250 Red Win \9 15250.Q - Wheat Ridge, CO\Engineering\Calculations\RAM\15250.Q Shelving Model_Free Standing Wheat Ridge, CC Anchor Locations i3enney, Microsoft :urnent Date: 4/4/2018 2:25 PM Jnits system: English 'ile name: Y:\Projects 2015\15250_Red Wing\15250.Q - Wheat Ridge, CO\Engineering\Calculations\RAM\15250.Q_Shelving Model_Free Standing_Wheat Ridge, CC _oad condition: DL=Dead Load Loads Global distributed - Members Local distributed - Members Dead Load Y 1 Microsoft :urrent Date: 4/4/2018 2:26 PM Jnits system: English :ile name: Y:\Projects 2015\15250_Red Wing\15250.Q - Wheat Ridge, CO\Engineering\Calculations\RAM\15250.Q_Shelving Model_Free Standing Wheat Ridge, CC -oad condition: Ex=Seismic X -Direction Seismic Load X -Direction Loads E Concentrated - MemberE Y '"t Microsoft ,urrent Date:.4/4/2018 2:26 PM Jnits system: English :ile name: Y:\Projects 2015\15250_Red WingN15250.Q - Wheat Ridge, CO\Engineering\Calculations\RAM\15250.Q_Shelving Model_Free Standing Wheat Ridge, CC _oad condition: Ez=Seismic Z -Direction Seismic Load Z -Direction .4 Loads M Concentrated - MemberE 4- 2.48[Lb] 2.48[Lb] Lb] --''2.48[Lb] _b] --''ZQ[Lb] J;:--2+(Lb] 2.48[Lb] 7218[Lb] �2.48[Lb] . 8[Lb} 2.48[Lb) 8[Lb] 2.48[Lb) B ' Bentley, Microsoft Current Date: 4/4/2018 2:26 PM Units system: English File name: Y:\Projects 2015\15250_Red Wing\15250.Q - Wheat Ridge, CO\Engineering\Calculations\RAM\15250.Q_Shelving Model_Free Standing_Wheat Ridge, CO.etz\ Load data GLOSSARY Comb Indicates if load condition is a load combination Load conditions Condition Description Comb. Category L1 1.2DL+Ex Yes L2 1.2DL-Ex Yes L3 1.2DL+Ez Yes L4 1.2DL-Ez Yes Self weight multipliers for load conditions Condition Description Self weight multiplier Comb. MultX MultY Multz L1 1.2DL+Ex Yes 0.00 0.00 0.00 L2 1.2DL-Ex Yes 0.00 0.00 0.00 L3 1.2DL+Ez Yes 0.00 0.00 0.00 L4 1.2DL-Ez Yes 0.00 0.00 0.00 Earthquake (Dynamic analysis only) Condition alg Ang. Damp. [Deg] [%] ---------------------------------------------------------------- L1 0.00 0.00 0.00 L2 0.00 0.00 0.00 L3 0.00 0.00 0.00 L4 0.00 0.00 0.00 Pagel r)enney„ Microsoft :urrent Date:.4/4/2018 2:28 PM Jnits system: English °ile name: Y:\Projects 2015\15250 Red Wing\15250.Q - Wheat Ridge, CO\Engineering\Calculations\RAM\15250.Q Shelving Model Free Standing Wheat Ridge CC Worst Case Stress Ratio Cl) J CD C O N O 11 Q) CO J I O (D O II N II I. J v __ — I N O TI -- J P t _ -r 0 d7 _J u7 cr) (D r II 07 -OD O (D w O; wi w�--"' c-.' - O; + 1 CD CO cn w II ;u N r, _ _ , . O_ II in Ln Ln i Eai' 137 �-=�� r J i - M J � Cf3 w t4 O r--cnrn Q It r O ��N (D _F c� d c`7 ._7FDO OCDCD w CO ,' = in W N II O _, (D ' (D �J Cl) (OW �7 N tri (D ,A r p p II W II O , . OCn i (n 1 - -- ch O -- .QD - I i O O wrCa _ �� . , ii . CO cn _"t. _ F " p to Ln r wl 11 O ur O O 11 11 _. _ J LA e7 t+ 0) iy O .a d OD r W �� CO CO Q' - r O ( w � r W Cl) J CD C O N O 11 Q) rna .:. Microsoft Current Date: 4/4/2018 2:28 PM Units system: English File name: Y:\Projects 2015\15250_Red Wing\15250.Q - Wheat Ridge, CO\Engineering\Calculations\RAM\15250.Q_Shelving Model_Free Standing -Wheat Ridge, CO.etz\ Analysis result Envelope for nodal reactions Note.- Ic is the controlling load condition My y c� Fy Mx. Fa f*� Worst Case Reactions hriz Direction of positive forces and moments Envelope of nodal reactions for L1=1.2DL+Ex L2=1.2DL-Ex L3=1.2DL+Ez L4=1.2DL-Ez Forces Moments Node Fx Ic Fy Ic Fz Ic Mx Ic My Ic Mz Ic ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- [Lb] [Lb] [Lb] [Kip"in] [Kip`in] [Kip'in] 124 Max 4.225 L2 0.000 L1 6.226 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min -4.223 L1 0.000 L1 -6.226 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 125 Max 4.752 L2 0.000 L1 6.226 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min -4.758 L1 0.000 L1 -6.226 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 126 Max 8.980 L2 0.000 L1 6.198 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min -8.975 L1 0.000 L1 -6.198 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 127 Max L2 0.000 L1 6.198 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min 9.970 L1 0.000 L1 -6.198 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------ 128 Max 4.225 ------------------------------------------------------------------------------------------------------------------------------------------- L2 0.000 L1 6.226 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min -4.223 L1 0.000 L1 -6.226 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 129 Max 4.752 L2 0.000 L1 6.226 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min -4.758 L1 0.000 L1 -6.226 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 130 Max 4.758 L2 0.000 L1 6.226 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min -4.752 L1 0.000 L1 -6.226 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 131 Max 4.223 L2 0.000 L1 6.226 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min -4.225 L1 0.000 L1 -6.226 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 132 Max 9.970 L2 0.000 L1 6.198 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min -9.951 L1 0.000 L1 -6.198 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 133 Max 8.975 L2 0.000 L1 6.198 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min -8.980 L1 0.000 L1 -6.198 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 134 Max 4.758 L2 0.000 L1 6.226 L4 0.00000 L1 0.00000 L1 0.00000 L1 Pagel '44 W` - Table Nates 1. Allowable axial loads listed in kips (1 kip = 1,000 pounds). 2. Allowable axial loads listed are based on simple one span condition. 3. Allowable axial loads determined in accordance with AISI S100 Section C5 and with the assumption that axial load passes through centroid of the effective section. 4. Allowable axial loads are based on 4'-0" on center bracing. 5. Studs are assumed to be adequately braced at a maximum spacing of L. to develop full allowable moment, M,. 6. Listed wind pressures represent calculated designed wind pressure (1.0 W based on 2009 or 0.6 W based on 2012 IBC or later ASD load combinations). For deflection calculations, listed wind pressures have been reduced by 0.70 as allowed by IBC. The 5 psf pressure has not been reduced for deflection checks, 7. End supports have not been checked for web crippling. See web crippling tables on page 51. 8. See page 5 for additional table notes. Height g $ O0 3545162 33 k$i 50 ksi 33 43 54 68 ..d 3625137 33Its! 50 ksi33 33 43 54 "erior 68 Walls) 362''x162 ksi 50 ksi 33 43 54 68 3625280 33 ksi 33 43 50 ksi 54 68 Walls) 33 ksi 33 12 1.81 2.56 3.97 5,08 1.49 2.14 3.32 4,37 1,87 2.65 4.15 5,38 2.25 3.28 5.18 6.68 8 16 1.74 2.48 3.90 5.01 1.42 2.07 3.26 4.30 1.80 2.57 4.08 5,31 2.17 3.20 5.10 6.60 3.48 24 1.58 2.32 3.76 4.87 1.29 1.93 3.13 4.17 1.65 2.42 3.94 5.17 2.01 3.03 4.94 6.45 3.32 12 1.67 2.38 3.65 4.67 1.38 2.01 3.11 4.07 1.74 2.48 3.86 4.99 2.10 3.07 4.79 6.17 9 16 1.57 2.28 3.56 4.58 1.30 1.92 3.02 3.99 1.64 2.38 3.77 4.90 2.00 2.96 4.69 6.07 3.27 24 1.39 2.09 3.39 4.41 1.13 1.74 2.67 3.82 1.46 2.19 3.60 4,72 1.80 2.76 + 4.49 5.88 3.08 12 1.51 2.18 3.29 4.23 1.26 1.85 2.85 3.73 1.58 2.29 3.53 4.55 1.93 2.84 4.37 5.61 10 16 1.40 2.07 3.19 4.12 1.16 1.75 2.75 3.63 1.47 2.17 3.42 4.44 1.81 2.71 4.25 5.49 3.04 24 1.19 1.84 2.99 3.92 0.96 1,54 2.57 3.44 1.26 1.95 3.22 4.23 1,57 2.47 4.01 5.27 2,81 12 1,18 1.75 2.56 3.31 0.99 1.51 2.27 2.97 1.25 1.87 2.79 3.60 1.56 2.32 3.45 4.44 2.69 16 1.04' 1.61 2.44 3.18 0.86' 1.37 2.15 2.85 1.11 1.72 2.66 3.47 1A0 2.16 3.30 4.30 2.53 24 0.79 1.34' 2.21 2.94 0.63' 1.12' 1,93' 2.62 0.86' 1.44' 2,42 3.22 1.12' 1.86 3.03 4.03 2.22 12 0,86' 1.33 1.95 2.54 0.72' 1.15' 1.75 2.30 0.93' 1.44 2.14 2.78 1,18 1.81 2.64 3.43 2.19 16 0.71' 1.17' 1.82' 2.40 0.591 1.003 1.62' 2.16 0.78' 1.28' 2.00 2.64 1.011 1.63' 2.48 3.27 2.00 24 0,451 0.893 1.58' 2.16' 0.34' 0.731 1.391 1.92' 0.52' 0.99' 1.751 2.38' 0.703 131' 2.19' 2.99 1.65' 12 0.59' 0.96' 1.48' 1.95 0.50' 0.831 1.33' 1.76' 0.651 1.06' 1.63' 2.14 0.843 1.3 ' 2.01 2.66 5 16 0.457 0.80' 1.35' 1.81 ' 0.36' 0.682 1.201 1.63' 0.51, 0.901 1,493 2.00 " 0.673 1.18' 1.86' 2.50 1.51' 24 1 0.211 0,542 1 1.121 1.573 0.12' 0.42' 1 0.972 1.39' 0.25' 0.62' 1 1.251 1.74' 1 0.38' 0.86' 1.583 1213 wan400SW 9mn� SpadnHai 33 ksi 33 43 54 �.a3 68 33 ksi 33 •.. 4=162 50 ksi 43 54 do 68 Walls) 33 ksi 33 4485200 43 50>i 64 68 33 33 5505162 ksi 50 ksi 43 54 68 12 1.61 2.31 3.67 4.S3 2.03 2.67 4.62 6.18 2.42 3.55 5.47 7,63 2.39 338 5.63 745 8 16 1.55 2.25 ( 3.61 4.91 1.96 2.80 4.55 6.11 2.34 3.48 5.70 7.56 2.34 3.33 5.58 7.41 24 1,42 2.12 4 3.49 4.78 1.82 2.66 4.42 5.97 2.19 3.32 5.54 7.41 2.24 3.23 5.49 7.32 12 1,52 2.20 3.49 4.79 1.91 2.72 4,37 5.85 2.28 3.37 5.43 7.19 2.32 3.31 5.55 M 9 16 1.44 2.12 3.42 4.70 1.62 2.63 4.28 5.76 2.19 3.27 5.33 7.10 2.26 3.24 5.49 7.35 24 1.28 1.95 3.27 4.54 1.65 2.46 4,11 559 2A0 3.08 5.14 8.91 2.13 3.12 5.38 7.24 12 1.41 2.07 3.28 4.49 1.77 2.56 ' 4.08 5.47 2.13 3.16 1 5.04 6.70 2.25 3.22 1 5.41 7,35 10 16 1.31 1.97 3.19 4.38 1.67 2.45 3.97 5.36 2.01 3.04 4.92 6.58 2.16 3.14 534 7.27 24 1.12 1.77 3.00 4.18 1.46 2.23 3.77 5.14 1.79 2,81 4.69 6.34 2.00 2.99 5.19 1.12 12 116 1,76 2.77 3.75 1.46 2.17 3.41 4,54 1.79 2.69 4.19 5.57 2.05 3.00 5.04 6.87 1Z 16 1.03 1.62 2.64 3.61 1.32 2.02 3.27 4.39 1.63 2.53 4.03 5.41 1.93 2,89 4.93 6.76 24 0.801 1.36' 2.40 3.35 1.06' 1.74 3.01 4.12 1,35 2.22 3.74 5.11 1.71 2.68 4.71 6.54 12 0.90' 1,41 2.22 2.96 1.14 1.75 2.71 3.57 1.43 2.19 3.32 4.39 1.81 272 4.54 6.23 1 16 0.75' 1.25' 2.08 2.80 0.981 1.58 I 2.55 3.41 1.25' 2.00 3.14 4.21 1.66 2.57 4.39 6.07 24 0.492 0.961 1.811 2.52' 0.70' 1.26' 2.27' 3.10 0.92' 1.65' I 2.82 3.88 1.37 2.29 4.11 5.78 12 0.651 1.081 1.74 2.30 0.64' 1.35 2.12 Z.IB t07' 1.71 2.60 3.42 1.51 ?.39 3.95 5.45 15 16 0.50' 0.911 1.591 2.14' 0.681 1.111 196' 2.61 0.891 1.51' 2.41 3.24 1.35 2,20 3.77 5.26 24 0.23' 0.611 1.32' 1.861 0.39' 0.851 1.671 2.31' 0.56' t1c'' 2.041 291' 1.021 1.67 j 3A3 190 If RU I -EV, OeneCGUR meets LllLV 'Detlectlon meets I/120 'Deflection meets 41240 'Deflection meets (1360 'Deflection meets 41600 Complies With 2009, 2012 and 2015 tac www.SShl,4.com 31 ` The Ste4Network, Inc. StiffClip° AL Multi -Directional Load Resistant Angle Material Composition ASTM A1003/A1003M Structural Grade 50 (340) Type H, ST50H (ST340H): 50ksi (340MPa) minimum yield strength, 65ksi (450MPa) minimum tensile strength, 68mil minimum thickness (14 gauge, 0.0713" design thickness) with ASTM A653/A653M G90 (Z275) hot dipped galvanized coating. StiffClip AL Allowable Loads StiffClip' AL I www.steeinetwork.com/Product/StiffClipAL The Steel Network, Inc. %,T www.steeinetwork.com T-h-st-, ri 1-888-474-4876 AL362 & AL600 t 3.125„ 1.5" AL800 33 (20) 33 19133 191 191 377 490 754 y 377 463 752 377 7547- (20) 50 275 275 275 544 708 1,089 544 670 1,089 544 1,0843(18) 987 33(20) 33 248 248 248 561 729 1,122 560 690 1,120 561 1,12 609 43 (18) 50 359 359 359 810 1,053 1,470 810 997 1,620 810 1,620 2,430 54 (16) 33 312 312 312 789 1,025 1,470 788 970 1,577 789 1,577 2,366 54 (16) 50 450 450 450 1,139 1,470 1,470 1,138 1,401 2,091 1,139 2,278 2,516 68 (14) 50 567 567 567 1,470 1,470 1,470 1,610 1,981 2,091 1,610 2,516 2,516 97 (12) 50 809 809 809 1,470 1,470 1,470 1,698 2,089 2,091 1,698 2,516 2,516 118 (10) 50 856 856 856 1,470 1,470 1,470 1,698 2,089 2,091 1,698 2,516 2,516 "' fir- i . * )' _.1. Load Direction 2 YFav- ! J r i 0 **Important notes for StiffClip AL Allowable Load tables continued on next page. 072014 1 The Steel Network, Inc. wwwsteelnetwor'k.com 1 1-888,474-4876 StiitClip ` AL I Pae 67 "'A 33(20) 33 256 409 511 324 495 650 347 692 987 33(20) 50 370 591 738 468 716 939 501 999 1,426 43 (18) 33 381 609 760 482 737 967 516 1,029 1,469 43 (18) 50 551 879 1,098 697 1,065 1,398 745 1,487 2,123 54 (16) 33 536 856 1,069 678 1,037 1,360 726 1,447 2,066 54 (16) 50 775 1,236 1,543 980 1,498 1,965 1,048 2,090 2,984 68 (14) 50 1,095 1,747 2,182 1,385 2,118 2,778 1,482 2,955-1 4,219 97 (12) 50 1,155 1,842 2,301 1,460 2,233 2,929 1,562 3,116 4,449 118 (10) 50 1,155 1 1,842 2,301 1,460 12,233 2,929 1,562 3,116 1 4,449 Load Direction 2 YFav- ! J r i 0 **Important notes for StiffClip AL Allowable Load tables continued on next page. 072014 1 The Steel Network, Inc. wwwsteelnetwor'k.com 1 1-888,474-4876 StiitClip ` AL I Pae 67 ESR -1056 I Most Widely Accepted and Trusted Page 3 of 5 must be submitted to the building official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.9 Special inspection, when required, must be provided in accordance with Section 4.2. 5.10 Anchors are limited to dry, interior use. 5.11 The Titen HD screw anchors are manufactured by Simpson Strong -Tie Company under a quality control program with inspections by ICC -ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Predrilled Fasteners (Screw Anchors) in Masonry (AC106), dated November 2015, including the following optional tests: 6.1 Anchors installed in the face of fully grouted CMU masonry wall construction: Effects of edge distance on tension and shear performance (Test Series 4, 5, 13, and 14 of AC106), and seismic performance tests (Section 4.6 of AC106). 6.2 Anchors installed in the top of fully grouted CMU masonry wall construction with a minimum 13/4 -inch (44 mm) edge distance: Effects on tension and shear performance (Test Series 4 and 13 of AC106), and seismic performance tests (Section 4.6 of AC106). 7.0 IDENTIFICATION Titen HD screw anchor packaging is marked with the Simpson Strong -Tie Company name; product name (Titen HD); anchor diameter and length; and the evaluation report number (ESR -1056). In addition, the 0 symbol and anchor length (in inches) is stamped on the head of each screw anchor. FIGURE 1—TYPICAL HD SCREW ANCHOR TABLE 1—I13C AND IRC ALLOWABLE TENSION AND SHEAR LOADS FOR TITEN HD SCREW ANCHORS INSTALLED IN THE FACE OF FULLY GROUTED CMU MASONRY CONSTRUCTION' For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf = 4.48 N. 'Anchors must be installed a minimum of 11/4 inches from vertical head joints and T -joints. Refer to Figure 2 for permitted and prohibited anchor installation locations. 2The drill bit diameter must be equal to the nominal diameter of the anchor. Anchor installation –must comply with Section 4.0 of this report. 3Embedment depth is measured from the outside face of the masonry. 4Critical and minimum edge distances, c,„t and cmin, respectively, must comply with this table. Refer to Figure 2. Critical and minimum spacing, scrit and s,nin, respectively, must comply with this table. Critical and minimum edge and spacing distances are valid for anchors resisting tension or shear loads. Refer to Table 2 for allowable tension and shear load reduction factors for anchors installed between critical and minimum edge distances, and to Table 3 for anchors installed between critical and minimum spacing. 5Tabulated allowable loads are based on a safety factor of 5.0 6For wind or earthquake loading conditions under 2009 and 2006 codes, allowable loads may be adjusted in accordance with Section 5.3. ANCHOR LOCATION (in.) ALLOWABLE LOADS BASED ON ANCHORS INSTALLED AT DISTANCES >_ CRITICAL EDGE DISTANCE, cit, AND ANCHOR DRILL MIN. SPACING, sefif" (Ibf) DIA.2 BIT EMBED .3 Edge Distance Spacing (in.) DIA' (in.) Tension Shear Critical, Minimum, Critical, Minimum, Cerit Cmin scrit Smin 3/8 3/8 23/, 12 4 6 3 480 870 1/2 1/2 3'/2 12 4 8 4 690 1,385 5/e 5/8 41/2 12 4 10 5 1,060 2,085 3/4 3/4 51/2 12 4 12 6 1,600 3,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf = 4.48 N. 'Anchors must be installed a minimum of 11/4 inches from vertical head joints and T -joints. Refer to Figure 2 for permitted and prohibited anchor installation locations. 2The drill bit diameter must be equal to the nominal diameter of the anchor. Anchor installation –must comply with Section 4.0 of this report. 3Embedment depth is measured from the outside face of the masonry. 4Critical and minimum edge distances, c,„t and cmin, respectively, must comply with this table. Refer to Figure 2. Critical and minimum spacing, scrit and s,nin, respectively, must comply with this table. Critical and minimum edge and spacing distances are valid for anchors resisting tension or shear loads. Refer to Table 2 for allowable tension and shear load reduction factors for anchors installed between critical and minimum edge distances, and to Table 3 for anchors installed between critical and minimum spacing. 5Tabulated allowable loads are based on a safety factor of 5.0 6For wind or earthquake loading conditions under 2009 and 2006 codes, allowable loads may be adjusted in accordance with Section 5.3. ARW Engineers Project Title: 1594 W Park Circle Engineer: Project ID: - Ogden, LIT 84404 Project Descr: ENGINEERS Pnried. 13 APR 2017, 10 11A Wood Beam= Y:\Projects 2015\15250_Red Wing\15250.A - Commerce, CA\Engineering\Calculations\Other115250.a_calcs.ed ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 r.rr Description : 2x4 Blocking - Fixed at one end CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species Douglas Fir - Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced Applied Loads Point Load : E = 0.8640 k A 1.0 ft DESIGN SUMMARY Fb - Tension 900.0 psi Fb - Compr 900.0 psi Fc - Prll 1,350.0 psi Fc - Perp 625.0 psi Fv 180.0 psi Ft 575.0 psi X0 E: Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.20 pcf _ Span = 2.0 _ Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio 0.960 1 Maximum Shear Stress Ratio = 0.412 : 1 Section used for this span 3.50 )C1 5-0 Section used for this span 3.50 X 1.50 fb : Actual = 2,073.60 psi fv : Actual = 118.80 psi FB : Allowable = 2,160.00 psi Fv : Allowable = 288.00 psi Load Combination +D+0.70E+H Load Combination +D+0.70E+H Location of maximum on span = 2.000ft Location of maximum on span = 1.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection +D+L+H 1.00 1.00 Max Downward Transient Deflection 0.071 in Ratio= 337 -95.0 1.00 Max Upward Transient Deflection 0.000 in Ratio= 0 <95.0 1.500 Max Downward Total Deflection 0.050 in Ratio= 482 -140. +D+Lr+H Max Upward Total Deflection 0.000 in Ratio= 0 <140.0 1.00 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values C t CL Segment Length Span # M V C d C FN C i C, C m +D+H 0.00 0.00 1.00 1.00 1215.00 0.00 Length = 2.0 ft 1 0.90 1.500 1.00 1.00 1.00 +D+L+H 1.00 1.00 1.500 1.00 1.00 1.00 Length = 2.0 ft 1 1.00 1.500 1.00 1.00 1.00 +D+Lr+H 1687.50 0.00 1.500 1.00 1.00 1.00 Length = 2.0 ft 1 1.25 1.500 1.00 1.00 1.00 +D+S+H 0.00 207.00 1.500 1.00 1.00 1.00 Length = 2.0 ft 1 1.15 1.500 1.00 1.00 1.00 +D+0.75OLr+0.750L+H 1.00 1.00 1.500 1.00 1.00 1.00 Length = 2.0 ft 1 1.25 1.500 1.00 1.00 1.00 +D+0.750L+0.750S+H 1.500 1.00 1.00 1.00 Length = 2.0 ft 1 1.15 1.500 1.00 1.00 1.00 Moment Values Shear Values C t CL M fb F'b V fV F'v 0.00 0.00 0.00 0.00 1.00 1.00 1215.00 0.00 0.00 162.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1350.00 0.00 0.00 180.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1687.50 0.00 0.00 225.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1552.50 HO 0.00 207.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1687.50 0.00 0.00 225.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1552.50 0.00 0.00 207.00 ARW Engineers 1594 W Park Circle r, Ogden, UT 84404 ENGINEERS Wood Beam Description : 2x4 Blocking - Fixed at one end Load Combination Max Stress Ratios C m C t Segment Length Span # M V Cd C FN +D+0.60W+H 1.00 1.00 1.500 Length = 2.0 ft 1 1.00 1.60 1.500 +D+0.70E+H 0.00 0.00 1.500 Length = 2.0 ft 1 0.960 0.412 1.60 1.500 +D+0.750Lr+0.750L+0.450W+H 2160.00 0.00 1.500 Length = 2.0 ft 1 1.00 1.60 1.500 +D+0.750L+0.750S+0.450W+H 1.00 1.500 Length = 2.0 ft 1 0.00 1.60 1.500 +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.500 Length = 2.0 ft 1 0.720 0.309 1.60 1.500 +0.60D+0.60W+0.60H 1.00 1.00 1.500 Length = 2.0 It 1 1.00 1.60 1.500 +0.60D+0.70E+0.60H 0.00 0.00 1.500 Length = 2.0 ft 1 0.960 0.412 1.60 1.500 Overall Maximum Deflections 2160.00 0.00 Project Title: Engineer: Project ID: Project Descr: Printed. 13 APR 2017,-10.11AM = Y:1Projects 2015115250_Red Wing115250.A -Commerce, CA\EngineeringlCalculabonsl0ther115250.a_calcs.ed ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 C i C r C m C t C L Moment Values M fb F'b V Shear Values fv F'v 1.00 1.00 1.00 1.00 1.00 0.312 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 +D+S+H 2160.00 0.00 0.00 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.23 2,073.60 2160.00 0.42 118.80 288.00 1.00 1.00 1.00 1.00 1.00 D Only 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2160.00 0.00 0.00 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2160.00 0.00 0.00 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.17 1,555.20 2160.00 0.31 89.10 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2160.00 0.00 0.00 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.23 2,073.60 2160.00 0.42 118.80 288.00 Load Combination Span Max. "-' Defl Location in Span Load Combination Max. "+" Defl Location in Span E Only 1 0.0711 0.898 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.270 0.594 Overall MlNimum 0.142 0.312 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H 0.189 0.416 +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H 0.142 0.312 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H 0.189 0.416 D Only Lr Only L Only S Only W Only E Only 0.270 0.594 H Only The St,h` Network, Inc. i I i ple CL Floor Tie StiffClip CL I www.steeInetwork.com/Product/SdffClipCL Material Composition 68mil Clip: ASTM A1003/A1003M Structural Grade 50 (340) Type H, ST50H (ST340H): 50ksi (340MPa) minimum yield strength, 65ksi (450MPa) minimum tensile strength, 68mil minimum thickness (14 gauge, 0.0713" design thickness) with ASTM A653/A653M G90 (Z275) hot dipped galvanized coating. 118mil Clip: ASTM A1003/A1003M Structural Grade 50 (340) Type H, ST50H (ST340H): 50k5i (340MPa) minimum yield strength, 65ksi (450MPa) minimum tensile strength, 118mil minimum thickness (10 gauge, 0.1242" design thickness) with ASTM A653/ A653M G90 (Z275) hot dipped galvanized coating. "H" Plate: ASTM A27/A27M Grade 65-35 (450-240): 35ksi (240MPa) minimum yield strength, 65ksi (450MPa) minimum tensile strength, %:" minimum thickness with ASTM B633 Zinc Plating. The attachment of StiffClip to the primary structure may be made with PAFs, screw/bolt anchors or weld and is dependent upon the base material (steel or concrete) and the design configuration. .r135* M StiffClip CL Allowable Loads or 7.5„ 3" tih CL (H) Plate The Steel Network, Inc. www.steelnetwork.com r,� Stcc� Nctworh 1-888-474-4876 ILL, _ US Patent #7,533,508 "StiffClip Cl_ Allowable Load tables and important notes continued on next page, 09201=1 1 The Steel Network, Inc, wwvv.steel network.com 1 1-888-474-4876 StiffClip` CL I Pale 54 -. •.:. '.�� i ice, Y.i/ it 4� 9 �E��1 l .,s �� ..-�...•. ��t_�1...-'f � �(t?I • 33(20)[ 33 191 535 ;.t4� ._ ( 754 1,108 , _ � ! 1 �-^` Vic. *�4�� 5' x t�ii 85,340 191 535 754 1,108 109,279 286 980 1,696 1,653 169,064 33 (20) 50 275 773 1,089 1,601 275 773 1,089 1,601 413 1,415 2,450 2,388 33 248 796 1,122 1,649 248 796 1,122 1,649 373 1,458 2,524 2,460 43 (18) 50 359 1,150 1,151 1,804 359 1,150 1,620 2,383 538 2,107 3,646 3,554 54(16) 33 312 1,120 1,151 1,804 312 1,120 1,577 2,319 468 2,050 3,549 3,459 54 (16) 50 450 1,617 1,151 1,804 450 1,617 2,225 3,350 676 2,961 5,126 4,996 68 (14) 50 567 1,917 1,151 1,804 567 2,287 2,225 3,936 851 4,187 5,713 6,716 97 (12) 50 809 1,917 1,151 1,804 809 2,411 2,225 3,936 1,214 4,415 5,713 6,716 118 (10) 1 50 1 856 1,917 1,151 1,804 856 2,411 2,225 3,936 1,284 4,415 1 5,713 6,716 C 7 . !1 G� -a 33 (20) 33 286 i 874 1,067 1,713 171,480 286 874 11,130; 1,713 182,790 1 381 1,481 1 1,884 13,140 1 344,193 i 33 (20) 50 413 1,263 1,067 2,435 413 1,263 11,633 2,475 550 2,139 1 2,722 4,537 43 (18) 33 1 373 1,301 1,067 2,435 373 1,301 1,682 2,549 497 2,204 2,804 4,673 43 (18) 50 538 1,880 1,067 2,435 538 1,880 2,225 3,683 718 3,184 4,051 6,755 54 (16) 33 468 1,830 1,067 2,435 468 1,830 2,225 3,585 624 3,099 3,943 6,571 54 (16) 50 676 2,510 1,067 2,435 676 2,642 2,225 5,177 901 4,476 5,695 7,306 68 (14) 50 851 2,510 1,067 2,435 851 3,736 2,225 5,702 1,134 6,329 6,007 7,306 97 (12) 50 1,214 2,510 1,067 2,435 1,214 3,939 2,225 5,702 1,618 6,455 6,007 7,306 118 (10) 50 1,284 j 2,510 1,067 2,435 11,2841 3,939 2,225 5,702 1 1,712 16,455 6,007 7,306 tr�R' -':{i j;t �rJ.k ;rl . , c �E "StiffClip Cl_ Allowable Load tables and important notes continued on next page, 09201=1 1 The Steel Network, Inc, wwvv.steel network.com 1 1-888-474-4876 StiffClip` CL I Pale 54 Th., -.j ` t i Network, Inc. StiffClip' CL I www.steelnetwork.com/Product/SbffClipCL rvotes' - Allowable load tables incorporate eccentric loading of fasteners. Values with welded connection Load Direction may increase. fit :t� - Fasten within %" from the angle heel (centerline of the 1'/:" leg), using pre -drilled holes. 'F3 ... - Center hole is .563" in diameter for''/:" anchor. Middle guide holes are .313" in diameter. Outer guide holes and guide holes in 3" leg are .141" in diameter. - StiffClip CL resists vertical, horizontal, and torsional loads. - Guide holes are in place for fastener installation efficiency. All guide holes may not require ; fasteners. Fastener amount determined by the designer. Screw fasteners should be , symmetrically placed in guide holes. Refer to screw pattern diagrams below for placement. ' - Loads listed reflect force in a single direction. When multiple loads react on the connection, it is the responsibility of the designer to check the interaction of forces.OOF - Allowable loads have not been increased for wind, seismic, or other factors. 1 - Torsional effects are considered on screw group for F2 & F3 allowable loads. It is assumed that y connection to the stud. - M1 Loads are reported as Max. Load/Factor of Safety. Loads must be limited by serviceability load taken as Stiffness times the serviceability limit in radians. - Stiffness is the Max Allowable Clip Moment divided by the clip rotation measured at the Max Allowable Clip Moment. °`t t{z roti . 33 (20) 33 286 976 1,077 2,479 286 976 1,1301 2,479 381 1,664 1,884 4,710 33 (20) 50 413 1,410 1,077 2,860 413 1,410 1,633 3,582 550 2,404 2,722 6,805 43 (18) 33 373 1,452 1,077 2,860 373 1,452 1,682 3,689 497 2,476 2,804 7,010 43 (18) 50 538 2,098 1,077 2,860 538 2,098 2,431 5,330 718 3,577 4,051 10,128 54 (16) 33 468 2,042 1,077 2,860 150,779 468 2,042 2,366 5,188 469,941 624 3,482 3,943 9,858 581,080 54 (16) 50 676 2,662 1,077 2,860 676 2,950 2,666 7,493 901 5,029 5,695 11,143 68 (14) 50 851 2,662 1,077 2,860 851 4,171 2,666 8,229 1,134 7,110 7,446 11,143 97 (12) 50 1,2141 2,662 1 1,077 1 2,860 1,214 4,398 12,66618,229 1,618 7,497 7,446 11,143 118 (10) 50 1,2841 2,662 1 1,077 2,860 1,284 4,398 12,66618,229 1,712 7,497 7,446 11,143 rvotes' - Allowable load tables incorporate eccentric loading of fasteners. Values with welded connection Load Direction may increase. - Fasten within %" from the angle heel (centerline of the 1'/:" leg), using pre -drilled holes. 'F3 - Center hole is .563" in diameter for''/:" anchor. Middle guide holes are .313" in diameter. Outer guide holes and guide holes in 3" leg are .141" in diameter. - StiffClip CL resists vertical, horizontal, and torsional loads. - Guide holes are in place for fastener installation efficiency. All guide holes may not require ; fasteners. Fastener amount determined by the designer. Screw fasteners should be , symmetrically placed in guide holes. Refer to screw pattern diagrams below for placement. ' - Loads listed reflect force in a single direction. When multiple loads react on the connection, it is the responsibility of the designer to check the interaction of forces.OOF - Allowable loads have not been increased for wind, seismic, or other factors. 1 - Torsional effects are considered on screw group for F2 & F3 allowable loads. It is assumed that half of the torsional moment is taken by the connection to the structure and half is taken by the connection to the stud. - M1 Loads are reported as Max. Load/Factor of Safety. Loads must be limited by serviceability load taken as Stiffness times the serviceability limit in radians. - Stiffness is the Max Allowable Clip Moment divided by the clip rotation measured at the Max Allowable Clip Moment. Screw Patterns o to 0 I o o c Q o o 0 0 0 fi t49 0 0 0 0 0 0 0 KJ o 0 0 0 0 0 0 0 o 0 o 0 0 Cl 0 o V a � d Ci:) - ej cc) FF� n o 0 0 0 0 4 Screws, Pattern 1 9 Screws, Pattern 2 6 Screws, Pattern 3 10 Screws, Pattern 4 6 Screws, Pattern 5 10 Screws, Pattern 6 Nomenclature To specify StiffClip CL on drawings, multiply stud depth by 100, followed by the appropriate material thickness, based on strength required (see load tables). The StiffClip CL118(H) utilizes a plate in the 1%" leg (shown on page 1). Example: 6" stud, uplift load of 650lbs Designate: StiffClip' CL600-68 Anchor Bolt Design The following equation for tension force in the anchor is derived using the assumed bearing stress distribution shown in the figure to the right. This assumed stress distribution provides a conservative anchor force approximation. M 3M T (2/3)(dcro/2) du,, StiffClip CL Series Blast and Seismic Design data www.stee]nLtwork.com CL clip M v�. LWallStud rd13 4- Anchor [colt C T r more information or to review a copy of this report, please visit our website at http://wvrw.steeinetwork.com/Site/TecilnicalData +. I The Steel Network, Inc. www.steulnetwork.com 1 1-888-474-4876 StiffClip" CL I Page 5S 0 a 77M ENGINEERS siwuctur-al consulLants Structural Calculations For Red Wing Shoes Shelving 3244 Youngfield Street, Suite 24 — Wheat Ridge, CO RECEIVED Project Number: 15250.Q ,JON! 0 4 2018 Pee�?k(�-- April 30, 2018 ME 0, ONAL Prepared by ARW Engineers 1594 West Park Circle Ogden, Utah 84404 :Itt24/4? 6/ (,p 2 3 a GS Design Maps Summary Report User -Specified Input Report Title Red Wing Shoes - Wheat Ridge, CO Mon April 2, 2018 15:36:56 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 39.762640N, 105.14246°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III k. Westn7inster(;x r . 7 _ pn City Arvada eat Ridge* Il . '' _,. ._ ,a .:.__ FsA•IN.=- 5} = USGS-Provided Output SS = 0.194 g SMS = 0.310 g Sos = 0.206 g Sl = 0.060 g SM, = 0.145 g Sp,. = 0.097 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRV building code reference document. INICER Response Spectrum 93? 9.32 9.21 0.3? j 9.16 0.12 01.14 0!:4 0,i., 9,X- 0-20 0.40 Ob(, 03) 1 i 1,30 140 16, INS 2In Perind, T (see) Design Response Spectrum 0.21 U! Xi 93x7 Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. Project No. 15250.Q Sheet No. 1 Project Red Wing Shoe Store — 3244 Youngfield Street — Wheat Ridge, CO ENGINEERS Prepared By WWY Date 4/3/2018 structural consultants Summary of Seismic Attachments for Store Fixtures at location 3244 Youngfield Street — Wheat Ridge, CO Minimum # of Minimum # of Concrete Minimum # of Screws Required Wedge/Screw Masonry for 20 Gauge (33 Minimum # of Anchors Screws mil) Structural Screws Required Minimum # of Required into Required at Steel Stud At 22 Gauge Steel Screws Required Concrete Slab on Ea. Upright/ Fixture Type Blocking Studs At 2x Fir Studs Grade at Ea. Leg Connection Stand Alone Stockroom N/A N/A N/A 2 N/A Shelving Showroom Outrigger Shelving 4 2 2 2 N/A Stockroom Wall Mounted Shelving N/A 2 2 N/A 2 Steel Studs Use '/4" Dia. self-tapping/drilling screws with 1" minimum penetration into metal studs. Screws must have an allowable pull-out capacity of 66 pounds in 22 gauge steel studs and an allowable pull-out capacity of 110 pounds in 20 gauge — 33 mil steel studs. Wood Studs Use #8 wood screws with 3/4" minimum penetration into wood stud. Screws must have an allowable pull-out capacity of 141 pounds. Concrete Anchors Use 3/8" Dia. Hilti KWIK Bolt TZ (ESR -1917) Wedge Anchors w/ 2" Minimum Embedment at Stand Alone Stockroom Shelving. Use 1/4" Dia. Hilti KWIK HUS -EZ (ESR -3027) Screw Anchor w/ 1 1/2" Minimum Embedment at Showroom Outrigger Shelving. Masonry Screw Anchors Use 3/8" Dia. Simpson TITEN HD (ESR -1056) Masonry Screw anchors w/ 2 3/4" Minimum Embedment at Showroom Outrigger Shelving and Stockroom Wall Mounted Shelving. All masonry cells with masonry screw anchors must be solid grouted. Masonry screws are to be spaced at 4" o.c. minimum. * Use 80OS162-33 Metal Studs for all blocking. Stockroom fixtures are to be connected together back to back as per manufacturer's recommendations Project No. 15250.Q Sheet No. 2 1 ° K Project Red Wing Shoe Store — 3244 Youngfield Street — Wheat Ridge, CO ENGINEERS structural consultants Prepared By WWY Date 4/3/2018 Seismic Attachment for Stand Alone Stockroom Shelving ASCE 7-10 Section 13.3 - Component Analysis Input Component Amplification Factor (Table 13.5-1 or 13.6-1) ap = 1.0 Component Response Modification Factor (Table 13.5-1 or 13.6-1) Rp = 2.5 Omega (Table 13.5-1 or 13.6-1) Q = 2.5 Short Period Design SDs = 0.206 Component Importance Factor (Section 13.1.3) IP = 1.00 Component Operating Weight Wp = 1920 Ib Height in structure of point of attachment of component with respect to the base z = 0 ft Average roof height of structure with respect to the base h = 20 ft Base Width B = 2.5 ft Shelving Height hs = 10 ft SHELVING: CLIP MANUFACTI, 5HELvIWs CLIP - MANUFACTU L" MIN. " MAX �'� SIDE SIDE (BACK TO BACK) © (SINGLE) SHELF UPRIGHT BY OTHERS 3116" 0 BASE PLATE - SEE MANUFACTURER FOR DIMENSIONS I I I (2) SCREWS I ! I I I I BASE PLATE BY OTHERS 1116" O (2) 3/6' DIA. CONCRETE WEDGE ANCHORS SHELF UPRIGHT BY OTHERS (:_)STOCK SHELVING BASE PLATE A 2 3"= p -a, output Seismic force shall be determined in accordance with Equation 13.3.-1 through Equation 13.3.-3: Seismic Force, Equation 13.3-1 Maximum Seismic Force, Equation 13.3-2 Minimum Seismic Force, Equation 13.3-3 Design Seismic Force FP = 0.4*ap*SDs*Wp/(Rp/Ip)*(1+2*(z/h))= 63.3 Ib Fpmax = 1.6*SDs*IP*Wp = 632.8 Ib Fpmin = 0.3*SDs*IP*Wp = 118.7 Ib FPDeslgn = max(min(Fp, Fpmax), Fpmin) = 118.7 Ib Project No. 15250.Q Sheet No. 3 ' Project Red Wing Shoe Store — 3244 Youngfield Street — Wheat Ridge, CO ENGINEERS prepared By WWY Date 4/3/2018 structural consultants Seismic Attachment for Stand Alone Stockroom Shelving - Continued Overturning Tension Force (LRFD) T = S2*(FPDesign*1/2*hs-((0.9*WP-0.2*SDs*WP)*B/2))/B = -1467.8 Ib Shear Force (LRFD) V = S2*FPDesign = 296.6 Ib Maximum Tension Force Allowed at Base Plate Tpiate = 0.9*(360001b)*(3.5in)*(3/16 in)*(3/16 in)/(4*(5/8in)) = 1594.7 Ib Base Anchorage Into 4" Concrete Slab on Grade (ICC Report ESR -1917) Va of 3/8" Dia. Hilti Kwik Bolt TZ Va = 1450 Ib Required Number of Anchors for Shear Vr = Ceiling(V/Va, 1) = 1 Anchor(s) USE (1) 3/8" Dia. Hilti Kwik Bolt TZ Wedge Anchor w/ 2" Minimum Embedment for Shear Ta of 3/8" Dia. Hilts Kwik Bolt TZ Ta = 825 Ib Required Number of Anchors for Tension Tr = Ceiling(min(T, Tpiate)/Ta, 1) _ -1 Anchor(s) USE (-1) 3/8" Dia. Hilti Kwik Bolt TZ Wedge Anchor w/ 2" Minimum Embedment for Tension Total Number of Anchor Required AT = max(Vr, Tr, 2) = 2 Anchors per leg USE (2) 3/8" Dia. Hilti Kwik Bolt TZ Wedge Anchors w/ 2" Minimum Embedment at Ea. leg 9 Project No. 15250.0 Sheet No. 4 • ° Project Red Wing Shoe Store — 3244 Youngfield Street — Wheat Ridge, CO ENGINEERS structural consultants Prepared By WWY Date 4/3/2018 Seismic Attachment for Showroom Outrigger Shelving ASCE 7-10 Section 13.3 — Component Analysis Input Component Amplification Factor (Table 13.5-1 or 13.6-1) ap = 1.0 Component Response Modification Factor (Table 13.5-1 or 13.6-1) Rp = 2.5 Omega Q = 2.5 Short Period Design SDs = 0.206 Component Importance Factor (Section 13.1.3) IP = 1.00 Component Operating Weight Wp = 700 Ib Height in structure of point of attachment of component with respect to the base z = 20 ft Average roof height of structure with respect to the base h = 20 ft Output Seismic force shall be determined in accordance with Equation 13.3.-1 through Equation 13.3.-3: Seismic Force, Equation 13.3-1 Maximum Seismic Force, Equation 13.3-2 Minimum Seismic Force, Equation 13.3-3 Design Seismic Force Shear at Anchor #1 (LRFD) Tension at Anchor #2 (ASD) Fp = 0.4*ap*SDs*Wp/(Rp/Ip)*(1+2*(z/h))= 69.2 Ib Fpmax = 1.6*SDs*IP*Wp = 230.7 Ib Fpmin = 0.3*SDs*IP*Wp = 43.3 Ib FPDesign = max(min(Fp, Fpmax), Fpmin) = 69.2 Ib V = n*FPDesign *4.5/10 = 77.9 Ib T = 0.7*FPDesign*5.5/10 = 26.6 Ib Base Anchorage Into 4" Concrete Slab on Grade (ICC Report ESR -1917) Va of 3/8" Dia. Hilti Kwik Bolt TZ Va = 750 Ib Required Number of Anchors Ar = max(Ceiling(V/Va, 1), 2) = 2 Anchors USE (2) 1/4" Dia. Hilti Kwik HUS -EZ Screw Anchor w/ 1 1/2" Minimum Embedment @ Ea. Base Plate F Anchorage Into Metal Studs —'/4" Dia. Screws Screw into Blocking (20 Gauge — 33 mil) Required Number of Screws (4 Min.) Screw into Studs (22 Gauge) Required Number of Screws (2 Min.) Pab = 110 Ib Srb = max(Ceiling(T/Pab, 1), 4) = 4 Screws Pas = 66 Ib Srs = max(Ceiling(T/Pas, 1), 2) = 2 Screws USE (4)'/4" Dia. Screws into Blocking and (2)'/4" Dia. Screws into Studs F Project No. 15250.Q Sheet No. 5 Project Red Wing Shoe Store — 3244 Youngfield Street — Wheat Ridge, CO ENGINEERS Prepared By WWY Date 4/3/2018 structural consultants Seismic Attachment for Showroom Outrigger Shelving - Continued Anchorage of Metal Stud Blocking Into Wood Studs - #8 Wood Screw Into 2x Fir Members Unfactored Capacity of Screw W = 117 Ib/in Factored Capacity of Screw W'= W"1.6'0.75 in = 140.4 Ib Required Number of Screw (2 Min.) SQA, = max(Ceiling(T/W', 1), 2) = 2 Screws USE (2) #8 Wood Screw(s) into Ea. Stud E - Anchorage Into Masonry Wall — T/4" Dia. Masonry Screws Tam of 1/4" Dia. Hilti KWIK HUS -EZ Tam = 335 Ib Required Number of Screws (2 Min.) Srm = max(Ceiling(T/Tam, 1), 4) = 4 Anchors t-11 V If USE (4)'/4" Dia. Hilti KWIK HUS -EZ Masonry Screws w/ 1 5/8" Minimum Embedment at Ea. Upright f Ea FRONT VfFW —165" m r— ARM OF OUTRIGGER o / SEE MANUFACTURER FOR DIMENSIONS 0 (4) 1/4" DIA. TEK SCREWS - SEE SEISMIC SUMMARY SHEET IN DETAIL 2/A' .2 FOR MORE INFORMATION. SEE DETAILS 11 1 I2/A9.2 FOR ATTACHMENT TO WALL STUDS. WALL ANCHORAGE DETAIL METAL STUD CQVTTiJL'1� 6LOCKRG - JEE INDOSEI-Ir ATTACRT WSEE M DETAIL 21A92 FOR 812E AND AttACHMENt I I I I 50�'u 111-0011IG TO LLWLL STUDS - SEE SEISM60-IMARY 1 I ,,.✓ 64$ET N VETAtL 2/A82 FOR 1 1 I I MOF{ Pf IRMATaON I.I I.I NOTCH ELOCIONG PLANfiS AS REQUIRED AT EXIST;4 WALL FRAMM EXISTMG METAL OR WOOD STUD WALL .215" 0 LEG OF OUTRIGGER SEE MANUFACTURER FOR DIMENSIONS 114" DIA. ANCHORS - SEE SEISMIC SUMMARY SHEET IN DETAIL 2/A92 FOR MORE INFORMATION BASE PLATE DETAIL SCREW SLOG WG TO WALL STUDS - SEE SeiSMIC 9119'SAR'T S>gET H DETAIL 2/AS2 FOR MORE PFCR ATICN FETAL STUD COWM" DLOCKMG - SEE SEISMIC SPIMARr SHEET IN DETAIL 2/AW FOR SIZE AND ATTAC41ENT NOTCH OLCOU4 FLANGES AS RPOU RED AT EXSSTING WALL ftFAMING METAL STUD BLOCKING DETAILS EXISTTYs METAL OR woo STIM WAIL Project No. 15250.Q Sheet No. 6 Project Red Wing Shoe Store — 3244 You ngfield Street —Wheat Ridge, CO ENGINEERS Prepared By WWY Date 4/3/2018 structural consultants Seismic Attachment for Stockroom Wall Mounted Shelving ASCE 7-10 Section 13.3 — Component Analysis Input Component Amplification Factor (Table 13.5-1 or 13.6-1) ap = 1.0 Component Response Modification Factor (Table 13.5-1 or 13.6-1) Rp = 2.5 Omega Q = 2.5 Short Period Design SDs = 0.206 Component Importance Factor (Section 13.1.3) IP = 1.00 Component Operating Weight Wp = 700 Ib Height in structure of point of attachment of component with respect to the base z = 20 ft Average roof height of structure with respect to the base h = 20 ft EX]611 4 CMU WALL E>d&TM METAL OR �Y 4•-®• MAx �WOODD $TUD "LL 41-0. MAX 1 --1 METAL "LVNG - 9£$ 1 X 4 LL1?OD • ATTACFI MANIFAOTURER F" CR WALL PIOW RFO. EXOALIUUR ".SYSTEM METAL 5LELVNG - $EF MAMFACTLIMeFCR MORE NFO. ya X-BR6CNCa , L OTS 9 1 X 4 WOOD • ATTAON TO WALL SIDE 7NT a MA50NRY WALL SIDE FROM STUD WALL Output Seismic force shall be determined in accordance with Equation 13.3.-1 through Equation 13.3.-3: Seismic Force, Equation 13.3-1 Maximum Seismic Force, Equation 13.3-2 Minimum Seismic Force, Equation 13.3-3 Design Seismic Force Tension at Anchor #1 (LRFD) Tension at Anchor #2 (ASD) FP = 0.4*ap*SDs*Wp/(Rp/IP)*(1+2*(z/h))= 69.2 Ib Fpmax = 1.6*SDs*IP*Wp = 230.7 Ib Fpmin = 0.3*SDs*IP*Wp = 43.3 Ib FPDesign = max(min(Fp, Fpmax), Fpmin) = 69.2 Ib Ti = 0.7*FPDesign*4/12 = 16.2 Ib T2 = 0.7*FPDesign*8/12 = 32.3 Ib Project No. 15250.Q Sheet No. 7 ,.,. Project Red Wing Shoe Store — 3244 Youngfield Street —Wheat Ridge, CO ENGINEERS consultants Prepared By WWY Date 4/3/2018 Seismic Attachment for Stockroom Wall Mounted Shelving - Continued Anchorage Into Metal Studs -'/4" Dia. Screws Screw into Studs (22 Gauge) Required Number of Screws (2 Min.) USE (2)'/4" Dia. Screws into Studs Pas = 66 Ib Srsw = max(Ceiling(max(Ti, T2)/Pas, 1), 2) = 2 Screws Anchorage of Metal Stud Blocking Into Wood Studs - #8 Wood Screw Into 2x Fir Members F Unfactored Capacity of Screw W = 117 Ib/in Factored Capacity of Screw W'= W"1.6"`0.75 in = 140.4 Ib Required Number of Screw (2 Min.) Srww = max(Ceiling(max(Ti, T2)/W', 1), 2) = 2 Screws USE (2) #8 Wood Screw(s) into Ea. Stud Anchora-ge Into Masonry Wall —'/4' Dia. Masonry Screws Tamm of 1/4" Dia. Hilts KWIK HUS -EZ Tamw = 335 Ib Required Number of Screws (2 Min.) Srmw = max(Ceiling(max(Ti, T2)/Tamw, 1), 2) = 2 Anchors USE (2)'/4" Dia. Hilti KWIK HUS -EZ Masonry Screws w/ 1 5/8" Minimum Embedment at Ea. Upright f STOCK SHELVING WALL ATTACHMENT FACE OF STLO WALL UPRGHT BY OTHERS UPRIGHT 2 X 4 U,D SLOCKINCS Y � - SC EW SCREW TkleR) OW UI=iiIGHT i INTO WOOD BLOCKR43 - SEE 4 -- SEISMIC SUMMARY SH££T IN DETAIL 21AS.2 FOR MORS INFCRMAT#GN. SCREW ATTAcA;MENT THROUGH 13y d BLOCK.* INTO WALL STUDS - SEE SEISMIC Sr.-"ARY SHEET IN DETAIL VAS2 FOR MORE fi'FO ATtOtd, /'1 STOCK SHELVING WALL ATTACHMENT FACE OF 1145ONRIT` WALL UPRIGHT BY OTHERS UFRY k, MASONRY` MASONRY SCWTk;Z' Wl RE SCREW _ _ _ UPRIGHT INTO MASONRY WALL - SEE SEISMIC SUMMARY SHEET IN DETAIL VA92 FOR MORE INFORMATICN. {SOLID GLUT ALL HCILLOW CMU W4ER£ ANC5 OCCUR) STOCK SHELVING WALL ATTACHMENT FACE OF STLO WALL UPRGHT BY OTHERS UPRIGHT 2 X 4 U,D SLOCKINCS Y � - SC EW SCREW TkleR) OW UI=iiIGHT i INTO WOOD BLOCKR43 - SEE 4 -- SEISMIC SUMMARY SH££T IN DETAIL 21AS.2 FOR MORS INFCRMAT#GN. SCREW ATTAcA;MENT THROUGH 13y d BLOCK.* INTO WALL STUDS - SEE SEISMIC Sr.-"ARY SHEET IN DETAIL VAS2 FOR MORE fi'FO ATtOtd, /'1 STOCK SHELVING WALL ATTACHMENT Screw Capacities Table Notes 1. Capacities based on AISI 5100 Section E4. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design (ASD) and include safety factor of 3.0. 4. Where multiple fasteners are used, screws are assumed to have a center -to -center spacing of at least 3 times the nominal diameter (d). 5. Screws are assumed to have a center -of -screw to edge -of -steel dimension of at least 1.5 times the nominal diameter (d) of the screw. 6. Pull-out capacity is based on the lesser of pull-out capacity in sheet closest to screw tip or tension strength of screw. 7. Pull -over capacity is based on the lesser of pull -over capacity for sheet closest to screw header or tension strength of screw. 8. Values are for pure shear or tension loads. See AISI Section E4.5 for combined shear and pull -over. 9. Screw Shear (Pss), tension (Pts), diameter, and head diameter are from CFSEI Tech Note (F701-12). 10. Screw shear strength is the average value, and tension strength is the lowest value listed in CFSEI Tech Note (F701-12). 11. Higher values for screw strength (Pss, Pts), may be obtained by specifying screws from a specific manufacturer. Weld Capacities Table Notes 1. Capacities based on the AISI S100 Specification Sections E2.4 for 6. Transverse capacity is loading in perpendicular direction of the fillet welds and E2.5 for flare groove welds. length of the weld. 2. When connecting materials of different steel thicknesses or 7. For flare groove welds, the effective throat of weld is tensile strengths, use the lowest values. conservatively assumed to be less than 2t. 3. Capacities are based on Allowable Strength Design (ASD). 4. Weld capacities are based on E60 electrodes. For material thinner than 68 mil, 0.030" to 0.035" diameter wire electrodes may provide best results. 5. Longitudinal capacity is considered to be loading in the direction of the length of the weld. 8. For longitudinal fillet welds, a minimum value of EQ E2.4-1, E2.4-2, and E2.4-4 was used. 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and E2.4-4 was used. 10. For longitudinal flare groove welds, a minimum value of EQ E2.5-2 and E2.5-3 was used. Allowable Screw ConnectionCapacity Allowable Weld Capacity (lbs #6 Screw #8 Screw #10 Screw #12 Screw '/d' Screw Thickness Design (Pss = 643 lbs, Pts = 419 lbs) (Pss= 1278 lbs, Pts = 586 lbs) (Pss= 1644 lbs, Pts =1158 lbs) (Pss= 2330 lbs, Pts = 2325 lbs) (Pss= 3048 lbs, Pts = 3201 lbs) Y eld TenFu sile (Mils) Thickness (ksi) (ksi) 0.138" dia, 0.272' Head 0.164" dia, 0.272' Head 0.190" dia, 0.340" Head 0.216" dia, 0.340" Head 0.250" dia, 0.409" Head Yield Shear Pull -Out Pull -Over Shear Pull -Out Pull -Over Shear Pull -Out Pull -Over Shear Pull -Out Pull -Over Shear Pull -Out Pull -Over 18 0.0188 33 33 44 24 84 48 29 84 52 33 105 55 38 105 60 44 127 27 0.0283 33 33 82 37 127 89 43 127 96 50 159 102 57 159 110 (a) 191 30 0.0312 33 33 95 40 140 103 48 140 111 55 175 118 63 175 127 73 211 33 0.0346 33 45 151 61 140 164 72 195 177 84 265 188 95 265 203 97 318 43 0.0451 33 45 214 79 140 244 94 195 263 109 345 280 124 345 302 144 415 54 0.0566 33 45 214 100 140 344 118 195 370 137 386 394 156 433 424 180 521 68 0.0713 33 45 214 125 140 426 149 195 523 173 386 557 196 545 600 227 656 97 0.1017 33 45 214 140 140 426 195 195 548 246 386 777 280 775 1,016 324 936 118 0.1242 33 45 214 140 140 426 195 195 548 301 386 777 342 775 1,016 396 1067 54 0.0566 50 65 214 140 140 426 171 195 534 198 386 569 225 625 613 261 752 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 866 328 948 97 0.1017 50 65 214 140 140 426 195 195 548 356 386 777 405 775 1,016 468 1,067 118 0.1242 50 65 214 140 140 1 426 195 195 548 386 386 777 494 775 1 1,016 572 1 1,067 Weld Capacities Table Notes 1. Capacities based on the AISI S100 Specification Sections E2.4 for 6. Transverse capacity is loading in perpendicular direction of the fillet welds and E2.5 for flare groove welds. length of the weld. 2. When connecting materials of different steel thicknesses or 7. For flare groove welds, the effective throat of weld is tensile strengths, use the lowest values. conservatively assumed to be less than 2t. 3. Capacities are based on Allowable Strength Design (ASD). 4. Weld capacities are based on E60 electrodes. For material thinner than 68 mil, 0.030" to 0.035" diameter wire electrodes may provide best results. 5. Longitudinal capacity is considered to be loading in the direction of the length of the weld. 8. For longitudinal fillet welds, a minimum value of EQ E2.4-1, E2.4-2, and E2.4-4 was used. 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and E2.4-4 was used. 10. For longitudinal flare groove welds, a minimum value of EQ E2.5-2 and E2.5-3 was used. 'Weld capacity for materia/ thickness greater than 0.10"requires engineering judgment to determine leg ofwelds, WI and W2. Allowable Weld Capacity (lbs Thickness Design Fy Fu Fillet Welds Flare Groove Welds (Mils) Thickness Yield Tensile (ksi) (ksi) Longitudinal Transverse Longitudinal Transverse 43 0.0451 33 45 499 864 544 663 54 0.0566 33 45 626 1084 682 832 68 0.0713 33 45 789 1365 859 1048 97 0.1017 33 45 1125 1269 ' 54 0.0566 50 65 905 1566 985 1202 68 0.0713 50 65 1140 1972 1241 1514 97 0.1017 50 65 1269 1269 'Weld capacity for materia/ thickness greater than 0.10"requires engineering judgment to determine leg ofwelds, WI and W2. M3 ME Table L3 Standard Wood Screws' t D = diameter Dr=root diameter i n i L = screw length 2� L L t �- L- T= thread length �V Cut Thread' Rolled Thread' Z v Wood Screw Number 6 7 8 9 t 10 17 14 Ib t 18 20 24 D 0.138" 0.151" 0.164" 0.177" 0.19" 0.216" 0.242" 0.26$ 0.294 0.32 0.372 Dra 0.113" 0.122" 0.131" 0.142" 0.152" 0.171" ( 0.196" 0.209" 0.237" 1. Tolerances specified in ANSf B 18.6.1 0.25 10.298" 2. Thread length on cut thread wood screws is approximately 2/3 of the screw length. I Single lead thread shown. Thread length is at least four times the screw diameter or 2/3 of the screw length, whichever is greater. Screws which are too short EO accommodate the minimum thread length, have threads extending as close to the underside of the head at practicable, a. Taken as the average of the specified maximum and minimum limits for body diameter of rolled thread wood screws.' Table L4 Standard Common, Box, and Sinker Mails' LF r� tit y-1 j I D = diameter • , I L = length 0 � H =head diameter Common or Box Ai,'ERiC N FOREST & PAPER ASSOCIATIOill cvvr wr omcr natt types. Pennytiveigh t Type 6d 7d 8d 10d 12d 16d 20d 30d 40d 50d 60d Common L 2" 2-1/4" 2-1/2" 3" 3-1/4" 3-1/2" 4" 4-1/2" 5" 5-1/2" 6" D 0.113" 0.113" 0.131" 0.148" 0.148" 0.162" 0.192" 0.207" 0.225" 0.244" 0,263" H 0.266" 0.266" 0.281" 0.312" 0.312" 0344" 0,406" 0.438" 0,469" 0.5" 0.531" BoxD L 2" 2-114" 2-1/2'" 3" 3-1/4" 3-1/2" 4" 4-1/2"� 51' 0,099" 0.099" 0.113" 0.128" 0,128" 0.135" 0.148" 0.148" 0.162" H 0.266" 0.266" 0.297" 0,312" 0.312" 0.344" 3-1/4" 0.375" 3-3/4" 0,375" 4-1/4" 0.406" 4-31V 5-3/4" Sinker L 1-7/$" 2 1/8" 2-3/$" 2-7/8" 3-1/8" D 0.092 �� 0.099 ,� .,�, 0.113 0.12 ,-, 0.13 0.148" 0.177" 0.192" 0.207" 0.244' H 0.234" 1 0.250" 0.266" 0.281" 0.312" 0.344" 0.375" 0.406" 0.438" 11 0'� 1. Tolerances specified in ASTM F 1667. Tvoical chane of ro--- h Ai,'ERiC N FOREST & PAPER ASSOCIATIOill cvvr wr omcr natt types. g771.2.2 Wood Screws 11.2.2.1 The reference withdrawal design value, in lb/in. of penetration, for a single wood Vscrew (cut thread or rolled thread) inserted in side grain, with the wood screw axis perpendicular to the wood fibers, shall be determined from Table 11.2B or Equation 11.2-2, within the range of specific gravities and screw diame- ters given in Table l 1.2B. Reference withdrawal design values, W, shall be multiplied by all applicable adjust- ment factors (see Table 10.3. 1) to obtain adjusted with- drawal design values, W'. l 1.2.22 Wood screws shall not be loaded in with- drawal from end grain of wood. 11.2.2.3 When wood screws are loaded in with- drawal. the adjusted tensile strength of the wood screw at net (rout) section shall not be exceeded (see 10.2.3). 11.2.3 Nails and Spikes 1 1.2.3.1 The reference withdrawal design value, in Ib/in. of penetration, for a single nail or spike driven in the side grain of the main member, with the nail or spike axis perpendicular to the wood fibers, shall be determined from Table 11.2C or Equation 11.2-3, within the range of specific gravities and nail or spike diameters given in Table 11.2C. Reference withdrawal design values, W, shall be multiplied by all applicable adjustment factors (see Table 10.3. 1) to obtain adjusted withdrawal design values, W'. W=1380G''2D 11.2.3.2 Nails and spikes shall not be loaded in withdrawal from end grain of wood. 11.2.4 Drift Solis and Drift Pins Drift bolt and drift pin connections loaded in with- drawal shall be designed in accordance with principles of enaineerina mechanics, Table 11.213 Cut Thread or Roiled ''Thread Wood Screw Reference Withdrawal I Design Values (W)1 Tabulated withdrawal design values (W) are in pounds per inch of thread penetration into side °rain of main member. Thread length is annrovimntaly')/A tho t„tii Lvnnrl enr Inn A, Icon A -—A . T 1 Specific Wood Screw Number Gravity, G 6 7 8 9 ( 10 12 1=4 16 18 20 24 0.73 209 229 249 268 288 327 367 406 446 485 564 0.71 198 216 235 254 272 310 347 384 421 459 533 0.68 181 199 216 233 250 284 318 352 387 421 489 0.67 176 193 209 226 243 276 309 342 375 409 475 0.58 132 144 157 169 182 207 232 256 281 306 356 0.55 119 130 141 152 163 186 208 231 253 275 320 0.51 102 112 121 131 141 160 179 198 217 237 275 0.50 98 107 117 126 135 154 172 19t 209 228 264 0.49 94 103 122 121 l30 147 165 183 201 2t9 254 0.47 87 95 103 111 119 136 152 168 185 201 234 0.46 83 91 99 107 114 130 146 161 177 193 221 0.44 76 83 90 97 105 119 133 148 162 176 205 0.43 73 79 86 93 l00 114 127 141 155 168 196 0.42 69 76 82 89 95 108 121 134 147 161 187 0.41 66 72 78 85 91 103 116 128 144 153 178 0.40 63 69 75 81 86 98 I(0 122 134 146 169 0.39 60 65 71 77 82 93 105 116 127 138 161 0,38 57 62 67 73 78 89 99 I10 t21 131 153 0.37 -:_ 54 59 64 69 74 84 94 104 114 125 145 0.36 51 56 60 65 70 80 89 99 I08 118 13.7 0.35 48 138 53 5i 62 66 75 S4 93 IOZ 11I 130 0.31 4I 45 48 52 59 66 73 80 S7 102 ESR -1056 ( Most Widely Accepted and Trusted Page 3 of 5 must be submitted to the building official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.9 Special inspection, when required, must be provided in accordance with Section 4.2. 5.10 Anchors are limited to dry, interior use. 5.11 The Titen HD screw anchors are manufactured by Simpson Strong -Tie Company under a quality control program with inspections by ICC -ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Predrilled Fasteners (Screw Anchors) in Masonry (AC106), dated November 2015, including the following optional tests: 6.1 Anchors installed in the face of fully grouted CMU masonry wall construction: Effects of edge distance on tension and shear performance (Test Series 4, 5, 13, and 14 of AC106), and seismic performance tests (Section 4.6 of AC106). 6.2 Anchors installed in the top of fully grouted CMU masonry wall construction with a minimum 13/4 -inch (44 mm) edge distance: Effects on tension and shear performance (Test Series 4 and 13 of AC106), and seismic performance tests (Section 4.6 of AC106). 7.0 IDENTIFICATION Titen HD screw anchor packaging is marked with the Simpson Strong -Tie Company name; product name (Titen HD); anchor diameter and length; and the evaluation report number (ESR -1056). In addition, the 0 symbol and anchor length (in inches) is stamped on the head of each screw anchor. FIGURE 1—TYPICAL HD SCREW ANCHOR TABLE 1—IBC AND IRC ALLOWABLE TENSION AND SHEAR LOADS FOR TITEN HD SCREW ANCHORS INSTALLED IN THE FACE OF FULLY GROUTED CMU MASONRY CONSTRUCTION' For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf = 4.48 N. 'Anchors must be installed a minimum of 1'/4 inches from vertical head joints and T -joints. Refer to Figure 2 for permitted and prohibited anchor installation locations. 2The drill bit diameter must be equal to the nominal diameter of the anchor. Anchor installation –must comply with Section 4.0 of this report. 3Embedment depth is measured from the outside face of the masonry. 4Critical and minimum edge distances, crit and cmir„ respectively, must comply with this table. Refer to Figure 2. Critical and minimum spacing, sc,it and sin, respectively, must comply with this table. Critical and minimum edge and spacing distances are valid for anchors resisting tension or shear loads. Refer to Table 2 for allowable tension and shear load reduction factors for anchors installed between critical and minimum edge distances, and to Table 3 for anchors installed between critical and minimum spacing. STabulated allowable loads are based on a safety factor of 5.0 6For wind or earthquake loading conditions under 2009 and 2006 codes, allowable loads may be adjusted in accordance with Section 5.3. ANCHOR LOCATION (in.) ALLOWABLE LOADS BASED ON ANCHORS INSTALLED AT DISTANCES >_ CRITICAL EDGE DISTANCE, cc it, AND ANCHOR DRILL MIN. SPACING, scrit5.6 (Ibf) DIA.z BIT DIA. DIA. EMBED .3 (in.) (in.) Edge Distance Spacing Tension Shear Critical, Minimum, Critical, Minimum, ccrit Cin soft smin 3/8 3/8 23/4 12 4 6 3 480 870 1/2 1/2 31/2 12 4 8 4 690 1,385 5/8 5/8 41/2 12 4 10 5 1,060 2,085 3/4 3/4 51/2 12 4 12 6 1,600 3,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf = 4.48 N. 'Anchors must be installed a minimum of 1'/4 inches from vertical head joints and T -joints. Refer to Figure 2 for permitted and prohibited anchor installation locations. 2The drill bit diameter must be equal to the nominal diameter of the anchor. Anchor installation –must comply with Section 4.0 of this report. 3Embedment depth is measured from the outside face of the masonry. 4Critical and minimum edge distances, crit and cmir„ respectively, must comply with this table. Refer to Figure 2. Critical and minimum spacing, sc,it and sin, respectively, must comply with this table. Critical and minimum edge and spacing distances are valid for anchors resisting tension or shear loads. Refer to Table 2 for allowable tension and shear load reduction factors for anchors installed between critical and minimum edge distances, and to Table 3 for anchors installed between critical and minimum spacing. STabulated allowable loads are based on a safety factor of 5.0 6For wind or earthquake loading conditions under 2009 and 2006 codes, allowable loads may be adjusted in accordance with Section 5.3. www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] 8r Loading [lb, in.lb] Profis Anchor 2.7.2 Page: 1 Project: Red Wing Shoes Sub -Project I Pos. No.: 15250 Date: 4/10/2017 KWIK HUS -EZ (KH -EZ) 1/4 (1 5/8 hef,act = 1.180 in., hnom = 1.625 in. a Carbon Steel ESR -3027 2/1/2016 1 12/1/2017 Design method ACI 318-14 / Mech. eb = 0.000 in. (no stand-off); t = 0.125 in. Ix x ly x t = 4.000 in. x 4.000 in. x 0.125 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 2500, fc' = 2500 psi; h = 4.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) to X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan M www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force max. concrete compressive strain: IN max. concrete compressive stress: [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Page: Project: Sub -Project I Pos. No Date: Profis Anchor 2.7.2 2 Red Wing Shoes 15250 4/10/2017 y x Load Nu. [lb] Capacity � N„ [lb] Utilization PN = N„a/� N„ Status Steel Strength' N/A N/A N/A N/A Pullout Strength' N/A N/A N/A N/A Concrete Breakout Strength— N/A N/A N/A N/A anchor having the highest loading "anchor group (anchors in tension) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 4 Shear load Page: Project: Sub -Project I Pos. No. Date: , I I ELJ Z1 Profis Anchor 2.7.2 3 Red Wing Shoes 15250 4/10/2017 * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC -ES ESR -3027 � Vsteel >_ Vua ACI 318-14 Table 17.3.1.1 Variables ^se,y [in .2] fut. [psi] 0.05 125000 Calculations Vsa,eg [lb] 1393 Results Vsa,eq [lb] steel nonductiie Vsa [lb] Vua [lb] 1393 0.600 1.000 836 750 4.2 Pryout Strength W ed,N W c,N W cP,N Nb] Vcp _ kcp [ Load Vua [lb] Capacity 0 Vn [lb] Utilization Sv = Vua/O V„ Status Steel Strength* 750 836 90 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 750 763 99 OK Concrete edge failure in direction y+** 750 1819 42 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC -ES ESR -3027 � Vsteel >_ Vua ACI 318-14 Table 17.3.1.1 Variables ^se,y [in .2] fut. [psi] 0.05 125000 Calculations Vsa,eg [lb] 1393 Results Vsa,eq [lb] steel nonductiie Vsa [lb] Vua [lb] 1393 0.600 1.000 836 750 4.2 Pryout Strength W ed,N W c,N W cP,N Nb] Vcp _ kcp [ ACI 318-14 Eq. (17.5.3.1x) NCO Vcp? Vua ACI 318-14 Table 17.3.1.1 ANC see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANS =9h ef ACI 318-14 Eq. (17.4.2.1c) 1 W ec,N =1 + 2 e <_ 1.0 ACI 318-14 Eq. (17.4.2.4) 3 hef W ed,N = 0.7 + 0.3 \ C5h 1 c 1.0 1.5hef ACI 318-14 Eq. (17.4.2.5b) W cp,N = MAX Ga min 1.5h c 1.0 ACI 318-14 Eq. (17.4.2.7b) `\ Cac Cac Nb = kc k a � h1is ACI 318-14 Eq. (17.4.2.2a) Variables kcp hef [in.] ec1,N [In.] ec2,N [In.] Ca,min [In.] 1 1.180 0.000 0.000 10.000 W c,N Cac [In.] kc a a fc [psi] 1.000 2.000 17 1.000 2500 Calculations ANc [In•2] ANco [in. 2] W ect,N W ec2,N W ed,N W op,N Nb [lb] 12.53 12.53 1.000 1.000 1.000 1.000 1090 Results Vcp [lb] concrete seismic nonductile Vcp [lb] Vua [lb] 1090 0.700 1.000 1.000 763 750 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan HIM is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 4.3 Concrete edge failure in direction y+ _ Ave 1/ Vcb — �AVcu W ed,V W c,V Y h,V W parallel,V Vb Vcb Vua Ave see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avco = 4.5 Cz al 1 W ec.v = 1 + 2e„ < 1.0 3Cat W ed,V = 0.7 + 0.3(1 5ca1 / 15 1.0 _1.5Cat 1.0 W h,V - h, 0.2 Vb = (7 �d d.) 21 a � calls T. Page: Project: Sub -Project I Pos. No. Date: ACI 318-14 Eq. (17.5.2.1 a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) Variables cat [in.] Ca2 [in.] ecv [in.] w c,V ha [in.] 6.667 10.000 0.000 1.000 4.000 le [In.] a a da [In.] fc [psi] w parallel,V 1.180 1.000 0.250 2500 1.000 Calculations Avc [in. 2] Av. [in .2] W ec,v W ed,V W h,V Vb [lb] 80.00 200.00 1.000 1.000 1.581 4109 Results Vcb [lb] concrete seismic nonductile Vcb [lb] Vua [lb] 2598 0.700 1.000 1.000 1819 750 5 Warnings I Ed I Profis Anchor 2.7.2 4 Red Wing Shoes 15250 4/10/2017 • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The m factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by coo. • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hiltims Company: Page: Specifier: Project: Address: Sub -Project I Pos. No. Phone I Fax: Date: E -Mail: Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan I = I I WE 01 Profis Anchor 2.7.2 5 Red Wing Shoes 15250 4/10/2017 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 6 Installation data Page: Project: Sub -Project I Pos. No.: Date: ELI, 1111111111 Profis Anchor 2.7.2 6 Red Wing Shoes 15250 4/10/2017 Anchor plate, steel: - Anchor type and diameter: KWIK HUS -EZ (KH -EZ) 1/4 (1 5/8) Profile: no profile Installation torque: 216.002 in.lb Hole diameter in the fixture: df = 0.375 in. Hole diameter in the base material: 0.250 in. Plate thickness (input): 0.125 in. Hole depth in the base material: 1.836 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 3.250 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque wrench • Properly sized drill bit y 9 nnn 9 nnn Coordinates Anchor in. Anchor x y c.x c+x c -Y c+y 1 0.000 0.000 10.000 10.000 10.000 10.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 0 0 0 0 N N C) O O O O N N 2.000 2.000 Coordinates Anchor in. Anchor x y c.x c+x c -Y c+y 1 0.000 0.000 10.000 10.000 10.000 10.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hiiti.us Profis Anchor 2.7.2 Company: Page: 7 Specifier: Project: Red Wing Shoes Address: Sub -Project I Pos. No.: 15250 Phone I Fax: Date: 4/10/2017 E -Mail: 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] Page: Project: Sub -Project I Pos. No.: Date: �� Profis Anchor 2.7.2 1 Red Wing Shoes 15250 4/10/2017 Kwik Bolt TZ - CS 3/8 (2 hefact = 2.000 in., hnom = 2.313 in. Carbon Steel ESR -1917 6/1/2016 15/1/2017 Design method ACI 318-14 / Mech. eb = 0.000 in. (no stand-off); t = 0.125 in. IX x ly x t = 4.000 in. x 4.000 in. x 0.125 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 2500, fc' = 2500 psi; h = 4.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) 4 4". _O Y - t1 1?60 dam« h�✓'. 4 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan X www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 1450 0 1450 max. concrete compressive strain: r/A max. concrete compressive stress: [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Page: Project: Sub -Project I Pos. No Date: — I I EL70 Z1 Profis Anchor 2.7.2 2 Red Wing Shoes 15250 4/10/2017 y 1 x Load N., [lb] Capacity + N„ [Ib] Utilization AN = NU,/+ N„ Status Steel Strength* N/A N/A N/A N/A Pullout Strength* Concrete Breakout Strength** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan N/A N/A N/A N/A www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 4 Shear load Page: Project: Sub -Project I Pos. No.: Date: ��I� Profis Anchor 2.7.2 3 Red Wing Shoes 15250 4/10/2017 * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC -ES ESR -1917 � Vsteel >_ Vua ACI 318-14 Table 17.3.1.1 Variables Ase,y [in. 2l futa [psi] 0.05 125000 Calculations Vsa,eg [lb] 2255 Results Vsa,eg [I b] steel nonductile Vs. [lb] Vua [lb] 2255 0.650 1.000 1466 1450 4.2 Pryout Strength 1/ ANC Vcp — kcp [ \AN) W ed,N W c,N W cp,N Nb J Vcp > Vua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) pANI= 9 h2 ef 1 Wec,N=1+2eN <-1.0 3 het Wed,N=0.7+0.3(Ce,hs)<10 `1.5het W cp,N = MAXEa=min 1.5hef a 1.0 Cac Cac Nb = kc X a � hef5 ACI 318-14 Eq. (17.5.3.1 a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables Load Vua [lb] Capacity + Vn [lb] Utilization OV = V.A V„ Status Steel Strength* 1450 1466 99 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength— 1450 1683 87 OK Concrete edge failure in direction y+** 1450 2283 64 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC -ES ESR -1917 � Vsteel >_ Vua ACI 318-14 Table 17.3.1.1 Variables Ase,y [in. 2l futa [psi] 0.05 125000 Calculations Vsa,eg [lb] 2255 Results Vsa,eg [I b] steel nonductile Vs. [lb] Vua [lb] 2255 0.650 1.000 1466 1450 4.2 Pryout Strength 1/ ANC Vcp — kcp [ \AN) W ed,N W c,N W cp,N Nb J Vcp > Vua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) pANI= 9 h2 ef 1 Wec,N=1+2eN <-1.0 3 het Wed,N=0.7+0.3(Ce,hs)<10 `1.5het W cp,N = MAXEa=min 1.5hef a 1.0 Cac Cac Nb = kc X a � hef5 ACI 318-14 Eq. (17.5.3.1 a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables kcp hef [in.] eo1.N [in.] ec2 N [in.] Ca.min [in.] _ 1 2.000 0.000 0.000 10.000 W c,N Cac [in.] kc % a f [psi] _ 1.000 4.375 17 1.000 2500 Calculations AW [in. 2] ANco [in. 2] W ec1,N W ec2,N W ed,N XV cp,N Nb [lb] 36.00 36.00 1.000 1.000 1.000 1.000 2404 Results Vcp [lb] concrete seismic nonductile Vcp [lb] Vua [lb] 2404 0.700 1.000 1.000 1683 1450 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 4.3 Concrete edge failure in direction y+ Vcb = (AV.0 W ed,V W c,V W h,V W parallel,V Vb Vcb > Vua Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avco = 4.5 cel 1 W ec.v =1 + 2ev <_ 1.0 3Cat Wed,v=0.7+0.3(1 a2 <1.0 4T1.5Cat .5 W h,V - h a 02 Vb = (7 (d)d. ) 1 a Cal a Page: Project: Sub -Project I Pos. No. Date: ACI 318-14 Eq. (17.5.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) Variables _ ca, [in.] ca2 [in.] ecv [in.] C,v ha [in.] 6.667 10.000 0.000 1.000 4.000 le [in.] X a da [in.] fc (psi] W parallel,V 2.000 1.000 0.375 2500 1.000 Calculations C 0 Profis Anchor 2.7.2 4 Red Wing Shoes 15250 4/10/2017 Avc [in .21 Avco [in -2] W ec,v W ed,v W h,V Vb [lb] 80.00 200.00 1.000 1.000 1.581 5156 Results Vcb [lb] 0 concrete 0 seismic nonductile Vcb [lb] Vua [lb] 3261 0.700 1.000 1.000 2283 1450 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by coo- - Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Page: Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: E -Mail: Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Profis Anchor 2.7.2 Red Wing Shoes 15250 4/10/2017 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 6 Installation data Page: Project: Sub -Project I Pos. No. Date: ■■ L.M.1 I n 0 Profis Anchor 2.7.2 6 Red Wing Shoes 15250 4/10/2017 Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) Profile: no profile Installation torque: 300.000 in.lb Hole diameter in the fixture: df = 0.438 in. Hole diameter in the base material: 0.375 in. Plate thickness (input): 0.125 in. Hole depth in the base material: 2.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump Torque wrench • Properly sized drill bit Hammer y 2000 2000 Coordinates Anchor in. Anchor x y c_x c+x c.Y c+y 1 0.000 0.000 10.000 10.000 10.000 10.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 0 0 0 0 N N O O O O N N 2.000 2.000 Coordinates Anchor in. Anchor x y c_x c+x c.Y c+y 1 0.000 0.000 10.000 10.000 10.000 10.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan cI 1!�v II0 www.hilti.us Profis Anchor 2.7.2 Company: Page: 7 Specifier: Project: Red Wing Shoes Address: Sub -Project I Pos. No.: 15250 Phone I Fax: Date: 4/10/2017 E -Mail: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax E -Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] 8r Loading [lb, in.lb] I — I I OL70 0 Profis Anchor 2.7.2 Page: 1 Project: Red Wing Shoes Sub -Project I Pos. No.: 15250 Date: 4/13/2017 Kwik Bolt TZ - CS 3/8 (2 8 h hef,act = 2.000 in., h„oR, = 2.313 in. AW Carbon Steel ESR -1917 6/1/2016 15/1/2017 Design method ACI 318-14 / Mech. eb = 0.000 in. (no stand-off); It = 0.125 in. Ix x ly x t = 4.000 in. x 6.000 in. x 0.125 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 2500, f,'= 2500 psi; h = 4.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Z', Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force 1 825 0 0 0 2 825 0 0 0 max. concrete compressive strain: [%a] max. concrete compressive stress: [psi] resulting tension force in (x/y)=(0.000/0.000): 1650 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Page: Project: Sub -Project I Pos. No.: Date: .111 ML70;3 Profis Anchor 2.7.2 2 Red Wing Shoes 15250 4/13/2017 Load Nua [lb] Capacity + N„ [lb] Utilization PN = Nua/+ Nn Status Steel Strength* 825 4875 17 OK Pullout Strength* 825 1107 75 OK Concrete Breakout Strength** 1650 1660 100 OK * anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC -ES ESR -1917 � Nsa >_ Nua ACI 318-14 Table 17.3.1.1 Variables [psi] Ase.N [in .2] futa [psi] 0.05 125000 Calculations Nsa [lb] 6500 Results Nsa [lb] steel nonductile Nsa [lb] Nua [lb] 6500 0.750 1.000 4875 825 3.2 Pullout Strength f� Npn,{ — Np.2500 a 2500 pn,f, —Nua refer to ICC -ES ESR -1917 ACI 318-14 Table 17.3.1.1 Variables fc [psi] k a Np2500 [lb] 2500 1.000 2270 Calculations fi 2500 1.000 Results Non f, [lb] concrete seismic nonductile Non f [lb] Nun [lb] 2270 0.650 0.750 1.000 1107 825 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROF IS Anchor( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 3.3 Concrete Breakout Strength ANC ANcbg = (Nom) W ec,N W ed,N W c,N W cp,N Nb W Ncbg > Nua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco = 9 h 2 ef 1 Wec,N = 1+2eN51.0 3 hef W ed,N = 0.7 + 0.3 (Ca,min ) G 1.0 1.5hef W cp,N = MAX(Ca—min% 1.5h 5 1.0 � �Cac Cac f Nb = kc )_ a het5 Page: Project: Sub -Project I Pos. No Date: ACI 318-14 Eq. (17.4.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables 1 7 7 hef [in.] ec1,N [In.] ec2,N [in.] ca,min [in.] W cN 2.000 0.000 0.000 10.000 1.000 Cac [In] kc a fc [psi] 4.375 17 1.000 2500 .I�ll.11lllllvlllll 0 Profis Anchor 2.7.2 3 Red Wing Shoes 15250 4/13/2017 Calculations ANc [in .21 ANcO [in .2] W ec1,N W ec2,N W ed,N W cp,N Nb [lb] 51.00 36.00 1.000 1.000 1.000 1.000 2404 Results Ncbg [lb] concrete seismic nonductile Ncbg [Ib] Nua [Ib] 3406 0.650 0.750 1.000 1660 1650 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilti AG, FL -9494 Schean Hilti is a registered Trademark of Hilti AG, Schaan www.hiltims Company: Specifier: Address: Phone I Fax: E -Mail: 4 Shear load Page: Project: Sub -Project I Pos. No. Date: . Zff� WJ I Profis Anchor 2.7.2 4 Red Wing Shoes 15250 4/13/2017 Load V„a [lb] Capacity b V„ [Ib] Utilization Ov = VuA V„ Status Steel Strength* N/A N/A N/A N/A Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength* N/A N/A N/A N/A Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The m factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by w0. • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 6 Installation data Page: Project: Sub -Project I Pos. No.: Date: nlll, I Profis Anchor 2.7.2 5 Red Wing Shoes 15250 4/13/2017 Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) Profile: no profile Installation torque: 300.000 in.lb Hole diameter in the fixture: df = 0.438 in. Hole diameter in the base material: 0.375 in. Plate thickness (input): 0.125 in. Hole depth in the base material: 2.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump Torque wrench • Properly sized drill bit Hammer ♦y 2.000 1 2.000 2.000 I 2.000 Coordinates Anchor in. Anchor x y c.x c.x c.Y c.Y 1 0.000 -1.250 10.000 10.000 10.000 12.500 2 0.000 1.250 10.000 10.000 12.500 10.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan C. LO 0 0 0 M 0 0 N O O O M O LO 2.000 I 2.000 Coordinates Anchor in. Anchor x y c.x c.x c.Y c.Y 1 0.000 -1.250 10.000 10.000 10.000 12.500 2 0.000 1.250 10.000 10.000 12.500 10.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.7.2 Company: Page: 6 Specifier: Project: Red Wing Shoes Address: Sub -Project I Pos. No.: 15250 Phone I Fax: Date: 4/13/2017 E -Mail: 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam KW -06002489 Description : 2x4 Blocking CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Project Title: Engineer: Project Descr: = v:lProiects 201511 Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi Load Combination ASCE 7-10 Fb - Compr 900.0 psi Fc - Prll 1,350.0 psi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Beam Bracing : Completely Unbraced E(0.67) __r__ Applied Loads Point Load: E=0.670k@1.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 3.50 X 1.50 Project ID: Printed. 23 JLL 2015, 828AM 5250.AlEngineeringlCalculations\OtheAll5250.a_plcs.ec6 ENERCALC, INC. 1983-2015, Build:6.15.7.8, Ver:6.15.7.8 E: Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.Oksi Density 31.20 pcf Span = 2.0 ft Service loads entered. Load Factors will be applied for calculations. 0.993 1 Maximum Shear Stress Ratio _ 3.50 X 1.50 Section used for this span 2,144.00psi fv : Actual = 2,160.00psi Fv: Allowable = +D+0.70E+H Load Combination 1.000ft Location of maximum on span = Span # 1 Span # where maximum occurs = 0.123 in Ratio= 194 0.000 in Ratio= 0 <140 0.086 in Ratio= 278 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations 0.233 : 1 3.50 X 1.50 67.00 psi 288.00 psi +D+0.70E+H 0.000 ft Span # 1 Load Combination Segment Length Max Stress Ratios Span # M V C d C FN C i Cr C m C t C L Moment Values M fb Fb V Shear Values fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.90 1.500 1.00 1.00 1.00 1.00 1.00 1215.00 0.00 0.00 162.00 +D+L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.00 1.500 1.00 1.00 1.00 1.00 1.00 1350.00 0.00 0.00 180.00 +D+Lr+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.25 1.500 1.00 1.00 1.00 1.00 1.00 1687.50 0.00 0.00 225.00 +D+S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.15 1.500 1.00 1.00 1.00 1.00 1.00 1552.50 0.00 0.00 207.00 +D+0.750Lr+0.750L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.25 1.500 1.00 1.00 1.00 1.00 1.00 1687.50 0.00 0.00 225.00 +D+0.750L+0.750S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.15 1.500 1.00 1.00 1.00 1.00 1.00 1552.50 0.00 0.00 207.00 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 23 JUL 2015. 8:28AiM Wood Beam File=yAPrpiects2015115250_Red Wing115250.A1EngineednglCalculations\Other115250.a_calcs.ec6 ENERCALC, INC. 1983-2015, Build:6.15.7.8, Ver:6.15.7.8 r.rr Description : 2x4 Blocking Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C rn C t C L M fb F'b V fv F'v +D+0.60W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.60 1.500 1.00 1.00 1.00 1.00 1.00 2160.00 0.00 0.00 288.00 +D+0.70E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.993 0.233 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.23 2,144.00 2160.00 0.23 67.00 288.00 +D+0.750Lr+0.750L+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.60 1.500 1.00 1.00 1.00 1.00 1.00 2160.00 0.00 0.00 288.00 +D+0.750L+0.750S+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.60 1.500 1.00 1.00 1.00 1.00 1.00 2160.00 0.00 0.00 288.00 +D+0.750L+0.750S+0.5250E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.744 0.174 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.18 1,608.00 2160.00 0.18 50.25 288.00 +0.60D+0.60W+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.60 1.500 1.00 1.00 1.00 1.00 1.00 2160.00 0.00 0.00 288.00 +0.60D+0.70E+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.993 0.233 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.23 2,144.00 2160.00 0.23 67.00 288.00 Overall Maximum Deflections Load Combination Span Max. " " Deft Location in Span Load Combination Max. "+" Defl Location in Span E Only 1 0.1232 1.000 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.335 0.335 Overall MINimum 0.176 0.176 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H 0.235 0.235 +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H 0.176 0.176 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H 0.235 0.235 D Only Lr Only L Only S Only W Only E Only 0.335 0.335 H Only Project No I C C) - -- Project ,1;, .- �. },,� E. E 'h f e ENGINEERS Prepared By W Ilkl Y r s ,.• 119 lbs FforA Previ�5 ki 5 Po rn E LEr0r'}l rAou L Sheer. No Date CT_lc) F,)t < - 0.206 119 It, 1 1.860 119 Iusf 3 2.480 i63&ejC 165 116 r,,�►'�`S • y t `I 7,5- Pa rirn A4f\ oul Pul Fora 10 Al")/v,-,r,v-Y�} 16 vriiiWl = 160 lbs * 0.7 = 112 lbs (ASD) l)S E 3 5 Q(X1- `I3 7'+�1a-3"\I t)S -,-T rCl(3) 41, C., F. III "FJ,.. l.� . t,t .. - `f �D K DF h -4 y, ', = 0.960 Ctii t'n X4,11 q r� }eb� 514, t,141 metal stud 729 f'a; Use (4) 1/4" Dia. screws into 33 mil blocking G.F. 440 lbs r' r' &,jc r V,h � ' i 3 1 /2" �J>E �r'.� Simpson TITEN HD ���`� �rr,rra,,;,';, yu It (:�'1`G ._� I.. 1• <c ! t 690 1L� enney, Microsoft ;urrent Date: 4/4/2018 2:23 PM Jnits system: English 'ile name: Y:\Projects 2015\15250_Red Wing\15250.Q - Wheat Ridge, CO\Engineering\Calculations\RAM\15250.Q_ Shelving Model Free Standing Wheat Ridge C( Node Coordinates ✓ —, _1 333,8.75,0) (1.25,8.75,0) ",- 1333,7, 5,0) 0,8.75,4)' 1.25,7.5,0) 1, 333,625,0) �- = 1.25,8.7518} 125,6,25,0) 1:333,) _ _ 1.333,$$-0) 0,6.25,4) rr 1.25,7.5-,$}� 1.25,5,0) -1 333,E%25 $� - =' 1 333,x.75,0) - = �G,5,4)' ' 1.25,3.75,0) �-1.333,2:5,0) (0;3.75,4) i.2 -1,333,l5 (1.25,2.5,0) -1 333,8.75,8y - Q a5,4) ; 1.25,1.25,0) �12a,3.75,8y - (rt.333,b Oj -1.333,2.5,8) 0;x•25,4) - r (125,0,0) Z. 1.333, E.25,8) I (0 0 4) (=1.333,0,8) ., 1;25,1.25,8) (I .25,0,8) n.- Bentley Microsoft Current Date: 4/4/2018 2:24 PM Units system: English File name: Y:\Projects 2015\15250_Red Wing\15250.Q - Wheat Ridge, CO\Engineering\Calculations\RAM\15250.Q_Shelving Model_Free Standing_Wheat Ridge, CO.etz\ Section information Section name: Excalibur M System (US) Dimensions +t Rr fi Member Properties a a = 1.350 [in] Flange width b = 0.940 [in] Depth r = 0.050 [in] Inside bend radius t = 0.030 [in] Thickness Properties Ag 0.106 [in2] Gross area of the section. 133 0.018 [in4] Moment of inertia about local axis 3. 122 0.020 [in4] Moment of inertia about local axis 2. 123 0.000 [in4] Product of inertia. Ang 3' to 3 90.000 Angle to the principal axis. (°) 133' 0.020 [in4] Moment of inertia about principal axis 3. 122' 0.018 [in4] Moment of inertia about principal axis 2. Dist. to cg 3 : -0.153 [in] Distance from the geometric center to the gravity center of the section in the axis 3 direction. Dist. to cg 2 : 0.000 [in] Distance from the geometric center to the gravity center of the section in the axis 2 direction. J 3.22E-05 [in4] Saint-Venant torsion constant. Xsc' 0.000 [in] Distance from the c.g. to the shear center with reference to the principal axis 3. Ysc' 1.130 [in] Distance from the c.g. to the shear center with reference to the principal axis 2. Cw 0.003 [in6] Section warping constant. ro 1.282 [in] Polar radius of gyration. J 33' -1.245 [in] Property to consider torsional - flexural buckling about principal axis 3. J 22' 0.000 [in] Property to consider torsional - flexural buckling about principal axis 2. S 33 top 0.038 [in3] Top elastic section modulus about local axis 3. S 33 bot 0.038 [in3] Bottom elastic section modulus about local axis 3. S 22 top 0.025 [in3] Top elastic section modulus about local axis 2. S 22 bot 0.039 [in3] Bottom elastic section modulus about local axis 2. S 33' top a 0.039 [in3] Top elastic section modulus about principal axis 3. S 33' bot 0.025 [in3] Bottom elastic section modulus about principal axis 3. S 22' top 0.038 [in3] Top elastic section modulus about principal axis 2. S 22' bot 0.038 [in3] Bottom elastic section modulus about principal axis 2. Z 33 0.042 [in3] Plastic section modulus about local axis 3. Z 22 0.041 [in3] Plastic section modulus about local axis 2. Z 33' 0.041 [in3] Plastic section modulus about principal axis 3. Z 22' 0.042 [in3] Plastic section modulus about principal axis 2. Max 3 0.828 [in] Coordinate of the farthest positive extremity of the section in relation to local axis 3. Min 3 -0.522 [in] Coordinate of the farthest negative extremity of the section in relation to local axis 3. Max 2 0.470 [in] Coordinate of the farthest positive extremity of the section in relation to local axis 2. Min 2 -0.470 [in] Coordinate of the farthest negative extremity of the section in relation to local axis 2. Aw3 0.027 [in2] Flange area for shear. Aw2 0.080 [in2] Web area for shear. C 0.001 [in3] Torsional constant. Qmod2' 5.56E+06 [in3] Shear modulus for principal axis 2. Qmod3' 1.03E+07 [in3] Shear modulus for principal axis 3. Pagel Awjoenttey Microsoft ;uFrent Date: 4/4/2018 2:25 PM Jnits system: English =Ile name: Y:\Projects 2015\15250 Red Wing\15250.Q - Wheat Ridge, CO\Engineering\Calculations\RAM\15250.Q Shelvin Model Free Standing Wheat Ridge CC Member Materials Z� _.X Q ' �y a l CO Q s, Q • ca ( • i - ��,� Q Q D w =' - , D AD) ca wD __.. - w D W D b jc4 Q D >co w =� D Q W � W M CO -" < n " Ill Q D W wI . CO D -I W Q w 0 M D . I Imo" 0')f - }fig { i - Ik" M ' IM D w a IQ `"' I , a w rn� � w rn D w Z� _.X A _ Microsoft ;urrent Date: 4/4/2018 2:25 PM Jnits system: English 'ile name: Y:\Projects 2015\15250 Red Wing\15250.Q - Wheat Ridge. _CO\Engineering\Calculations\RAM\15250.QShelving Model Free Standing Wheat Ridge, CC Anchor Locations 't3entLey Microsoft :urrent Date: 4/4/2018 2:25 PM Jnits system: English 'ile name: Y:\Projects 2015\15250_Red Wing\15250.Q - Wheat Ridge, CO\Engineering\Calculations\RAM\15250.Q_Sheiving Model_Free Standing_Wheat Ridge, C( _oad condition: DL=Dead Load Loads Global distributed - Members Local distributed - Members Dead Load Y :j— ,eenney Microsoft ;urrent Date: 4/4/2018 2:26 PM Jnits system: English 'ile name: Y:\Projects 2015\15250_Red Wing\15250.Q - Wheat Ridge, CO\Engineering\Calculations\RAM\15250.Q_Shelving Model_Free Standing Wheat Ridge, CC _oad condition: Ex=Seismic X -Direction Loads 0 Concentrated - Members Seismic Load X -Direction � -� Microsoft ;urrent Date: 4/4/2018 2:26 PM lnits system: English :ile name: Y:\Projects 2015\15250_Red Wing\15250.Q - Wheat Ridge, CO\Engineering\Calculations\RAM\15250.Q_Shelving Model_Free Standing_Wheat Ridge, CC _oad condition: Ez=Seismic Z -Direction Seismic Load Z -Direction Me---'2.48[Lb1 Loads E Concentrated - MemberE n�' Bnfly, Microsoft Current Date: 4/4/2018 2:26 PM Units system: English File name: Y:\Projects 2015\15250_Red Wing\15250.Q - Wheat Ridge, CO\Engineering\Calculations\RAM\15250.Q_Shelving Model_Free Standing_Wheat Ridge, CO.etz\ Load data GLOSSARY Comb : Indicates if load condition is a load combination Load conditions Condition Description Comb. Category L1 1.2DL+Ex Yes L2 1.2DL-Ex Yes L3 1.2DL+Ez Yes L4 1.2DL-Ez Yes Self weight multipliers for load conditions Condition Description Self weight multiplier Comb. MultX MultY Multz L1 1.2DL+Ex Yes 0.00 0.00 0.00 L2 1.2DL-Ex Yes 0.00 0.00 0.00 L3 1.2DL+Ez Yes 0.00 0.00 0.00 L4 1.2DL-Ez Yes 0.00 0.00 0.00 Earthquake (Dynamic analysis only) Condition a/g Ang. Damp. ---------------------------------------------------------------- [Deg] [%] L1 0.00 0.00 0.00 L2 0.00 0.00 0.00 L3 0.00 0.00 0.00 L4 0.00 0.00 0.00 Pagel misenneyMicrosoft ;urrent Date: 4/4/2018 2:28 PM Jnits system: English °ile name: Y:\Projects 2015\15250_ Red Wing\15250.Q - Wheat Ridge, CO\Engineering\Calculations\RAM\15250.Q Shelving Model Free Standing Wheat Ridge CC Worst Case Stress Ratio CO M J (D 11 — Ila N 1 O `(D N O M N N If If -1 O O V O— N (1) -A 4i (D II OD O tl v J ` �.. .} Ah --� LO U) M M W 11 a (jDj M o r CO w! w cwnJ Q .: �_. 1.. LO _- It CO_, _ " . ��-_ tl I104) f SEI" - " _ � CD (D � J . w w n o ..._ 11 I 1' cs C 1 Cl) cn -D, 1- co rcin __- cool M o) n � w it (0 _ C rn - CD CN_Cl) �° -I Cl)� ___ Off - `° (� - (0 Lr)_ N s p (D J R O w A Cn — cM0 ' r CTI d Cn -. M r J { I(0 _ 0) LO M CD Q) o o m3` tY IU n C) w I1 O Q)`x 0_ � � c7 0 o _ — �- o � CO 1 mCOCOl W �I00 C) cd r w W._ Microsoft Current Date: 4/4/2018 2:28 PM Units system: English File name: Y:\Projects 2015\15250_Red Wing\15250.Q - Wheat Ridge, CO\Engineering\Calculations\RAM\15250.Q_Shelving Model_Free Standing -Wheat Ridge, CO.etz\ Analysis result Envelope for nodal reactions Note.- Ic is the controlling load condition MY Y C -J Fy Mx. z Fx %r Fz Worst Case Reactions �9-' V LJ M - Direction of positive forces and moments Envelope of nodal reactions for L1=1.2DL+Ex L2=1.2DL-Ex L3=1.2DL+Ez L4=1.2DL-Ez Forces Moments Node Fx Ic Fy Ic Fz Ic Mx Ic My Ic Mz Ic ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- [Lb] [Lb] [Lb] [Kip`in] [Kip'in] [Kip"in] 124 Max 4.225 L2 0.000 L1 6.226 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min -4.223 L1 0.000 L1 -6.226 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 125 Max 4.752 L2 0.000 L1 6.226 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min -4.758 L1 0.000 L1 -6.226 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 126 Max 8.980 L2 0.000 L1 6.198 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min -8.975 L1 0.000 L1 -6.198 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 127 Max .951 L2 0.000 L1 6.198 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min 9.970 L1 0.000 L1 -6.198 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------ 128 Max 4.225 ------------------------------------------------------------------------------------------------------------------------------------------- L2 0.000 L1 6.226 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min -4.223 L1 0.000 L1 -6.226 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 129 Max 4.752 L2 0.000 L1 6.226 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min -4.758 L1 0.000 L1 -6.226 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 130 Max 4.758 L2 0.000 L1 6.226 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min -4.752 L1 0.000 L1 -6.226 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 131 Max 4.223 L2 0.000 L1 6.226 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min -4.225 L1 0.000 L1 -6.226 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 132 Max 9.970 L2 0.000 L1 6.198 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min -9.951 L1 0.000 L1 -6.198 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 133 Max 8.975 L2 0.000 L1 6.198 L4 0.00000 L1 0.00000 L1 0.00000 L1 Min -8.980 L1 0.000 L1 -6.198 L3 0.00000 L1 0.00000 L1 0.00000 L1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 134 Max 4.758 L2 0.000 L1 6.226 L4 0.00000 L1 0.00000 L1 0.00000 L1 Pagel Table Notes 1. Allowable axial loads listed in kips (1 kip = 1,000 pounds). 2. Allowable axial loads listed are based on simple one span condition. 3. Allowable axial loads determined in accordance with AISI S100 Section C5 and with the assumption that axial load passes through centroid of the effective section. 4. Allowable axial loads are based on 4'-0" on center bracing. 5. Studs are assumed to be adequately braced at a maximum spacing of L" to develop full allowable moment, M,. ssr�: 6. Listed wind pressures represent calculated designed wind pressure (1.0 W based on 2009 or 0.6 W based on 2012 IBC or later ASD load combinations). For deflection calculations, listed wind pressures have been reduced by 0.70 as allowed by IBC. The 5 psf pressure has not been reduced for deflection checks. 7. End supports have not been checked for web crippling. See web crippling tables on page 51. 8. See page 5 for additional table notes. VW H �� � ksi 1a) �g 3505162 33 33 43 54 50 ksi 68 ..d (interior 3625137 33 ksi s0 ksi 33 43 54 68 Walls) 3625162 33 ksi 50 ksi 33 43 54 68 3625200 33 ksi 33 43 50 ksi 54 68 4045240 43 12 1.81 2.56 3.97 5.08 1.49 214 3.32 4.37 1.87 2.65 4.15 5,38 2.25 3.28 5.13 6.68 8 16 1.74 2.48 3.90 5.01 1.42 2.07 3.26 4.30 1.80 2.57 I 4.08 5.31 2.17 3.20 5.10 6.60 5.70 24 1.58 2.32 3.76 4.87 1.29 1.93 3.13 4.17 1.65 2.42 1 3.94 5.17 2.01 3.03 4.94 6.45 5.54 12 1.67 2.38 3.65 4.67 1.38 2.01 3.11 4.07 1.74 2.48 3.86 4,99 2.10 3.07 4.79 6.17 9 16 1.57 2.28 3.56 4.58 1.30 1.92 3.02 3.99 1.64 2.38 3.77 4-90 200 2.96 ( 4.69 6.07 5,33 24 1.39 2.09 3.39 4.41 1.13 1.74 2.87 3.82 1.46 2.19 3.60 4.72 1.80 2.76 4.49 5.88 5.14 12 1.51 2.18 3.29 4.23 1.26 1.85 2.85 3.73 1.58 2.29 3.53 4.55 1.93 2.84 4.37 5.61 10 16 1.40 2.07 3.19 4.12 1.16 1.75 2,75 3.63 IR 2.17 ! 3.42 4,44 1.81 2.71 4.25 5.49 4.92 24 1.19 1.84 2.99 3.92 0.96 1.54 2.57 3.44 1.26 1,95 3.22 4,23 1,57 2.47 4.01 5.27 4.69 12 1,18 1.75 2.56 3.31 0.99 1.51 2.27 2.97 1.25 1,87 2.79 3.60 1,56 2.32 3,45 4.44 12 16 1.04 1,61 2.44 3.18 0.86' 1.37 2.15 2.85 1.11 1.72 2.66 3.47 140 2.16 3,30 4.30 4.03 24 0.79' 1.34' 2.21 2.94 0.63' 1,123 1.93' 2.62 0.86' 1.44 ` 2.42 3.22 1.12' 1.86 3,03 4.03 3.74 12 0.86' 1.33 1.95 2.54 0.72' 1,15' 1.75 2.30 0.93' 1.44 2.14 2.78 1.18 1.81 2.64 3.43 14 16 0.71' 1,173 1.82' 2.40 0.59' 1.003 1.62' 2.16 0.783 1.28' 2.00 2.64 1.01' 1.63' 2.48 3.27 3.14 24 0.462 0.89' 1.58' 2.163 0.341 0.73' 1.391 1.92' 0.52' 0.99' 1,751 2,38' 0.703 1 313 2.193 2.99 2.82 12 0.59' 0.96 3 1.48' 1.95 0,503 0.833 1.33' 1.76' 0.65' 1.06' 1.63' 2.14 0.84' 136' 2.01 2.66 16 16 0.452 0.801 1.351 1.81' 0.362 0,681 1.201 1.63' 0.512 0.90' 1.491 2.00' 0.673 1.181 1.861 2.50 2.41 24 0.21' 0.542 1,123 1.513 1 0.12' 0.42' 0.973 1.392 0.25' 0.622 1.252 1.743 0.383 0.863 1.58' 2,211 wan e st I ' �3 k5i 33 4605137 So ksi 43 54 68 psf 33 ksi 33 Lateral Load 41145162 50.ksi 43 54 68 33 ksi 33 4045240 43 50 ks! 64 68 33 ksi 33 5 'i162 43 54 so ksi 68 12 1.61, 2.31 3.67 4.93 2.03 2,87 4.62 6.13 2.42 3.55 5,77 7.63 2.39 3.38 1 5.63 7.45 8 16 1.55 2.25 3,61 4,91 1.96 2.80 4.55 6.11 2.34 3.48 5.70 7.56 2,34 3.33 i 5,58 7.41 24 1.42 2.12 3.49 4.78 1.82 2.66 4.42 5.97 2.19 3.32 5.54 7.41 2.24 3.23 5.49 7.32 12 152 2.20 3.49 4.79 1.91 2.72 4.37 5.85 2.28 3.37 5.43 1.19 2.32 3.31 E 5.55 7.41 9 16 1.44 2.12 3.42 4.70 1.82 2.63 4.28 5.76 2.19 3.27 5,33 7.10 2.26 3.24 5.49 7,35 24 1.28 1.95 3.27 4.54 1.65 2.46 i 4,11 5.59 2.00 3.08 5.14 6.91 2,13 3.12 5.38 7,24 12 1.41 2.07 3.28 4.49 1.77 2,56 4.08 5.47 2.13 3.16 i 5.04 6.70 2.25 3.22 5.41 7.35 10 16 1.31 1.97 3.19 4.38 1.67 2.45 3.97 5.36 2.01 3.04 4.92 6.58 2.16 3.14 5.34 7.27 24 1.12 1.77 3.00 4.18 1.46 2.23 3.77 5.14 1.79 2.81 4.69 6,34 2.00 2.99 5.19 7.12 12 1.16 1.16 2.77 3.75 1.46 2.17 i 3.41 4,54 1.79 2.69 4.19 5.57 2.05 3.00 5.04 6.87 i2 16 7,03 1,62 2.64 3.61 1.32 2.02 3.27 4,39 1.63 2.53 4.03 5.41 1.93 2,89 4.93 6.76 24 0.801 1,364 2,40 3,35 1.064 1.74 3,01 4.12 1.35 2.22 3.74 5.11 1.71 2.68 4,71 6.54 12 0.90' 1.41 2.22 2.96 1.14 1.75 2.71 3.57 1.43 2.19 3,32 4.39 1.81 2.72 4.54 6.23 1 16 0.75' 1.254 2,08 2,80 0,981 1.58 2.55 3.41 125' 2.00 3.14 4.21 1.66 2.57 4.39 6.07 24 0.49 2 0.963 1.81 3 2,52' 0,70' 1.26' 2.27' 3.10 0.92' 1.65' 2.82 3.88 1,37 2.29 4.11 5.78 12 0,65' 1.08' 1,74 2.30 0.843 1.35' 2.12 2.78 107' 1.71 2.60 3.42 1.53 2.39 3 95 5.45 16 16 0.50= 0.91= 1.59' 2,14' 0.683 1.17' 1.96' 2.61 0.89' 1.51' 2.41 3.24 1,35 2.20 3.77 5.26 24 0.2-31 0.61' 1"321 1.86 3 0.39' 0.85 2 1.673 2.31 ' 0.56 2 1.16' 2.09 3 2.91 ` 1.021 1.87 j 3.43 4.90 'Oeflectlan meets 4/120 'Deflection meets 4/240 'Deflection meets 41360 'Deflection meets 11600 Complies With 2009, 2012 and 201518C www.SSMA.com 31 The Steel Network, Inc. StiffClip° AL Multi -Directional Load Resistant Angle Material Composition 1.5' ASTM A1003/A1003M Structural Grade 50 (340)' S8)S„ Type H, ST50H (ST340H): 50ksi (340MPa) minimum ' yield strength 65ksi (450MPa) minimum tensile ) StiffClip9 AL I www.steelrietwork.com/Product/StiffClipAL The Steel Network, Inc.iT www.steeinetwork.Com IVctv.,ork 1-888-474-4876 strength, 68mil minimum thickness (14 gauge, 3" f - 0.0713" design thickness) with ASTM A653/A653M G90 (Z275) hot dipped galvanized coating. F "i i AL362 & AL600 y 3.1 25" "S 1.5" AL800 StiffClip AL Allowable Loads Load Direction .Y� 1�- t F 3 **Important nates for StiffClip AL Allowable Load tables continued on next page. 072014 1 The Steel Network, Inc www.steelnetwork.com I 1 -SS a-4744,76 StiffClip'AL I Pa,e 67 A 33 (20) 33 256 409 511 324 495 650 347 692 987 33 (20) 50 370 591 33(20) 33 191 191 191 - 377 490 1,426 r377 463 752 377 754 1,131 33(20) 50 275 275 275 544 708 50 670 1,089 544 1,089 1,633 43(18) ( 33 248 248 248 561 729, 856 690 1,120 561 1,122 1,683 43 (18) 50 359 359 359 810 1,053 1,470 810 997 1,620 810 1,620 2,430 54 (16) 33 312 312 312 789 1,025 1,470 788 970 1,577 789 1,577 2,366 54 (16) 50 450 450 450 1,139 1,470 1,470 1,138 1,401 2,091 1,139 2,278 2,516 68 (14) 50 567 567 567 1,470 1,470 1,470 1,610 1,981 2,091 1,610 2,516 2,516 97 (12) 50 809 809 809 1,470 1,470 1,470 1,698 2,089 2,091 1,698 2,516 2,516 11�8�(10) 50 856 856 856 1,470 1,470 1,470 1,698 2,089 2,091 1,698 2,516 2,516 p . •,:2 . .:Liter Load Direction .Y� 1�- t F 3 **Important nates for StiffClip AL Allowable Load tables continued on next page. 072014 1 The Steel Network, Inc www.steelnetwork.com I 1 -SS a-4744,76 StiffClip'AL I Pa,e 67 33 (20) 33 256 409 511 324 495 650 347 692 987 33 (20) 50 370 591 738 468 716 939 501 999 1,426 43 (18) 33 381 609 760 482 737 967 516 1,029 1,469 43 (18) 50 551 879 11098 697 1,065 1,398 745 1,487 2,123 54 (16) 33 536 856 1,069 678 1,037 1,360 726 1,447 2,066 54 (16) 50 775 1,236 1,543 980 1,498 1,965 1,048 2,090 2,984 68 (14) 50 1,095 1,747 2,182 1,385 2,118 2,778 1,482 2,955 4,219 97 (12) 50 1,155 1,842 2,301 1,460 2,233 2,929 1,562 3,116 4,449 118 (10) 50 1,155 1,842 1, 2,301 1,460 ; 2,233 2,929 1,562 1 3,116 41449 Load Direction .Y� 1�- t F 3 **Important nates for StiffClip AL Allowable Load tables continued on next page. 072014 1 The Steel Network, Inc www.steelnetwork.com I 1 -SS a-4744,76 StiffClip'AL I Pa,e 67 ESR -1056 1 Most Widely Accepted and Trusted Page 3 of 5 must be submitted to the building official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.9 Special inspection, when required, must be provided in accordance with Section 4.2. 5.10 Anchors are limited to dry, interior use. 5.11 The Titen HD screw anchors are manufactured by Simpson Strong -Tie Company under a quality control program with inspections by ICC -ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Predrilled Fasteners (Screw Anchors) in Masonry (AC106), dated November 2015, including the following optional tests: 6.1 Anchors installed in the face of fully grouted CMU masonry wall construction: Effects of edge distance .0 x on tension and shear performance (Test Series 4, 5, 13, and 14 of AC106), and seismic performance tests (Section 4.6 of AC106). 6.2 Anchors installed in the top of fully grouted CMU masonry wall construction with a minimum 13/4 -inch (44 mm) edge distance: Effects on tension and shear performance (Test Series 4 and 13 of AC106), and seismic performance tests (Section 4.6 of AC106). 7.0 IDENTIFICATION Titen HD screw anchor packaging is marked with the Simpson Strong -Tie Company name; product name (Titen HD); anchor diameter and length; and the evaluation report number (ESR -1056). In addition, the 0 symbol and anchor length (in inches) is stamped on the head of each screw anchor. FIGURE 1—TYPICAL HD SCREW ANCHOR TABLE 1—IBC AND IRC ALLOWABLE TENSION AND SHEAR LOADS FOR TITEN HD SCREW ANCHORS INSTALLED IN THE FACE OF FULLY GROUTED CMU MASONRY CONSTRUCTION' For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf = 4.48 N. 'Anchors must be installed a minimum of 11/4 inches from vertical head joints and T -joints. Refer to Figure 2 for permitted and prohibited anchor installation locations. 2The drill bit diameter must be equal to the nominal diameter of the anchor. Anchor installation –must comply with Section 4.0 of this report. 3Embedment depth is measured from the outside face of the masonry. 4Critical and minimum edge distances, cont and Cmin, respectively, must comply with this table. Refer to Figure 2. Critical and minimum spacing, s,,,t and s,„in, respectively, must comply with this table. Critical and minimum edge and spacing distances are valid for anchors resisting tension or shear loads. Refer to Table 2 for allowable tension and shear load reduction factors for anchors installed between critical and minimum edge distances, and to Table 3 for anchors installed between critical and minimum spacing. 5Tabulated allowable loads are based on a safety factor of 5.0 6For wind or earthquake loading conditions under 2009 and 2006 codes, allowable loads may be adjusted in accordance with Section 5.3. ANCHOR LOCATION (in.) ALLOWABLE LOADS BASED ON ANCHORS INSTALLED AT DISTANCES >_ CRITICAL EDGE DISTANCE, cc,it, AND ANCHOR DRILL MIN. SPACING, s,at5,6 (Ibf) DIA Z BIT DIA. DIA EMBED .3 (in.) (in.) Edge Distance Spacing Critical, Minimum, Critical, Minimum, Tension Shear cc& cmin scrit smin 3/6 3/8 23/4 12 4 6 3 480 870 1/2 1/2 31/2 12 4 8 4 690 1,385 5/8 5/6 4'/2 12 4 10 5 1,060 2,085 3/4 3/4 51/2 12 4 12 6 1,600 3,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf = 4.48 N. 'Anchors must be installed a minimum of 11/4 inches from vertical head joints and T -joints. Refer to Figure 2 for permitted and prohibited anchor installation locations. 2The drill bit diameter must be equal to the nominal diameter of the anchor. Anchor installation –must comply with Section 4.0 of this report. 3Embedment depth is measured from the outside face of the masonry. 4Critical and minimum edge distances, cont and Cmin, respectively, must comply with this table. Refer to Figure 2. Critical and minimum spacing, s,,,t and s,„in, respectively, must comply with this table. Critical and minimum edge and spacing distances are valid for anchors resisting tension or shear loads. Refer to Table 2 for allowable tension and shear load reduction factors for anchors installed between critical and minimum edge distances, and to Table 3 for anchors installed between critical and minimum spacing. 5Tabulated allowable loads are based on a safety factor of 5.0 6For wind or earthquake loading conditions under 2009 and 2006 codes, allowable loads may be adjusted in accordance with Section 5.3. ARW Engineers 1594 W Park Circle Ogden, UT 84404 ENGINEERS Wood Beam Description : 2x4 Blocking - Fixed at one end CODE REFERENCES Project Title: Engineer: Project Descr: Project ID: Panted: 13 APR 2017: 10:11 AM = YAProjects 2015/15250 Red Wing115250.A -Commerce, CA1EngineeringlCalculationslOtheA15250.a-calcs.ec( ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver.6.17.3.17 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Service loads entered. Load Factors will be applied for calculations. Point Load : E = 0.8640 k (@ 1.0 ft Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Maximum Shear Stress Ratio Wood Grade : No.2 Fv 180.0 psi Section used for this span Ft 575.0 psi Density 31.20 pcf Beam Bracing :Completely Unbraced 3.50 X 1.50 f o : Actual = .......... __ __ _ E(0.864 2,073.60 psi fv : Actual = 118.80 psi FIB: Allowable = Span = 2.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load : E = 0.8640 k (@ 1.0 ft DESIGN SUMMARY . • Maximum Bending Stress Ratio- 0.960 Maximum Shear Stress Ratio = 0.412 : 1 Section used for this span 3.50 X 1.50 Section used for this span 3.50 X 1.50 f o : Actual = 2,073.60 psi fv : Actual = 118.80 psi FIB: Allowable = 2,160.00 psi Fv : Allowable = 288.00 psi Load Combination +D+0.70E+H Load Combination +D+0.70E+H Location of maximum on span = 2.000ft Location of maximum on span = 1.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.071 in Ratio= 337 -95.0 Max Upward Transient Deflection 0.000 in Ratio= 0 <95.0 Max Downward Total Deflection 0.050 in Ratio = 482 >=140. Max Upward Total Deflection 0.000 in Ratio = 0 <140.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV C i Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.90 1.500 1.00 1.00 1.00 1.00 1.00 1215.00 0.00 0.00 162.00 +D+L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.00 1.500 1.00 1.00 1.00 1.00 1.00 1350.00 0.00 0.00 180.00 +D+Lr+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.25 1.500 1.00 1.00 1.00 1.00 1.00 1687.50 0.00 0.00 225.00 +D+S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.15 1.500 1.00 1.00 1.00 1.00 1.00 1552.50 0.00 0.00 207.00 +D+0.750Lr+0.750L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.25 1.500 1.00 1.00 1.00 1.00 1.00 1687.50 0.00 0.00 225.00 +D+0.750L+0.750S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.15 1.500 1.00 1.00 1.00 1.00 1.00 1552.50 0.00 0.00 207.00 ARW Engineers Project Title: 1594 W Park Circle Engineer: Project ID: Ogden, UT 84404 Project Descr: ENGINEERS -. Pnnted13 APR 2017, 10:11AM WOOCI Be lm=Y:1Projects2015115250_Red Wing115250.A-Commerce, CAlEngineednglCalculations\Other115250.a_calcs.ecf ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver.6.17.3.17 KW-06002489 Licensee: ARW-ENGINEERS Description : 2x4 Blocking - Fixed at one end Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb F'b V fv Pv +D+0.60W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.60 1.500 1.00 1.00 1.00 1.00 1.00 2160.00 0.00 0.00 288.00 +D+0.70E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.960 0.412 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.23 2,073.60 2160.00 0.42 118.80 288.00 +D+0.750Lr+0.750L+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.60 1.500 1.00 1.00 1.00 1.00 1.00 2160.00 0.00 0.00 288.00 +D+0.750L+0.750S+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 it 1 1.60 1.500 1.00 1.00 1.00 1.00 1.00 2160.00 0.00 0.00 288.00 +D+0.750L+0.750S+0.5250E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.720 0.309 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.17 1,555.20 2160.00 0.31 89.10 288.00 +0.60D+0.60W+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 1.60 1.500 1.00 1.00 1.00 1.00 1.00 2160.00 0.00 0.00 288.00 +0.60D+0.70E+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.960 0.412 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.23 2,073.60 2160.00 0.42 118.80 288.00 Overall Maximum Deflections Load Combination Span Max. -" Defl Location in Span Load Combination Max. "+^ Deft Location in Span E Only 1 0.0711 0.898 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.270 0.594 Overall MINimum 0.142 0.312 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H 0.189 0.416 +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H 0.142 0.312 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H 0.189 0.416 D Only Lr Only L Only S Only W Only E Only 0.270 0.594 H Only The,5teel Network, Inc. StiefflCliple CL Floor Tie StiffClip: CL I www.steelnetwork.com/Product/StiffClipCL Material Composition 68mil Clip: ASTM A1003/A1003M Structural Grade 50 (340) Type H, ST50H (ST340H): SOksi (340MPa) minimum yield strength, 65ksi (450MPa) minimum tensile strength, 68mil minimum thickness (14 gauge, 0.0713" design thickness) with ASTM A653/A653M G90 (Z275) hot dipped galvanized coating. 118mil Clip: ASTM A1003/A1003M Structural Grade 50 (340) Type H, ST50H (ST340H): 50ksi (340MPa) minimum yield strength, 65ksi (45OMPa) minimum tensile strength, 118mil minimum thickness (10 gauge, 0.1242" design thickness) with ASTM A653/ A653M G90 (Z275) hot dipped galvanized coating. "H" Plate: ASTM A27/A27M Grade 65-35 (450-240): 35ksi (240MPa) minimum yield strength, 65ksi (450MPa) minimum tensile strength,''/:" minimum thickness with ASTM B633 Zinc Plating. The attachment of StiffClip to the primary structure may be made with PAFs, screw/bolt anchors or weld and is dependent upon the base material (steel or concrete) and the design configuration. 0.5" StiffClip CL Allowable Loads 3.5; 5.5' I ` r. ob CL (H) Plate The Steel Network, Inc. 7MV-%T www.steelnetwork.com 'k 1-888-474-4876 US Patent #7,533,508 "StiffClip CL /allowable Loud tables and important motes continued on next page. 092014 1 The Steel Network, Inc, www.steelnetworl(.coni 1 1-888-474-4876 StiffClip': CL I Page 54 33 (20) 33 191 535 754 1,108 85,340 191 535 754 1,108 286 980 1,696 1,653 275 773 1,089 1,601 413 1,415 2,450 2,388 248 796 1,122 1,649 373 1,458 2,524 2,460 359 1,150 1,620 2,383 538 2,107 3,646 3,554 312 1,120 1,577 2,319 109,279 468 2,050 3,549 3,459 450 1,617 2,225 3,350 676 2,961 5,126 4,996 567 2,287 2,225 3,936 851 4,187 5,713 6,716 809 2,411 2,225 3,936 1,214 4,415 5,713 6,716 856 2,411 2,225 3,936 1,284 4,415 5,713 6,716Ij 169,064 33 (20) 50 275 773 1,089 1,601 43 (18) 33 248 796 1,122 1,649 43(18) 50 359 1,150 1,151 1,804 54 (16) 33 312 1,120 1,151 1,804 54 (16) 50 450 1,617 1,151 1,804 68 (14) 50 567 1,917 1,151 1,804 97 (12) 1 50L809 1,917 1,151 1,804 118(10) 506 1,917 1,151 1,804 Va 41 '. L.1.•.; .i.�r�. �.'Y, l .'....M.�: t'9. .e:':-- CPE.i 1 . � �" G7^,.X."..rte 41'�.(.�.. , `l Cir Tr (,73{.' - ��i': -tr .. t + `, 5 ✓ +...4:.1,.t a ..�.a t t' ..-.: :. �-w.y� .e.�.1 "� L!.:-' 4.; - Si'l j i �I r.'.. Sl�� � �� ?i3-^-�� 1 41.L4�w.�,At�.�� s`�x �iv:� �(�.�' �L`.N�. .IS.�*!L*�G,�. f � `-.-� .(t`e`..�. �f ;..+r ,�.�.�`c rr�; "a.,• -.I ��((�� 33 (20) 33 286 874 1,067 1,713 171,480 286 874 1,130; 1,7131 182,790 1 381 1,481 1,884 3,140 344,193 33 (20) 50 1 413 1,263 1,067 2,435 413 1,263 1,6331 2,475 550 2,139 2,722 4,537 43 (18) 33 373 1,301 1,067 2,435 373 1,301 1,682 2,549 497 2,204 2,804 4,673 43 (18) 50 538 1,880 1,067 2,435 538 1,880 2,225 3,683 718 3,184 4,051 6,755 54 (16) 33 468 1,830 1,067 2,435 468 1,830 2,225 3,585 624 3,099 3,943 6,571 54 (16) 50 676 2,510 1,067 2,435 676 2,642 2,225 5,1771 901 4,476 5,695 7,306 68 (14) 50 851 2,510 1,067 2,435 851 3,736 2,225 5,702 1,134 6,329 6,007 7,306 97 (12) 50 1,214 2,510 1,067 2,435 1,214 3,939 2,225 5,702 1,618 6,455 6,007 7,306 118 (10) 50 1,284 ( 2,510 1,067 2,435 1,284 3,939 2,2251 5,702 1,712 i 6,455 6,007 7,306 .vr-irrr".Il''(a_i, :rh' :.'�.{! i. "StiffClip CL /allowable Loud tables and important motes continued on next page. 092014 1 The Steel Network, Inc, www.steelnetworl(.coni 1 1-888-474-4876 StiffClip': CL I Page 54 ThF Steel Network, Inc. StiffClip' CL I www,steeinetwork.com/Product/SdffClipCL Notes; Load Direction - Allowable load tables incorporate eccentric loading of fasteners. Values with welded connection may increase. - Fasten within %" from the angle heel (centerline of the lYz" leg), using pre -drilled holes. ':3 - Center hole is .563" in diameter for %" anchor. Middle guide holes are .313" in diameter. Outer guide holes and guide holes in 3" leg are .141" in diameter. - StiffClip CL resists vertical, horizontal, and torsional loads. - Guide holes are in place for fastener installation efficiency. All guide holes may not require . fasteners. Fastener amount determined by the designer. Screw fasteners should be symmetrically placed in guide holes. Refer to screw pattern diagrams below for placement. - Loads listed reflect force in a single direction. When multiple loads react on the connection, it is y the responsibility of the designer to check the interaction of forces. _! - Allowable loads have not been increased for wind, seismic, or other factors. IF I - Torsional effects are considered on screw group for F2 & F3 allowable loads. It is assumed that half of the torsional moment is taken by the connection to the structure and half is taken by the connection to the stud. - M1 Loads are reported as Max. Load/Factor of Safety. Loads must be limited by serviceability load taken as Stiffness times the serviceability limit in radians. - Stiffness is the Max Allowable Clip Moment divided by the clip rotation measured at the Max Allowable Clip Moment. Screw Patterns 1 o ItJ 0 tlp 0 e o a °,$ 3� o 0 0 ) 0 0 0 0 0 0 0 0 0 0 0 o a o 0 0 0 0 0 0 0 0 Q? 2 Ccj n o 4 Screws, Pattern 1 9 Screws, Pattern 2 6 Screws, Pattern 3 10 Screws, Pattern 4 6 Screws, Pattern 5 10 Screws, Pattern 6 Nomenclature To specify StiffClip CL on drawings, multiply stud depth by 100, followed by the appropriate material thickness, based on strength required (see load tables). The StiffClip CL118(H) utilizes a plate in the 1%" leg (shown on page 1). Example: 6" stud, uplift load of 650lbs Designate: StiffClip' CL600-68 Anchor Bolt Design The following equation for tension force in the anchor is derived using the assumed bearing stress distribution shown in the figure to the right. This assumed stress distribution provides a conservative anchor force approximation. T M (2/3)(dcl,/2) - d StiffClip CL Series Blast and Seismic Design data I www.steeinetwork.com F � I r -...., i�I wall Stud d•:, CL Clip � d:3 t-- Anchor Bolt c T * For more information or to review a copy of this report, please visit our website at i�«i�://r"•,:,rtiv.ste•�Irei���Jork.caln,�site/"Technica{Dac 092014, 1 fhk St+epi Plet,,vorl:, inc. �.��,;_.� 1. 1.;�r!;.arn 1 i S-�thl -1.876 ShrrCl]a CL cII � :I1 LI I1 X 33 (20) 33 286 976 1,077 2,479 286 976 1,130 2,479 381 1,664 1,884 4,710 33 (20) 50 413 1,410 1,077 2,860 413 1,410 1,633 3,582 550 2,404 2,722 6,805 43 (18) 33 373 1,452 1,077 2,860 373 1,452 1,682 3,689 497 2,476 2,804 7,010 43 (18) 50 538 2,098 1,077 2,860 538 2,098 2,4311 5,330 718 3,577 4,051 10,128 54 (16) 33 468 2,042 1 1,077 2,860 150,779 468 2,042 2,3661 5,188 469,941 624 3,482 3,943 9,858 581,080 54 (16) 50 676 2,662 1,077 2,860 676 12,950 2,6661 7,493 901 5,029 5,695 11,143 68 (14) 50 851 2,662 1,077 2,860 851 14,171 2,666 8,229 1,134 7,110 7,446 11,143 97 (12) 50 1,214 2,662 1,077 2,860 1,214 4,398 2,666 8,229 1,618 7,497 7,446 11,143 118 (10) SO - 7 1,284 2,662 1,077 2,860 1,284 4,398 2,666 8,229 1,712 7,497 7,446 11,143 Notes; Load Direction - Allowable load tables incorporate eccentric loading of fasteners. Values with welded connection may increase. - Fasten within %" from the angle heel (centerline of the lYz" leg), using pre -drilled holes. ':3 - Center hole is .563" in diameter for %" anchor. Middle guide holes are .313" in diameter. Outer guide holes and guide holes in 3" leg are .141" in diameter. - StiffClip CL resists vertical, horizontal, and torsional loads. - Guide holes are in place for fastener installation efficiency. All guide holes may not require . fasteners. Fastener amount determined by the designer. Screw fasteners should be symmetrically placed in guide holes. Refer to screw pattern diagrams below for placement. - Loads listed reflect force in a single direction. When multiple loads react on the connection, it is y the responsibility of the designer to check the interaction of forces. _! - Allowable loads have not been increased for wind, seismic, or other factors. IF I - Torsional effects are considered on screw group for F2 & F3 allowable loads. It is assumed that half of the torsional moment is taken by the connection to the structure and half is taken by the connection to the stud. - M1 Loads are reported as Max. Load/Factor of Safety. Loads must be limited by serviceability load taken as Stiffness times the serviceability limit in radians. - Stiffness is the Max Allowable Clip Moment divided by the clip rotation measured at the Max Allowable Clip Moment. Screw Patterns 1 o ItJ 0 tlp 0 e o a °,$ 3� o 0 0 ) 0 0 0 0 0 0 0 0 0 0 0 o a o 0 0 0 0 0 0 0 0 Q? 2 Ccj n o 4 Screws, Pattern 1 9 Screws, Pattern 2 6 Screws, Pattern 3 10 Screws, Pattern 4 6 Screws, Pattern 5 10 Screws, Pattern 6 Nomenclature To specify StiffClip CL on drawings, multiply stud depth by 100, followed by the appropriate material thickness, based on strength required (see load tables). The StiffClip CL118(H) utilizes a plate in the 1%" leg (shown on page 1). Example: 6" stud, uplift load of 650lbs Designate: StiffClip' CL600-68 Anchor Bolt Design The following equation for tension force in the anchor is derived using the assumed bearing stress distribution shown in the figure to the right. This assumed stress distribution provides a conservative anchor force approximation. T M (2/3)(dcl,/2) - d StiffClip CL Series Blast and Seismic Design data I www.steeinetwork.com F � I r -...., i�I wall Stud d•:, CL Clip � d:3 t-- Anchor Bolt c T * For more information or to review a copy of this report, please visit our website at i�«i�://r"•,:,rtiv.ste•�Irei���Jork.caln,�site/"Technica{Dac 092014, 1 fhk St+epi Plet,,vorl:, inc. �.��,;_.� 1. 1.;�r!;.arn 1 i S-�thl -1.876 ShrrCl]a CL City of Wheat Ridge Commercial Sign PERMIT -201801659 PERMIT NO: 201801659 ISSUED: 08/03/2018 JOB ADDRESS: 3244 Youngfield St Unit B EXPIRES: 08/03/2019 JOB DESCRIPTION: Install 1 sign on front elevation - electrical is existing Tenant: Red Wing Shoes *** CONTACTS *** OWNER (303)300-5330 REGENCY CENTERS SUB (303)289-7446 Anthony R. Eppolito 022373 Admiral Sign Co, LLC *** PARCEL INFO *** ZONE CODE: C-1 / Commercial USE: B / Business SUBDIVISION CODE: UA / Unassigned BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 3,000.00 FEES Total Valuation 0.00 Plan Review Fee 60.68 Use Tax 63.00 Permit Fee 93.35 ** TOTAL ** 217.03 *** COMMENTS *** *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. City of Wheat Ridge Commercial Sign PERMIT -201801659 PERMIT NO: 201801659 ISSUED: 08/03/2018 JOB ADDRESS: 3244 Youngfield St Unit B EXPIRES: 08/03/2019 JOB DESCRIPTION: Install 1 sign on front elevation - electrical is existing Tenant: Red Wing Shoes 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 perforin the work described and approved in conjunction with this_permit. I further attest thAt I am-���ally authorized to include all entities named within this document as parties to the work to be performed and that all woi"k to be per%rmed-is-disclosed in this document and/or its' accompanying approved plans and specifications. ° J i Signature o OWNER or 'CONTRACTOR (Circle one) Date v l , 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 androcedures 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 n t proceed or conceal work without written approval of such work from the Building and Inspection Services Divis' Irf 6. The s rice r graA�ofmit shall not be construed to be a permit for, or an approval of, an violation of any provision of any ap ora or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of Wheat COMMUNiTy DEVELOPMENT Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 ` Fax: 303-237-8929 Inspection Line: 303-234-5933 FOR OFFICE USE ONLY nate: q ) 111 1 Plan/Permittl a l � Plan Review Fee., 40 Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. -" Property Address: iia � �- U46 Owner (please print): U C CA ccrl� r j Phone: 3b3 AGO J -M)0 Property Owner Email: `' Mailing Address: (if different than property address) Address: i� (\� ZA- lCcI City, State, Zip: U tM L; 4-�- (-Z:) Architect/Engineer: Architect/Engineer E-mail: Phone: Contractor: ` c�;�y (9 sl!C r\ Co Contractors City License#: r� Phone: 3C3 Q2q `Z LLp Contractor E-mail Address: OJAs eAYn Sub Contractors: Electrical: W.R. City License # Other City Licensed Sub: City License # Plumbing: W.R. City License # Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form De_ SCriptl2n of work: (Check all that appy) ❑ NEW COMMERCIAL STRUCTURE ELECTRICAL SERVICE UPGRADE gNEW RESIDENTIAL STRUCTURE COMMERCIAL ROOFING COMMERCIAL ADDITION RESIDENTIAL ROOFING 8 RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ELECTRICAL SYSTFM/APPLIANCE REPAIR o R� EPLACEWNT ❑ OTHER (Describe) 1, t� ^- ` �-- cl��. Cl ��- (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) Sq. Ft.1LF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) -..ie- c_-t-nca__Q 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 CONTRACTO Q (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) PRINT C _Si `A SIGNA ZONING COMMMENTS 5co r c . 611 %ir Reviewer AQN,.Z) BUILDING DEP TME COMM S. Reviewer. PUBLIC WORKS COMMENTS: Reviewer. PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District f 1 Received n Not Required DEPARTMENT USE OCCUPANCY CLASSIFICATION: U Building Division Valuation: $, ���/�-�`-� Wall Sion Calculation Shoot You must complete this sheet and include it in the submittal package for any new wall signs. You will also need to create a site plan and a detail sheet of the signage. 4 Project Address: &ALA��QZC�, ContriiactorAdpa,bLLQ You are allowed 1 square foot of signage for every 1 linear foot of wall to which you are attaching a sign. All wall signs must be adjacent to a street or major interior drive. Step 1: Measure the 4ength of the wall(s) where you are attaching the sign: Wall 1 - _ feet Wall 2 - feet Wall 3 - feet Step 2: The length of the wall is the allowable square footage for the wall sign. Wall 1 allowable signage - Wall 2 allowable signage - Wall 3 allowable signage - Site Plan QLQ' LQ t ( square feet square feet square feet 8480 East Orchard Road P 303 300 5300 Suite 6900 F 303 691 6905 Greenwood Village, CO 80111 Regency Centers. corn Regency May 8, 2018 Attn: Red Wing Shoes B&L Ventures, LLC 12975 Xanthia Ct. Thornton, CO 80602 Re: Red Wing Shoes Applewood Village Signage Approval Dear Red Wing Shoes, Regency Centers has reviewed the signage specifications prepared by National Awning and Sign group, May 8th, 2018 for Red Wing Shoes. The sign design is approved subject to: 1. Tenant is responsible to obtain all permits and approvals from the governing authority. 2. Please install this sign from 6am-9am, if the road will be blocked. 3. This approval applies only to the attached signage submitted by Tenant. Any additional signage on the building, window signage or decals on the glass is subject to review and approval by Landlord prior to installation. 4. Tenant is responsible to obtain all permits and approvals from the governing authority. Any comments or revisions required by governing authority shall be resubmitted to Landlord for review. This review has been made only to confirm compliance with the Landlord's minimum specifications for tenant signage under the terms of the Lease Agreement. The Landlord assumes no responsibility in design, constructability, means, methods or conformance to specific tenant requirements. The Landlord is not responsible for the verification of dimensions or compliance with City regulations and ordinances. Compliance with all comments herein is mandatory, with the understanding that any variance thereof is an acceptance of liability. If you have any questions, please contact me at 303.300.5353. Sincerely, Michael Reisch .11 E p fi CL(D fD tD 1—d rZ7 Q !D n O O O W W CD C CL d rt m a 3 N � O� 0o N O F' -n ° I ) r O D W ❑ i m D O 2 I D D z O D v < O C- Z � D I r i v ffl I! W - �.P y �q m O 0 m m—a f k` m Z u 1 I-1 w o I 3 8 TO 1-70 WEST W ?2ND AVE Q W W W N N N N N N N N N b 8 O O O O O O O O O O W W W N N J O 0 y In t N tp m m m 1 W N O O m m V V m I T W N E m V W V N m - 9 W D W D D D D v n m = m z 3 v N= ^+ po c A v v v= m D W m<<<< e<<<< m m (� D N n N r O A n 3 D m D 3 A O [zt m N D D D D D D D D D z Z Z W D A = A Z W r m D D O A A N n O D p D A 3 3 Ci N n m= x 3 O "' m m z A m m m m m m m m m O -< vri n O D D = = m r r O z y n m D A y A A C C O O O W m m N m D Z _O A m N < p D D in r Z O D N r O O r y m Oo Z O 0 ? Z mm A A D O m 0 A _ Ln n o D r0 A A D 0 0 r D n 0 _ N O N w O O m W O V W V A N V r N O O O w O N m' m O O N Nm y V vNi to 0 0 r m O r V m N O to O W O O O V t O O r t O O A m m tO TI C W O O < O CD iD- QO V) p (D I -Ed N C Q L n O 00 O O W W cCD G ND 0 ND m D O „-� 0 J end was r� 0 y% 0_-_;c a w W po O O O CD (Q E O to p (D CL P'h 3 r• v Q n 0 W O O W W m m O n w D T m w w p o m D � 7 m 0 7 m O m rUl e= Z m m O e ti n o O D n v A p w D * N m p O 0 N m O w C Z Z C vrmi W A m n n m A 90 0 TO I-70 WEST Q W 32ND AVE W po O O O CD (Q E O to p (D CL P'h 3 r• v Q n 0 W O O W W m m O n w D T m w w p o m D � 7 m m D Z m m O n o O D n v A p w D * N m p 00 0 N m O w v+ m Z vrmi W A m n D m A 90 0 fOl O CO OO yr 1 x my D < v Z < Z W(WA Dc m r 2 O n A %1 O y m r A Dxv n n � C a v r. m a y � OK W OD Jn N W W W V N w O O N O O O r O two r W N W po O O O CD (Q E O to p (D CL P'h 3 r• v Q n 0 W O O W W Si A d d .o °- a crm3 N C (DC. 7O Dao Q �= 7 r`%Or?<SO C �Pr 110 O n 0fD 0 3 �-VfV fV r�+0Fo— � 3 00o w lD 00 w 0 vQo .. ire Ln — BE or� °tea n- C . tT - a� 0 n gro o_n'o m o .ao gS-� �Zmw& aa�o � g' -;� air m n �o �.0-ZOnOZ Kt��t,2=NT -OP =o p0 VP 0R ro o rD N r� s co N. ram H•O g: kN m ung°� �nre�©r ago(Dann c m z D o 1 ■• O rm 22 V V O z No Letter face rebixr.pb— W5 s 3 m r m f+ m Z m :• 2r-0" 1� 3 8 0 0 N O m Set a C� � w - <_ 3 n W5 s 3 m r m f+ m Z m :• 2r-0" 1� 3 8 0 0 N O m 3 a C� � w Ln N I I 0 City of �W heat dge COMMIL)NiT-y DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 July 19, 2018 OFFICIAL ADDRESS CHANGE NOTIFICATION is hereby given that the following address has been assigned to the property/properties as indicated below: NEW ADDRESS: 3244 Youngfield Street Unit G and Unit H CURRENT ADDRESS: • 3244 Youngfield Street Unit G Applewood Village Shopping Center, Tract/Key 18, Section 29, Parcel #: 39-292-00-018 NOTES: AUTHORIZED BY: DISTRIBUTION: DATE: T I M I 1. Property Owner 2. Jefferson County Assessor, ATTN: Data Control, Lacey Baker email to lbaker@jeffco.us 3. Jefferson County Elections, ATTN: H. Roth, 3500 Illinois St., Laramie Building, Suite 1100, Golden, CO 80401 4. Email to Jeffco IT (Mapping) Services at smitchel@jeffco.us and edelynkoAjeffco.us 5. Jeffco Public Schools, ATTN: Communication Services, 1829 Denver West Dr., Bldg. 27, Golden, CO 80401 6. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 7. Email to erlinda.i.martinez(&usps.gov and krissyj.summerfieldAusps.gov and arlene.a.vickrey(&usps.gov and billy. e.cog_hill(a-)usps.gov 8. Xcel Energy, sandra.cardenasna—xcelenergy.com 9. Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221 10. Comcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112 11. Consolidated Mutual Water District 12. Northwest Lakewood Sanitation District 13. West Metro Fire District 14. Wheat Ridge Planning Division 15. Wheat Ridge Building Division 16. GIS Specialist 17. Log File NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY: www.ci.wh eatridge.co. u s DATE: Site outlined in red =1 z Vicinity Map A in A g a City of Wheat Ridge Commercial Mechanica PERMIT - 201801520 PERMIT NO: 201801520 ISSUED: 05/24/2018 JOB ADDRESS: 3244 Youngfield ST UNIT G EXPIRES: 05/24/2019 JOB DESCRIPTION: Replace TRANE 4 ton HVAC AC RTU with new unit; reconnect electrical; New unit 14 SEER *** CONTACTS *** OWNER (303)300-5300 REGENCY CENTERS SUB (303)547-8509 Anthony Murphy *** PARCEL INFO *** ZONE CODE: C-1 / Commercial SUBDIVISION CODE: UA / Unassigned 100306 AireFix USE: B / Business BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 8,500.00 FEES Total Valuation 0.00 Use Tax 178.50 Permit Fee 188.45 ** TOTAL ** 366.95 *** COMMENTS *** *** CONDITIONS *** All work shall comply 2012 International Codes, 2014 NEC (if applicable), and ordinances adopted by the City of Wheat Ridge. Work is 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 , 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 andthat all world o be perrmedis disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR' --Circle one) Date I . This permit was issued based on the information provided in thepermit application and accompanying Flans 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 originalpermit 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_ ermit shall no be construed to be a permit for, or an approval of, anviolation of any provision of any applicable code or any ordi an e or regulati f this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of Wheat�e COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits ci.wheatridge.co.us FOR OFFICE USE ONLY Date: 461 � 1 V, Plan/Permit # �u I 90 J O/ lul Plan Review Fee: Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: ?�D,L4q Property Owner (please print): ao �rs Phone: 363' 306 -53C'C Property Owner Email: "_(` \'e�, ' -e � e (\C � C 'e V Tenant (Commercial Projects Only) NO +-etAe. Property Owner Mailing Address: (if different than property address) Address: ( q �-L E_ 0 (1-�c�LQ t1z G c (2: City, State, Zip: (;'f q_eo_U)©C'd�) � �IQC�� G, ' (� ( ArchitectlEngineer: (-J 1 & Arch itectlEng ineer E-mail: Contractor: R. \ c -'e- 'Fl X City of Wheat Ridge License #: Phone: Phone: 3 U 3-5q Z --8�'5 6 9 - Contractor E-mail Address: Cl. r" tAfig- 6, (# U O( � C CM For Plan Review Questions & Comments (please print): CONTACT NAME (please print): 6 k'`- Phone: 3 Ct � ._ 5 4 7 - 8�_6 CONTACT EMAIL(p/ease print):( f SS 5 1�C:� Sub Contractors (Must provide Wheat Ridge License No.): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # ❑ COMMERCIAL ❑ RESIDENTIAL Description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type aan�d amount of materials to be used, etc. �l Ci C- �o Z E C op lo -t L' C C. E C c- 0"�� � � v SSE V�CLC Sq. FULF Amps BTUs Squares Gallons Commercial Projects Only: Occupancy Type: Construction Type: Project Value: (Contract value or the cost of all materials and labor included in the entire project) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONTRACTOR) ory� (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR)( �1/ T �~ c� i� `v� 10 Signature (first and last name): DATE: CJ Printed Name: ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: _ITY /F H C O WHEAT RIDGE 1 9�(303) Building Inspection Division (303) 234-5933 Inspection line And 235-2855 Office • (303) 237-8929 Fax Inspection Type: Job Address: Permi# Number: ,% INSPECTION NOTICE f�` `/ �'� 7~ el q Ve Leza_�(4 j sf- ❑ No one available for inspection: Time Re -Inspection required: Yes ('No,', When corrections have been made, call for re -inspection at 303-234-5933 Date 3U 97" Inspector:/�- DO NOT REMOVE THIS NOTICE I i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION N,� NOTICE Inspection Type: `�>0Ivy) E�-� x Job Address: Permit Number:Q/�� fr) ! Ct �- ❑ No one available for inspection: Time a� PM Re -Inspection required: Yew No When corrections have been made, call for re -inspection at 303-234-5933 Date: -/./'F - J % Inspector: DO NOT REMOVE THIS NOTICE -24~ LI SPRINKLER SYSTEM PRESSURE TEST [3 FIRE MAIN PRESSURE TEST SI HOOD & DUCT SUPPRESSION SYSTEM TEST ~e ~ FIgE ALARM SYSTEM ACCEPTANCE TEST [J OTHER LOCATZON: ,Jyq DATE- REQUESTED BY:~a~~rLiT~iL6(~z/c~ CONDUCTED BY: ~X~- I%~Nilvu SYSTEM PASSED ~ FAILED Q COMMENTS: T~Y1.~ ~is~ws ~~➢~S' s+"r"'""" w~'NJysrey B2`'X""'`C = SIGNED: T Rocky Mountain Fire and Safety 3745 EAST 50TH AVE. • DENVER,'COLORADO 80216 (303) 321-0345 • FAX (303) 321-1 232 • 800-287-3109 24 HOUR EMERGENCY SERVICE FIRE SUPPRESSION SYSTEM INSPECTION REPORT NAME . . DATE ; i - ADDRESS STORENO. CRy ~ STATE i ZIP ~ SVSTEMLOCATION MANAGER PHONE SYSTEM MANUFAGNREfl MODEL MFR. DATE HVDRO DUE 8 VR. DUE 1 - FUSIBLE LINKS REPLACED 165° 212 360° 500' OTMER OATE FIRE EXTNCUISHEA$ ; t . I.J ~I IASTINSPECTED? O1CITCHEN HOOD SYSTEM OR DINDUSTRIAL SYSTEM YES NO OPERATION FUNCTIONS YES NO SYSTEM COVERAGE Gas Shut Off O erational Duct Area Electrical Shut Off O erational Plenum Area r..F' Fire Alarm S stem Interconnected ,i Ran e Audible Alarms Activated Grill Noule Placement Correct Dee Fat F er Nozzles/Links Clear of Obstruction i Char Broiler - Cable Clear of Obstruction Work Area Puil Station Clear of Obstruction Wok Nozzle Caps in Place Tilt Skillet Personn I Instru ed on erati n / 300 / Fan S+ggflawn " l,. • r, ' . f .f" Filters t L-• MaKa. U Air Shut Down Other: ~ " Outlets Pamp[Srr61 Shut Down Re ort Filin : S stem in Service Fire Extin uisher Serviced Proerl Re ulator Test Date: GREASE ACCUMULATION: (a Clean ❑ Moderate ❑ Excessive NEXT SERVICE DATE: ° ("'f Comments: FIRE DEPARTMENT DISTRICT: PHONE: THIS INSPECTION IS A FUNCTION TEST ONLY. I Understand that it is the recommendation of the manufacturer and NFPA Codes #17 and #96 that this fire suppression system be maintained every 6 months to insure proper function, and that failure to do so may result in this system to operate improperly. AUTHORIZING SIGNATURE: . . ~ . - . NAME (Please Pnnt): SERVICEMAN'S SIGNATURE: , f Inc. /21/00 TUE '-5:38 FAR 3096502750 CEIAPENNIAL SECURITY z001 ~OWCITMY M1_NG AND DEVELOPMENT Building Permit Number : 11361 ~ vN LIN- 303-2345933 Date : 10/20/2000 OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHIEAT RIDGE, CO 80215 - (303-235-2655) I . Property Owner _ i Property Address : 3244 YOUNGFIELD ST UNIT G Phone : 232-2424 Conqa cWr License No. : 20805 I Company : Centennial Securiry Systems Phone : 650-2750 OWNER/CONT~ ACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value : $2.500.00 I hereDy certify tne and do nat violale t the selhadc distanres proposed 6y Mis pertnit applicalion ere acarete, applicabk ordinances, ivlee of regulatlons o/ the City M Wheat Ridge or ns 4 d ll Pert)llt Fee : $83.25 $0.00 Plan Revlew Fee - covenan~, easem made arE aCCUra[0 ega o a enls or restridions cf record; f1~at all measurements shown, an ; that 1 Aave read and agre~eyto abide by ell COndltlons Df~nled on Ihls the ng l h s o ~ ~ nl n a $37.50 Use Tax : . Code~(U 8.G j ar C I pefm iL i der t ces, forwoAe u t Ri 9eobi ell oNe eppllcable Wh a Total _ $120.75 (OWNER)(COPITR ACTOR) SIGNED US@: FIRE AIARM Walls : Electrical Company Expiration Approval: (71 Ro (2) Thia eCal (3) If IIN ongi u~ (4) No 1 (5) con No: (6) 77' Recieved Tlme Nov•21 I BUILDING DEPARTMENT USE ONLY • SIC = Sq_ Ft = Raof : Stories Plumbing License No : Company : 6cpiradon Date : Approval: Residentiai Units : Mechanical License No : Gompany : Expiration Date : Approval - wiaims cel fwlh in yapur appliCaAa1 antl IS allp)W b IM 12ws M QIE SIMC M CObradO and OD Nle 7mm6 :old2do W enY aw BPVhcahIe orSi`uncas of 6ie Cdy ic not mmmencea wlWn sbeq (eo) Oeya hom bsw dete w(B) ihe buiWine aulhorumd ic wcpandad « ed fw a(2e af mrhaM Ihe emoLmt narmaly reWimd, pmrided ~w d~atges hars Deln ar N7p OE IIbCO I^ ~ ~ion or aDeiMO11mG11 hbs Mt axceWed °~e (1) yev. 1lchenpea ere mada or d auspenetWof aDanOMInEnM1 „awp~~ma mpe Itre nalural Ikw d walar dusiny a Erainape MoMem. Iry'f Wf (24) hwni in advanra for all uuspedions and atWll roteivs wlilten appoVtl on Uspeqlrn Cerd Defae nea and coedfiolions sAall not Ee caisWGOla Dt a pGMt Iq, na On app~~ anY violelim dMa previslons 3:36PM Certificate of Completion AND/OR Compliance CITY OF WHEAT RIDGE 7500 W. 29TH AVENUE WHEAT RIDGE, COLORADO 80215 THIS CERTIFICATE VERIFIES THAT THE PROPERTY DESCRIBED BELOW, DOES COMf'LY WITH THE WHEAT RIDGE BUII.,DING CODE, ZONING AND OTHER RELATED LAND USE AND DEVELOPMENT LAWS OF THE CITY OF WHEAT RIDGE FOR THE FOLLOWING PURPOSE: 11353 TENANT FIr1ISH OWNER: Cook's Concept ADDRESS: 3244 Young,field St. Unit G PROPERTY ADDRESS: 3244 Youn gf'ield St. Unit G. Wheat Ridee_ CO 80033 DATE 11/22/00 CF3IEF BUII,DING OFFICIA ZONING ADNIINISTRATOR a3H1V3M 3Hl WOw daY3 SIHl 13310lid a3nssi si AONednooo i wa~ ~iiLNn a3111Wa3d lON AONddf1oo0 6wdeospuel g 6uiMJed luawuedad ani 96euisad g 'M'O'a o - L ) _ awej=l uopejiluaA 'g uileaH uiqwnld Ieou10913 oa o i 6 i iapun p j puna l3 o l uoileJa6ulaa 6ui;ood 6uipeu IIennAa nsul e uo I il 6uiweaj (UUIJJdUJIII UUiwey v/ ~vu~ Nov , vy p,.. . , no uoilePluM V 6uileaH y6no8 6uidid saE) lsal Jiy 7 ~ 6wqwnld 46noy l7v rq V.Y Qg - -i ~eouloal3 46nod 03NJIS N339 SdH 3A08d IIlNn dOOu dflOd lON OQ (MioM punaE)) 6uiM1eH ~g I 7' (NioM punoaE)) 6uiqwnld (NioM punaE)) leouloal3 :~ool~ qEIS ala~ouo~ O3NJls N338 SVH 3A08V IIlNn313Fi0N00 OnJ a(lOd oiylijouow ao suossieo 1S3M 1Stl3 H1f10S H1NON S3NIl Xlkf3dOkld WOklJS)I0tl913S . 8010Vki1N0'J L tl 0 XAV ; kl3NM0 03f1SSl 31tla ON lIWFi3d JNIal1f18 AONVdf1000 3dAl N ~ CaF-T SS31i04V80f abIO33bi N01133dSNI £E65-bEZ (EO£) 3f1N3Ad 416Z 1S3M 0091 00dE10103`3001a 1d3HM SN01133dSNl a0:i a3b1f103a 33IlON Saf10H 311S JNIa'11f18 3H1 NO 431SOd SI aaVO SIHl SS3lNf1 34VW 38 1 r ~~„0. X(SrCx. X(StG. ODR DOOR i ~ ~ ---EXISr~x. 01'FICE ~ MO a P ~ SINK tADA) o i _,~s EX SrG. C MEN S N ~ SAS GItY QF MEAT R{DCsE, CDLO{Z4DC? ELEC. ~ ~ MR, DARN MORC~AN - CN{EF ~E,{ILDING OFF{C{AL d tauARRY r{ ~ r Ex18r . EXIS PANELS (3031235-2853 HOr tUATER HAND SINK (3031235-285'1 (FAX '~1 ~ Ar ~ I I E ER tADA~ II o tit ~I~t~ ~ ~7~ I LL_~.______ Mr1111144 NE~JSA{~ ASRUaGI'S RiST®i~Ai~i7E ITALiANO NEUJ 2UARRY T{LE1 3244 YO~NC~F{ELD STREET, UN{T fx. NAND SINK UJNEAT R{DCxE, ~4~4RAD4 80033 EX(SrG. A -IN +~S° iio ,75~ lU LK ~ ~ KirCN N OOLE~REEZE IADA) t Al GJOM 'S NEVI LOEU U1ALL NE<~1 F~AND SINK o CLOS r E A t~ J - ENrRY/lU>+41TINCx A A XIS`CING DO 0'S' 1' 4 ~ ~QG~ ,i ~XP$~ii~~ CIS EXISTG, CLOSET I TI r EX S NCx SEA ONG XISrG. ENTRY Y~S't181ULE DOOR DINING A A R ATIO EXISTCx. ENTRY DOOR XIT.ST E S Cx ORE~RONT s P coi.. nd NAT'(aNAL iNS~'I'~U'f"~`F`0~ CL~~{'~tFfG"~iT10~1'~ ; Fire Alarm system Lege 1 1!V EMaI Symbol Descripfion ""-f ~ ~ r ~ e~ ~ F G Fire Alarm Control Panel mINi A P urm ~`~Ey. ~ w SCALE: 1/4 _1-® b@f~irCalion number ; ANIJ Annunciator ~;~~°:'6852 FIOw Switch ~ is certified by this organization in the techrncal areas listed on.fhe Approval Letter dated 'f Tamper Switch Nov~mbe 5 1 9 ~ n/i HOm ~ StrObe Certification valid through ~ ~ I t7Y"i 'L'~to~ Strobe Only • , . , Q Smoke Detector 0-4 asog Q Heat Detector 0 Q= Duct Detector Remote Test Station W" H Putt Station L.E.D. Indicator W Speaker / Strobe 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 : 11353 Date : 10/19/2000 Property Owner : Property Address : 3244 YOUNGFIELD ST. UNIT G Phone : 232-2424 Contractor License No. : 20803 Company : Ireland's Own L.L.C Phone : 303-366-7021 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setbaek distances proposed by this permit applicatlon are accurate, and do not violate applicabla 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 accurete; that I have read and ayree to abide by all condRions printed on this application, and that I assume PoII responsibtldy for eompliance wkh the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordinancas, for work under this pertnit. (OWNER)(CONTRACTOR) SIGNED ~/~=an~w~P~~l f' ~~DATE I( 6 40/4 Construction Value : $140,000.00 Permit Fee : $1,217.75 Plan Review Fee : $791.54 Use Tax : $2,100.00 Total: $4,109.29 Use : Description : RESTAURANT REMODEL/ NEW BAR/ INSTALLATION OF NEW KITCHEN EQUIPMENT Electrical License No : 19359 Company : Electric Works, Inc. Expiration Date : 9/6/2001 Approval : OK/KS Plumbing License No :20824 Company :A-RELIABLE PLUMBING Expiration Date : 11 /1 /2001 Approval : OK/MLC Mechanical License No : 19029 Company : Alltemp Mechanical, Inc. Expiration Date : 11l6/2001 Approval: ok/ks (1) This pertnit was issued in acmrtlance with the provislons set foM in yopur application antl is sublect to the laws ot the State of Coloratlo antl to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the Ciry. (2) Thi3 pertnit shall expire it (A) the wofk authorized is not commenCetl within sixty (80) day5 from issue tlate or (B) the building authorized is suspended or abandoned for a periotl of 120 tlays. (3) If this permit racpires, a new permR may be acquired /ar a fee ot onahalf the amount nortnalty required, provided no changes have bean or will be matle in the original plans antl specifications antl any suspenalan or abandonment has not exceeded one (t) year. If changes are made or if suspension or abandonment ezceeds one (7) year, (ull fees shall be Oaid for a new pertnit. (4) No vrork of arry manner shall be done that will change the natural Bow of waler causing a drainage problem. (5) Contrador shall notiy Ne Builtling Insoector Rventy-four (24) hours in advance for all inspecUons and shall receive ediing wi successive p haes o f~e wntten approval on inspection card before proceM sf . (8) The i uance of a permit or the approval ofj ob tlrewirgs and specifications shall not be construed to be a permit for, nor an approval of, any violation of Ihe provisions of~uilding cocJpy or any other ordinance, law, rule or regulation. ~DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 11493 BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE Date : 11/14/2000 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Property Owner : Property Address : 3244 YOUNGFIELD ST #G Contractor License No. : 19797 Phone: Company : Rocky Mtn. Fire & Safety Inc. Phone : 321-0345 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 Ritlge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are acwrete; 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 Ri ge ordinances, for work u~}der this p rmit (OWNER)(CONTR4CTOR)SIGNED ~r I-~P.~1.~AAATE ('C Description : FIRE SUPPRESSION SYSTEM IN KITCHEN Construction Value : $3,441.00 Permit Fee : $97.25 Plan Review Fee : $0.00 Use Tax : $51.62 Total: $148.87 use: BUILDING DEPARTMENT USE ONLY SIC : Sq. Ft. : Approval: Zoning : Approval : ~ ~ . _ Approval : Occupancy : Walls : Roof : Stories : Residential Units : Electrical License No : Company: Expiration Date : Approval : Plumbing License No : Company : Expiration Date : Approval : Mechanical License No : Company: Expiration Date : Approval : (1) This permi[ was issued in accoMance with the provisions set torih in yopur applica[ion and is subject to the laws of the State of Coloratlo and to the Zoning Regulations and Builtling Code of Wheat Ridge, Coloratlo or any other applicable orUinances of the Ciry. (2) This permit shall expire if (A) the work authorized is not commencetl within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period oF 120 days. (3) If this pertnit expires, a new permit may be acquired for a(ee of one-hal( the amount normally required, provitletl no changes have been or will be made in the original plans and specifcations and any suspension or abandonmem has not exceeded one (1) year. If changes are made or if suspension or abandonmenl exceeds one (1) year, full fees shall be paid for a new permit (4) No work of any manner shall be done ihat will change the natural Bow of waler causing a drainage problem. (5) Contractor shall notiy the Building Inspector twenty-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 permit or the appmval of drawings and specifiwtions shall not be construetl to be a permit for, nor an approval of, any violation of the provisions ot;jli~uilding cotles or any other ortlinance, law, rule or regulation. 1DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : JlqC~!) BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date : 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 APPLICATIo N Property Owner : 'qgoS~`_L Property Address : 3-~114 Phone : Contractor License No. : 1Q4Gk ~ /7) IAJ / Company: / 797 Phone:,jC3- 3-~r-03~S OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certiy 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 covenants, easements or restrictions of rewrd; that all measurements shown, and allegations made are accurete; that I have read and agree to abide by all eonditions 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, tor work under this permR. (OWNER)(CONTRACTOR) SIGNED DATE Description : Construction value : 3V//-/, C o Permit Fee : Use Tax: Total : Use: ~ta k BUILDING DEPARTMENT USE ONLY Z&SIC : Approval Zoning Approval: Approval : Occupancy : Walls Electrical License No : Company: Expiration Date : Approval: Roof : Stories : Residential Units : Plumbing License No : Mechanical License No : Company: Company: Expiration Date : Expiretion Date : Approval: Approval: (i) rnis pemit was issued in accordance witn the piovisions set torth in yopur appiiwtion and is sub~ect to tne iaws of the Swte ot Coioredo ana ro tne Zoning Regulations and Builtling Code of Wheat Ritlge, Coloratlo or any other applica0le ordinantes of ~e Ciry. (2) This pemit shall expire if (A) Ne work auNOnzeG is not commenced wiMin sixy (80) tlays trom issue tlate or (B) the builtling authonzed is suspenAeE or abantloned for a penotl af 120 tlays. (3) If this pemit expires, a new pemit may be acpuired for a fee of one-halt Ne amount normally require4 proviEed no changes have been or will be matle in Ne original plans antl specifiptions and any suspenslon a abantlonment has not exceetletl one (1) year. If clianges are matle or if suspension or aEantlonment exceetls one (t) year, NII fees ahall be paitl Wr a new pemit (4) No work of any manner shall be Oone t0at will change the natural fiow of water fausing a E2inage proClem. (5) Contractor shall notly ihe Building Inspettor twenty-four (24) hours in atlvance kr all inspecUOns and shall receive wntten appmval on inspeclion caM before proceetliing with successive phases of theob. (6) The issuance of a pemit or the approval of tlrawings antl speci(ratlons shall not be consWetl to be a pemit Por, nor an approval of, any violation ot the provisions o( the builGing cotles or arry other ordinance, law, rule or regulation. Chief Building Inspector HH~~~aa ~ a O ~ = f S ~ i 3~p S ~ ~ P N ~ ■ ~ ~ Z ~ yy N O S ~ N N N N N a N a N N N ; = F O ~ a 3 A C C MM C C N I Et n 1 1 a l~iR~~ ~33y` ~3=m o + S ~ n =j m m Z A~ n d a ~ l i .~a e; Q~ e e'~ o Q w n = 1 +I a+ ~ . : y ~s ~ ~ r w 0 ~ C A r ~ ~ ■ ~ I o O. y D~ Z i i a Z y O ■ C ~ O S ~ ~ O ■r 1 omro A~C S ~ C Oy ) ~ 1 C y'- o y11 °a° ° O I 1 = °w i o s r ~a a • s e ~ s°w e t ~ ~ S ~ ~ e w z ~s ~ i p O r ~ x O O • ~ ~ _ r 9 ' wC~ A O NRsr~ ~ n » x : ~ n= p A - ■ 2 ~ 41 xo 4m "m ~ ~g i n / 41 x 44: ~ ~ ,~Ow ex~ ~N ■ Y ~ r ~ e V L z 0 Wheat Ridge fire ProtecFion District Plans Review Daie: I I-iq-t-V Reviewed by David M. f?ohPrts ~)7t~ Uniform fire Code Certificatia,i #153275 COIOrann C,8r8 F;f@ lbUppfP,SSit111 "JyS?E01 Insr,cc[oir Certification #92-173 . Cnmmenis:~ olG 4~ziwst~l/z~~^^' w.wC44L Ca.HtL'RtY 7D F/dt/~'µ'~ n a-r"al~r. C~" pc-A fyiiD. .t,~ acQu~~~ eTl/OS_S-9o21 sf'.~ilrrfYtd~tv:~~.~'L7aG"~"7 ~d-csMrs # o• ~fcks n DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING IPISPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Date : 10/20/2000 Property Owner : Property Address : 3244 YOUNGFIELD ST UNIT G Phone : 232-2424 Contractor License No. : 20805 Company : Centennial Security Systems Phone : 650-2750 OWNEWCONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value : $2,500.00 I hereby certity that the setback distances proposed by this permit application are aceurate, 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 ayree to abide b ' ns printed on this application, and that I assume full res lity for c iance wHh e Wheat Ridge Building Code (U.B.C.) and all other applicab Whea Ridge ordinances work under this pertnit. (OWNER)(CONTRACTOR) Description : FIRE ALARM Permit Fee : Plan Review Fee : Use Tax : Total USe: $83.25 $0.00 $37.50 - 120 75 BUILDING DEPARTMENT USE ONLY SIC : Sq. Ft. : Occupancy : Walls : Roof : Stories : Residential Units : Electrical License No : Company : Expiration Date : Approval: Plumbing License No : Company : Expiration Date : Approval : nnecnanicai ucense rvo . Company : Expiration Date : Approval : (1) This pemtit was lssuetl in accorUance with the provisions sel toith In yopur applicatlon and is subjecl to the laws of the State ot Coloredo and ro the 2aning Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the Cily (2) This pemiit shall eupire if (A) Ne work authonze0 is not mmmencetl within sixty (80) tlays trom issue date or (e) Me building authorized is suspendetl or abandonetl Por a period W 720 tlays. the nonal (3) o ginep la a antl speGficadons aind any s s~pans on or eba do men th s not exceetled one (1j9yeard. , If chan8e ere mede oe f suspension' ~ orabantlonme t pacCeeda one (1) year, NII tees shall be paid for a neW pefmit. (4) No xrork of any mannar shall be done thal will change Me natural Bow of waler causing a drainage proElem. roval (5) ConVactor shall nolify Ne Building Inspedor lwenty-four (24) hours In advance for all inspaclions antl shall receive written app on inspection certl before . roceedif~ with euccessive hases of the ob l (6) uaACe o~lt~^~~e ePord nan ~a ew~r9ule or regPu ahfi~ontions shall not be construed l0 6e a permk for, nor an approva of, any violaUon of Ne provisions Building Permit Number : 11361 DEPqRTMENT 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) • rrooeriOwn_r IAC`Zu.SiL 1.6 ~%f,STuQRr4T Frcperty Address Pncn> 4~ ~~3-dA2-~~G Contrector License No. : Zo~o j Company avS~sC~e✓7' Phone :-~-j7.,;d,jp,,2,-71v OWNcR/CONTRACTOR SIGNATURE OF UNDERSTANDWG AND AGREEMENT I hereby cenify that Me setback distanees proposeC by this permit appiication are accurate, and do not violate applicable ortlinances. rules or regulations of the City of Wheat Ritlge or covenants, easements or restnetions of reeord: that all measurements shown, and allegations matle are acwrate: that I nave reatl and agree to a6ide by all eondifions pnntetl on this acplication, and [hat I assume full pon ibiliry for with Ihe Wheat Ritlge Building Cotle (U.B.C.) and ail other appf ble Wh at Ridge ordinan , for work untler Nrs pertnit. (OWNER)(CONTRACTOR) Description : ,c:,,f,~ pLigem Zofi ngommUHW 4 Approval : Zoning : 8MT ~ _~g~omm n st-.-! Approval: P c y Approval: Occupancy : Walis Electricaf License No : Company : Expiration Date : Approval: O Construction Value : Permit Fee : Use Tax : Use : Da:e TotaI:-~700 70T BUILDING DEPARTMENT USE ONLY Roof Plumbing License No : Company: Expiration Date : Approval: Mechanical License No Company : Expiretion Date : Approval : (1) R's Pamrt was usunE fn acmrtfann~ wi~h pia O~sions aet foM in ypPUr appliution and is suOieR to Ne Ipws ol me State of ColonGO and ro t1~e Zomnq (2) Theguuuons mE Buiitlmg CaCe of Msst RWge. Cdoqtlo or any omer applirable oramances o! me City. Permit snall vpiro d(A) Me wprk ayyhpr¢ep i3 Mt~~y ,Myhin suty (80) Oays fmm issue aale or (B) the Oulltlinp ~ut~onzeE ~s suspenoea or abantloneC for a penoE M 120 tlrys. (7) a gi~ P ans UPIMS. a new permrt may ba aCpuveC for a fee of one-ha11 phe amount nortnallY repuirea. pwd~ n0 W nges have Deen or will Oe maGe in Ne e:celtls one t s~~~mdons and any suspenype y aWnOOement lus not ecC2lpetl one (1) Year. If cManges are matle w il su30enAan or a0antlonmenl 1 No wOrk Of any mannx a~all Oa tlail Mat rrill Wn~ P°rtrut (4 (5) Convaapr snail notlry Ine BuiWirg Inspeelnr Iwanry.~(pw (2~jNjp~rs~n aEwnce for all ,nspections anE sha'll receWe wntlen apprpval an inspecbon nM be(ore ProceeCiinq with tuxeyiw Ohases of Ne oD. and (6) The issuan ops w mr oMer orOinana law,nnil e or rcqu ~fip^tlM3 ~all npt Oe ConsvueC Ip pe a pertnll lor. nor an aPPmval o(. any nolaaon of Ne Pmwsions or v~e ounain9 ~a y SIC : Sq. Ft. : Stories : Residential Units : Chief Building Inspector CENTENNIAL SECURITY 2620 WEST 80TH AVE. DENVER, CO. 80221 LIC# 20805 FIRE ALARM DESIGN AND CUT SHEETS ABRUSCI'S RISTORANTE ITALIANO 3244 YOi7NGFIELD ST. LJNTP G VJHEA"I'RIDGE, CO 80033 rREaaxm sY: sanx KYex 5280 FII2E & SECURIIY SCOPE OF WORK PROJECT: ABRUSCPS RISTORANTE TTALIANO GENERAL: The project consists of the installation of an addressable fire alarm system in tenant space of an in-line shopping center. General Occupancy Group is A-3. Ttris system is being installed at the request of the local fire mazshall and is a non required system (iJBC). Tlris system will be installed to meet final occupancy requirements as describe by the city of Wheatridge. In accordance with NFPA 72, 3.8.1.2, a manual pull station is to be provided neaz the communicator. The system will be built azound the Detection Systems addressable fire alarm control panel. The audible notification signal provided will be at a level 15dBA above ambient. The signal type will be ANSI S3.41 as required by the IIFC 3.7.2. Hom/strobes will be synchronized per ADA. The building is sprinkled and an existing fue alarrn control panel will continue to monitor flow switches and taznpers. One existing hom/ strobe device connected to existing system shall remain in the tenaat space. There are no duct detectors in the system. The Ansul system shall be connected to the new system. The system will be installed to NFPA-72 standards. 5280 FIRE& SECURITY 1 SEQUENCE OF OPERATION Activation of a FLOW SWITCH will cause an alann condition. The FACP and annunciator will display the appropriate zone in alarm. All interior horn/strobes will activate. The alarm signal is transmitted to the approved centrai station. Outside horn/strobe is sunultaneously activated and remains on until flow stops. Outside horn/strobe cannot be reset as long as water flow continues. Activation of a PULL STATION will cause an alarm condition. The FACP and annunciator will display the appropriate zone in alarm. All interior horn/strobes will activate. The alarm signal is transmitted to the approved central station. Activation of a SMOKE/HEAT DETECTOR will cause an alarm condition. The FACP and an- nunciator will display the appropriate zone in alarm. All interior horn/strobes will activate. The alarm signal is transmitted to the approved central station. A SPRINKLER TAMPER condition will cause a sepazate and distinct supervisory signal to be sent to the approved central station. A supervisory condition for sprinkler tamper will be in- dicated at the FACP and the annunciator. A DUCT DETECTOR in alarm will cause its RTU fan circuit to shut down and light its remote test station /alarm LED. A supervisory condition will be indicated at the FACP and a supervisory signal will be sent to the approved central station. Any system TROUBLE will cause a trouble signal to be sent to the approved central station. A trouble condition will be indicated on the FACP. The FACP may be reset on►y after the device in alazm has been cleazed. SYSTEeVI CU14RENT DF DEVICE # OF UNITS STANDBY CURRENT STANDBY TOTAL ALARM CURRENT ALARM TOTAL 59~1oc~ ,=AC.~ i o Ma _oq aro m mA Z a 4 Z-oc-4L 9ne'zu e~ r 9v r,F/- ~ - 31S,„ o )4 A a6s a - S f} LL y? 80 a D M!k Ic~ h N en IST'e h,r //O ~ t S M A inobP cnitA 1t/7ti c) /14 V)c I BATTFRY CALCULATtONS 70TALSTANDBY CURRENT ,aqAMP X ~N htoa2 6. q6v NmF 4ou2 REQUIRED BACKUP ~ , 9Co ,4. 4, r-, TOTAL(mA)~ o19L/(.V I TOTAL(rtu4) l$ O M TOTALALARM CURRENT I . S!~ ,4M p x , aS ~}ou~ ~6Smin ) ' .3 1 Qn,p 40Uz. X : , r ; (e•~'i~ AM(~4ouZ ~eq~e,~2Ei- Lae~u~ ~~,s~~ ~sJ,t_L (-(sZ 12A.+t ~ YO L-T~``'7~^ ~ohGeS ~1sav~ _ ~ ~ 5 ~u~C~ i ~ ¢-wC7 01e~ ~ Xa-.o~~)•,~~-P~E7•s u~~-~~.•.►~Sa~~ •.1usA L 1 ~J,3#)-~ ~ . 6 I ~ • , ~~-~-c ~ ~ . ~ Ub'11 l •''S°a2P~+-: +L ~~~t,it.l[?P~~ K.,~~• '✓C%+TS DEVICE CUT SHEET S & SPECS The DS9400M AddressiFireT"' 255 is a microprocessor-based Fire Alarm Control/ Communicator. This four conventional point panel can expand to 255 input points. It supports up io 20 two-wire detecfors per on- board conventional point, or any number of four-wire detectors (depending on availahle power). Two Notification Appliance Circuits (NAC) provide up to four amps of 24 volt power to operate horns, strobes, bells and other Notification Appliances. The DS9431 Multiplex Expansion Module (pre-installed) enhances the DS9400M's conventional system features by adding addressable point capability, increasing the number of relay outputs and allowing for more system users. FEATUR/NG. . . . . • Digital Fire Alarm Control/Communicator • Provided with 4 conveniional on-board inputs, expandable to 8 • Up to 247 Addressable Multiplex Points • Supporis two-wire and four-wire conventional type detectors • Two Notification Appliance Circuits • Two On-Board Auxiliary Relays • Interna124 volt, four amp power supply • Supports four remote Fire Command Centers • On-board programming via front panel • Expandable to 255 points • 58 Relay Outputs • 500 Eveni History Logger • PINs available for up to 100 system users • Supports DSRPS 2000+ Remote Programming Software Detectioii Systeins, Inc. ~ p%'he Inteniational Leaders ofAccess, hire, ljrtrusion and Sensor Products. SPEC/FICAT/ONS ON-BOARD CONVENTIONAL POINTS KEYPAD PROGRAMMABLE TEMPERATURE The DS9400M has four (expandable to eight) conventional input points that are completely flexible and can be programmed lo provide several different functions. End-of- Line resistor for inputs: 2.21 k ohms. MULTIPLEX EXPANSIONTECNTJOLOGY The DS9431 Multiplex Expansion Module (pre-installed) enhances the DS9400M conventionalsystem'sfeatures by expanding the base system to 255 total points, increasing ihe number of relay outputs to 58 and adding an additional 400 events to the history buffer for a total of 500 non-volatile events. The DS9431 also allows for up to 100 system users on the DS9400M. BUILT-IN AND REMOTE ALPHA KEYPAD SUPPORT The keypad built in to the control/ communicalor and ihe DS9447 remote LCD keypad are aiphanumeric keypads that provide a two line, 16 character (pecline) LCD display. Text is freely programmable for zone descriptions. Up to four DS9447 remote LCD keypads are allowed per system. EASY USERINTERFACE Nine labeled function keys allow the user to easily silence bells/sirens, reset smoke detectors, or view history events. Menu driven keypad programming allows for customfzing of the conirol panel. PERSONAL ID NUMBERS (PINs) The system supports up to 100 Personal ID Numbers (PINs), which are four digits in length. The PINs may contain any combination of digits. PINs may be programmed with four different levels of authority. These PINs may be restricted from silencing, resening, disabling, and/or programming the system. SMOKE DETECTOR ALARM VERIFICATION Should an alarm occur, the DS9400M may be programmed to perform an automatic reset on the smoke detectors. If a second alarm on any smoke input point occurs within ihe verification window, an immediate fire alarm results. This reduces potential false alarms, while still providing fast response to an alarm. The system is completely keypad programmable, thus eliminating the need for an expensive hand-held programmer. EVENT HISTORY BUFFER A 500 event history buffer, which can be read at ihe built-in or DS9447 keypads. keeps track of events by time and date. FLEXIBLE DIGITAL COMMUNICATION The communicator will work into most alarm receivers that are in use today. It supports SIA (110 or 300 Baud), Contact ID, BFSK, 4/2 Tone burst, and 3/1 Tone burst digital communicator formats. THREE (3) TELEPHONE NUMBERS The system supports two 20-digit telephone numbers with a three or four digit account code for each. Each phone line's dialing type can be configured for either pulse or tone dialing. The communication format for each phone number can also be set. The third phone number is reserved for remote programming. EE MEMORY The panel uses EEPROM technology, thereby allowing it to retain all program memory through a total power failure. None of the system programming or user codes will be lost. HOUSING The standard enclosure is manufactured from 18 Ga., cold-rolled steel, and measures 20.8 in. x 15.0 in. x 4.3 in. (53 cm x 38.1 cm x 11.0 cm (H xW x D)). A keyed lock is inctuded, and the LEDs and display are visible through the door. POWER REQUIREMENTS Input Power: 120 VAC, 1.5 A NAC Power: 20-30 VDC unfiltered, 4 A Auxiliary Power: 20-30 VDC unfiltered. 1 A lnitiating Circuit (Smoke) Power: 20.410 28.2 VDC filtered, 1 A Option Bus Power: 12 V x5%, 500 mA Optional Standby Batteries: Two 12 V(in series), 7-40 AH +320 to +120°F (0°to +49°C). OUTPUTS Two on-board Notification Appliance Circuits: NAC 1 and NAC 2.These are 24 V outputs for notification devices, with up to 2.5 A capacity (but limited by overall 4.0 A capacity) on each circuit. Wired for standard Ciass B operation. ON-BOARD RELAYS Two Form "C" relays rated at 5 A, 28 VDC. Programmable for a vanety of system events. KEYPADS Four keypads; Maximum wire lengih each: 1000 ft. (300 m); Maximum wire length total in system: 4000 ft. (1220 m); Wire type: 4 conductor #22 AWG (0.8 mm) or #18 AWG (1.0 mm). NOTE: No more than two keypads on any 1000 ft. (300 m) run. INITIATING CIRCUITS All on-board conventional input points will work with 2-wire or 4-wire smoke detectors. 20 detectors (2-wire) maximum per zone. 3 mA maximum totat detector standby curreM per point. LISTINGS • Commercial Fire Alarm Type Service: Auxiliary, Local, Central Station, and Remote Station. Type Initiating: Automatic, Manual, Sprinkler Supervisory and Waterflow. • UL Standard UL864 • CSFM • NewYork MEA ORDEflING INFORMATION To order, specify DS9400M and optionai' accessories. P/N 43335D Detection Systems, Inc. 130 Perinton Parkway. Fairport. NewYork 14450-9199 ~sosoo: U~ (716) 223-4060 • Customer Service (888) 289-0096 • Technical Service (800) 374J454 • Fax: (716) 223-9780 ~ERrIFIcnre uo. ns~ 2.2 22.1 2.2.2 2.3.3 Specifications Temperature Storage and Operating TemperaWre: +32° lo +120°F (0° to +49°C) Power • Input Power: 120 V. 60 Hz. 1.5 A(max. 20 A fused supply circuit) • NAC Power. Each NAC has 24 VDC nominal. unfiltered (special application) power with up to 2.5 A capaciry (but limited by overall 4.0 A capacity). Refer to Tech Note P!N 35840 for compatible devices. • Auxiliary Power. 24 VDC nominal. unfiltered, 1.0 A(special application) . Initiating Circuit (Smoke) Power. 24 VDC nominal, tiltered. 1.0 A. Refer to Tech Note P/N 31142 for compatible devices. • Option Bus Power: 12 VDC nominal. 500 mA . Optional Standby Batteries: Two 12 VDC (in series), 7- 40 Ah Notification Appliance Circuits (NACs) 2 on-board notification circuits - NAC 1 and NAC 2. These are 24 VDC outputs for notification devices with up to 2.5 A capacity (but limited by overall 4.0 A capacity) on each circwt. Nlired for standard Class B. Style B operation (use model DS9414 Class B lo Class A NAC Converter to convert ro Class A. Slyle D as needed). 2.3.4 Relays Local Relays: The main panel includes two Form "C" relays. The relay contacts are rated at 5 A. 28 VDC. No overcurreN limiting is performed on the contacts of these relays. The default selection for the relays is to indicate general alarm and general system irouble. By programming them using pointlzone mapping, they can be programmed to activate on a wide variety of conditions. Remote Relay Module (DS9488): The DS9488 is an Octal Relay Module that provides eight Form "C" relay outputs. It connects to the DS9400M via the option bus. The outputs are fully programmable, exactly as the local relays are programmed. Each output operates independently of ihe other seven to provide complete tlexibility. Communication with the DS9488 is supervised. . Rating of Contacts: 5 A @ 28 VDC • Number of modulesi 2 units maximum . VJiring Distance: When # 78 AWG (122 mm) wire is used, relays can be up to 250 ft (762 m) irom the panel. Use of smaller wire is not recommended. 2.3.5 On-board Conventional Points All on-board points, and points implemented with a DS9434 Local Four Point Expander, work with two- or four- wire detectors. The system has an optional alarm verification feature. . Number of 2-wire Circuits: Type of Circuit: . EOL Resistor: • Supervisory Current . Required Currentfor Alarm: . Maximum Short Circuit Current: . Maximum Line Resis[ance: • Circuit Voltage Range: . Maximum Detectors per Point: . Total Detector Standby Current: . Response Time: Four circuits, expandable to eight using a DS9434 Ezpander. Class B. Style B(use a DS9411 Class A Zone Converter to conveA to Class A. Style D as needed). 221k ohms (P/N: 25899. UL listed). 8 - 20 mA. 25 mA. 44 mA. 150 ohms. 20.4 - 28.2 VDG. 20 detectors (2-wire). 3 mA maximum. 500 milliseconds and programmable from 1 to 89 seconds. Paqe 10 44578C ^1 2000 De[ection Systems. Inc. All righis reserved. DS9400M Reference Guide ~ V t:=.`: 2.3.15 Compatible Devices . DS9411 Class A Zone Converter. This module converts a Class B. Style B initiating circuit on the panel to a Class A, Style D circuit for connection to field wiring. This conneds to one of the panel's conventional inputs. . DS9414 Class B to qass A NAC Converter. This module converts a reversing Class 8 Notification Appliance Circuii (NAC1 to a Class A circuit. It is compatible with any Class B, Style Y NAC Ihat uses a 2.2 K ohm EOL resistor. When used on a Class B. Style Y NAC, It implements a Class A. Style Z NAG This connects to NAC output on the panel. . DS9431 Multiplex Expansion Module: This module provides either iwo 2-wire (Class B. Style 3) multiplex buses or a 4-wire (Class A. Style 6) multiplex bus. In Class A mode, up to 720 more addressable points may be added. In Class B Mode, up to 247 more addressable points may be added. The DS9431 connects directly to the control panel and one is allowed per system. . DS9432 Eight-Input Remote Module: This module provides eighl Class 8, Style 8 input poinis. Up to 15 modules can be connected to MUX Bus A. and 15 on MUX Bus B. The DS9432 is powered by 12 VDC supplied by the option bus power terminals, in addition to the two-wire data connection. The DS9432 may not be used on an SLC configured for Class A. Style 6 operation. . DS9434 Four PoiN Expander: This device allows the DS9400M control to support four additional points. The DS9434 plugs into the control and provides four Class B. Style B loops ihat are identical in characteristics to the loops on the conirol. One DS9434 is allowed per system. . DS9445 Eight Point LED Annunciator. This module identifies the location of a fire alarm for up to eight zones, and up to eignt are allowed per system. . DS9446 Eight Point LED Annunciator Expander (future release): This module attaches to a DS9445A (future release) and identifies the location of a fire alarm for eight addilional zones. Up to eight are allowed per system. DS9447 Four-W ire Alphanumeric LCD Keypad: This keypad connecis to either four-wire op6on bus and up to four DS9447s are allowed per system. . DS9457 Single Point Multiplex Input Module: This module provides one Class B, Style B input point. Up l0 120 can be connected to MUX Bus A, and 127 can be connected to MUX Bus B. The DS9457 uses a 47 K EOL resistor, and is powered by the two-wire bus. . DS9460 Dual Point Module: This module provides two Class B input points in one compact package. Up to 60 can be connected to MUX Bus A, and 63 can be connected to MUX Bus B. The D59460 uses 47 K EOL resistors and is powered by Ihe two-wire bus. . DS9465 InpuUOutput Module: This module provides one Class B, Style B input point and one Form "C" relay output in one compact package. Up to 20 modules can be connected to each MUX bus. The DS9465 uses a 47 K EOL resistor and is powered by the two-wire bus. . DS9484 Remote NAC Power Supply: This device adds tour NFPA 72 Class B. Style Y NACs via the option bus and is supervised by the conirol panel. The DS9484 connects to either four-wire option bus of the DS9400M control panel and up to 2 are allowed per system. . DS9488 Octal Relay Module: This module provides eight Form "C" relay outputs for addition to the system. The outputs are fully programmable and can be acLVated by sysiem events. Each output operates independenlly of the other seven outputs for complete flezibility. The DS9488 connecis to either four-wire option bus and up to two are allowed per system. Refer to ihe DS9488 Installation Guide (P/N: 27338) for required enclosure modification. . MX280 Photoelectric Smoke Detec[or with Dirty Chamber Sensing: 120 MX280s can be connected to MUX Bus A, and 127 can be connected to MUX Bus B. The MX280 is powered by the iwo-wire bus. • MX280TH Photoelectric Smoke Detector with High Temperature Sensor and Dirty Chamber Sensing: 120 MX280THs can be connected to MUX Bus A. and 127 can be connected to MUX Bus B. The MX280TH is powered by the t:ao-wire bus. Both the smoke detector and heat detector report to the address programmed into the unit. 44578G Page15 U59400M Reference Guide - 2000 Detechon Systems. Inc. All rights reserved. Installation Instructions forthe DS9447 Control Station / Keypad s • • ~ CD CT) ~ I =4 0 CiD ~ =8 C K) 0 I DS9447 Generel Information The DS9447 is a 4•wire Alpha•Numeric LCD keypad. It may be surface mounted, mounted to standard single or double gang boxes, or to 4 inch square boxes. The following is a chart of general wiring guidelines: 22 AWG (0.8 mm) minlmum. Wire Gage 18 AWG (1 mm) is reqwred for NEC-NFPA-72. Wire Type non-shielded. 4-wlre Max numher of keypads allowed 4 per system Max disUnce allowed between 1,000 feet (304.8 m) the control and the keypad Max distance of keypad wiring 4,000 feet (1219.2 m) per system atltlress 1 atltlress 2 atltlross 3 •~~~~~i • •**i 1 I 21 41 e t I 21 41 e 1 I 21 a I 8 atl0ress 4 atlMess 5 atlEress 6 • ~~i +IZlale t z aia 1 1 2 l+le atldress 7 a00ress B adAroas 9 m •~~~N 1 1 2 1 41 8 1 1 21 b l B 1 1 2 1 4 1 9 atltlress 10 atltlrass tt aAtlreas 12 ~ 1 I 21 41 e 1 1 21 41 e 1 1 21 a 1 e aEtlre% 13 80Eres5 14 al#ess 15 - -~'-T~m~l 1 I 2 I 9 I B 1 I 21 41 8 1 I 2 I 41 8 Mounting The keypad should be mounted no higher than shoulder height of the shortest person using the system. • Remove the keypad's cover. Insert a small flat-head screwdriver in each sbt at the bottom of the base. Press up, and pull the cover off. Keypad Addresses Important: Each keypad must have its address set with its address pins. The keypads must also be progremmed at lhe control panel. Select the keypad address (7-15). Place lhe shorting jumpers over the address pins as shown at the top of the next column. Remember. Each keypad must have its own address, and each address can only support one device. • Surface Mounting: Use the base as a template and mark the location of the mounting holes (use any holes). Provide an opening in the mounting surtace for the wiring. Pre-start the mounting screws. Do not secure the base at this point. • Eleclrical Box Mounting: See the diagram on page 2 to select the mounting holes. Do not secure the base at this point. 0 1997 Delection Systems. Inc. Page 1 of 2 DS9447 Control Station Installation Instmctions lan?..M. Ooudegeip i ~ ii rrqunenq 4MSI Comluuna 14) ~ ~ . . wn ~nvance \ . , ...AtlOress Pms Sin9le 9an9 I . e i 1 I mre ooi m un9 vou ~ i mounun9~ee W^~21 W"e r 5 NI , ~ emnnw Terminal SVip ~ i I~~~.. Keypad Base Rear View of PCB Wiring Caution: Be sure all wiring is unpowered before routing. Keypad wiring can not be shared with multi- plex, options bus, telephone, or siren wiring. • Route wiring from the control panel to the keypads. Important: Up to 2 keypads may be placed along any single 7,000 foot run of 22 AWG (.8 mm) wire. Three keypads may be used on any single 1,000 foot run of 18 AWG (1 mm) wire. • Bring the wiring through the Wire Entrence in the keypad's base. • Secure the base. • Connect the wiring to the keypad's terminal strip. RIS~.12 R -0om B Gi(\Dataln - G YI(\,~ Date Out Y Option Bus A or B Keypad • Place the keypad cover onto the base. While feeding the excess wiring out of the rear of the base, press the cover straight in until it latches on. Instruction Label and Slide An instruction label is provided and needs to be placed onto the pull-out slide.The slide may be installed to pull from the left or right (slide it into rear of base). Be carefut when installing the label; place it as close to the pull-tab as possible. Label Lahel I~ Slide in either side Label _ _ I (wnOng On other Sitle~ I ~ I In Case ofTrouble See the following chart: Keypad Notification Pnsible Cause • The yellow ana green wires have Oeen disconnecle0. Continuous kCyp3C sounEer PLUS 'System . The keypatl has nat been programmetl FauIC display properly at lhe COntrol panel. • The Conirol Oanel has maltunCtlonetl. Replace Ihe control panel. Conirol panel tloes not • A keypatl's atltlress has not been sel with respond to keypatl input. its atltlress pms. Three beep error tone on , InvaliA keypa0 input. allk2yp3G5. Dabction Syslams.Ine..130 Pbinlon Psrkwry. Feirpotl. Nswvork 10450.9199 P/N 31124C (716) 223-6080 •(B00) 28&0096 • Fex: (718) f2]-9180 Copynyht (d 1997 Delecnon Systems. Inc. Ptoduct Overrievr - Two wire oparation irom module TacFnology. The Sycx•Circuic module rynchroniza SpearAlect strobes at 1 Hz to th° d°vi0K and homs at temporal 3 over a single pair of Aires. Patented module techrolo- Silancas hQns ova a two w6t laop P,Y als° alloK the silencing of homs on hom/strobe models over a palr a2' wl~. b)rroNori:es strobes rt 1 Hz Synchron:es homs to temporal Appication FleRibility. The Sync•Circuic module is designed to power and yyrf ; Pomm chrontae eicher nva 3-amp circvi[s wised in Clas H cr one 3-amp dmdt pow- e:ed as Class A. Shauld mo:e than na,o mncs requhe synchrocdzatlon. addltlorr Pa4nbtl toeMWogy ai modules can be acded 'oy interconnecdng die "slave" inpvt and output ca- Mowc slava modWe opwation niuW5 benueen modules. Gorrrates sYneMoniad tenpaal 3 pddkionul Capabilitin. 'Ihe S}mc•Ctrcuit module is aLso desigred tc generate ter.r tww !or Mu1LLNart`"' and PA400 poral 3 tone for System Senwr's Multi-Alert and PA400 Mtrd-Alert sounden. hom {xoduels .;,xistm5 iristallauom can be upgraded to comply wi.h ; JFPA 72. Enginraring Spmificatiom . $ynchronimvon Circuic Module shal! be a System Sensar Syrnc•Clncuic Modej listed to tJL464 and shaLL be approved for fire nrotective sarvke. Th¢ module shaLL sy-nchronize SpecvAlett srrobes ac 1 Hz and }nris az teaWra! 3. A1w. the mahJe s.hall be capable of sllendng the horns on hom/sRmbe irodets, while operatung the strobes, wer a single pair of wires. The module ahaU be capble of mounting to a 4-"G4"x 4- Y,G"x 2-b+" back box and shall contrd nw S,ryle Y(class R) or one SR'le Z(rlass A) circW[. The rrodute shall he capahte of multiple zore synchconizarimi by cocmecting multiple modules togethc via a U LC -•~M ~ O sla~:e-in!slati~eaut airangement am r~synthrotinnb each cher alrng the chain. '+pprer.a l1STE0 :ti4xe• The rrrodule shal! not operare on a mded poitirr supply. Gsrorel Spscificatans J';rcrs.ons ' i_ M e!p" W Operatinp Speciricatqnx .pPcr_r.ngvorcogc - . 72 x 24 VDC anc FYlR uniiMosc- vGUnurg y.~r,: >a.•;;x2.,d bau ocv OpCrenrg Jottaqc Farg: (72 dl 11 m77 bOC Opaitny Vo:tagc Hargc t24 J! 21 b 30 VDC Hom► Siionced Oinr Two-Wiro Circul 1Am mIx of Han/StroDCS a$iohc ,n1I, .cI,,cr.: a eccep:etic 2. rbrr, can;rd pmcrotsto nr_.rtryu7!c pwa _oarcc _ wurtR Moeuu _ hww r~on 1YL1 1 ) F4 ~ tlMn V!1 LCYI~S ]IR I MMQT t~~CAAItM OMCf P~ ~2 11 ~ iae~ z~ei N wlt ~ ~ i0L W[1'. wrca~ b O ~x~ ruci ~ I sncn~~~ser .~v vv / I Y ~ amcs a~ - j ed U~ I~ 1 ~ f Temp 3 Codinp ot Multi4klert and PA400 Sounders SnMns T;:r, bc prnxvec'mrr nnn _m!: suPP•) Irwoor Upcraung rempc:acurc 3e'tn120'~10`tt 69'C) MesmUn lmu on Loop _ Amps/ZJnC . ...n NOIY ryl! ~ CO11110. qrt CtR fYU~ ~ '~e (O f 4 I iOMxr s~wim O~IK1a1 MI SoK.trAlrt homa, Aom7tlmbn, and strahtl wYl epv~b In rync. O[Y~ OR 1J~H ' M` "tt ^1 [OKl . 7 - > J ~ TOXEXf j L L I OR1E[tll /y ` - ZOL l ' =l ~UVt ]JV~ . = I ~ ' ~ yC Nerirw~ilMT~rpcn~ 1tNV.JLNPNG+ utl~0~binsmc. Ordaring Intormatio n/CUrnnt Uiaw M,Em No. Rtt j VpcN Vo .^.firtc ' VCta]a 6vg. mA.^^ Vo+. :JC 1 aw. mA.ro Var. cWR MUJ~ ~ N~LV✓ ~ 72J[6 24 D9D_R (Ceneamri I VJLWA iCeremcni ; 12i24 ~ 16 i, 24 Systam Sensor Sales ond Sarvice Syatam Sonsu rldnqiolbn SysWm Sema Canam Sysum Snerc in Cm. 3)aLm Smsar- Fr East .:ni`i;mnAVenLC Pb'411.iE1]Alfi' R:' Cil.d6."19S)i6Jh3 :11:U11.tl51.2iJiB0U3 St :7iarcs, IL 5017a [x: 905.612C7'1 Fr C71.d6.2f1.524.625? wz: Otl.&52.2:366En0 °h: EOCSEZOR2 'a 63U3776495 System Sensv In kuop* Sysnm Semnr m Singaporo Sysum 9nsa- AumY1a Jucvr.r.n:s in Dcrtun^. °I 011.441 101.276E00 IIh: Ci 1.65.27 3.2230 cnt 911.e13.51.7c'1.152 1201733 :F.'2ki 'z:011../3.14C2.77G.01 =K071.6'.7i326'A %K:O1LF13.E~2e!.1.'2 keb.,wwx.rys[tmiervu n.wr <'SVSY,n;ert5r.mv n.•ure..sy.seucsv-e•p~.:-cra.prumm.v:xeeJ~ano~sw~xn,etee. /u:il]C'.00?/9e~:OM~.~o32 Features • 24 volt strobe models: 15. 15i 75. 75 and 110 candela • Universat mountmg plate mcluded with each unit • 12 volt strobe models: 13 and I S/?5 candela • One screw mounting oi strobe and hom/scrobe to mounting • Horn models operate on 12 and 24 volts plate • Low current draw: reduc[ions as high as 45°% • SpectrAlert strobe and homiscmbe take up zero room in the • Two tield selectable/reversible hom mnes - 3000 Hz Interrupted - Electromechanical • Field selectable/reversible high-low dBA oucput on horn ~low output on 24 volt models only) - 101 peak dBA @ IO it. high oucput' - 96 peak dBA @ 10 (t. low oucput' • Field selectable/reversible temp 3 pattern or non-[emp 3 connnuous pattem on horn • Hornistrobe can be wired either in candem or independently 5" x 5`/s" x 2"/ Specifications Input terminals: 12 to IS AWG Mounting: 4" x 4" x 1'12" or 1' " st ndard boxes Size ot strobe and homis[robe with universal plate: Size ot strobe and ham/strobe with small iootprint plate: Size oi hom with 3,/,,, x5s~ x 2`/,,' back box. • Single gang mounung wiihoui the use ot a mounting plate (hom model only) • Self-comamed screw covers • .~estheticallv pleasmg design • Svnchromze hom and stro6e a~uh Svnc•Circwt'" module • Silence horn on hornistrobe o~~er a singie pair of wires using SvrcrCircwt module ' Sound outpw ~~anes with tone and owpul opitons selected: sound levels based upon anechmc room measuremems. _ x4 x /s a Operating temperature: ro 120° F(0° to 49° C) Voltages: 12 or 24 VDC and FWR uniiltered Operating voltage range 12 V, 10.5 - 17 V 14V.20-30V ^ These producis should be ope rated within their rated voltage range; UL does. hmvever, test iunamnai mregnry to -20% and + 10% o( manuiactureYS slated ranges. universal mounting plate: 5" x 5/." x 1'h,° Size ot hom without mouncing plate: Weight, horn only: Weight, strobe and hom/strobe: = Svstem Sensor 4/97 z"/,,,-X 5VIC-, x F/; U~ ~ ` °Z' F M MEA aPProved 3.8 OZ. _ Avnaoveo This document is nol mtended to be used tor installauon purposes. A05-936-02 Generai Svsiem Jensor JoectrAlert Jerles slrobes. ilomi dna rombinatlan norn. strobes are UL hsted mr pnmarv sgnahng in lile saien• svstems ana meet ADA pubhc mode visbie ngnaimg requiremems. SpectrAlen products can be mnnected to the alarm mdicaung arcun oi a iire alarm control panel and are compatible wuh DC line supervison. The SpeclrAlert proaua hne mounts ro siandard back boxes wrth the use oi a unrversai mounung plaie mciuded with each unii. An opuonal small too[prim mounung plaie ius to a smgle gang box. An acceswry back box skin give~ a msmeuc iimsh m a J" x J" x 1'/:' or a 2" x 3" x 1-/." surtare moumed back box. All svo6e and hom; strobe moununR opuons renwre only one screw artacnmem ot pmduct ro plate. These proaucts are designed tor 12 and 24 VDC and iull wave recutied untdtered powec Full wave recufied operauon reqwres more curzent than DC operauon. Por detaded current draw imormation. consult the Iable below. The horNSirobe combmauon products are iactory assem6led wuh jumper wires ior in-tanaem operation. For independem wiring o1 norn and strobe. remove mmper wires. when wired tor independem operaUOn. the strobe will conunue m run while the horn can be silenced. However. ihe stmbe must be rummng ior hom to operate. Ilern The SpenrAlert Series norns and homis[robes pmvide two difterem iield sele[tableireversible wnes, a high-low iield selectableireversible suund owput semng (low seumg on 24 volt models onlyl and a iield selenablei reversi6le lemp 3 pattern or nomremporal mnunuous oattem. These neld >riectable teatures are accompusnea wnn me use oi pms ana iumpers ocated un ihe bacA oi each SpearAlen hnrn and horn istmbe. An accesson* module is not needed to make ihese ue1J sclecuon>. The hom on horn; s;robe mndels urll operaie on a mdetl power supply. The hom onlv model. however. wdl not ooerate on a coded power suppty. In such inslanres. vbstiwte vvnn aocsiem Senwr model MA1224D. SdoMs The ADA comnham SpectrAlert strobes are electronic nsible wammg aenak that ilash at I Hz ocer their uperaung roltage range. These products are available in 'd colt models at 15. ISiCi..'S and IIO candela mtensnies and m 12 coll moAel> ai IS and IS/li candela mtensnies. SpecerAlert products ieature dramauc reductions m current reqwrements. Sync•Circuit Module The Svnc•lircwi ;vtodule is avadable ior ihe svnchromzauon ot strobes and noms and can svnchronize two Style Y (class B) circwis or one Style Z ~ciass AI arcwi. The module can also generate a synchromzed temp 3 tone ror Svstem SensoYS MWti-Alen" and PA400 hom pmduc[s.' The scnchronizauon modWe allows the SpenrAlert homs on mmbinauon horni scrobes to 6e silenced on 2-wire svsIems. SpearAlerCS SvnoCi¢uu ModWe can be daav chained lor multiple zone svnchromzauon. The Module shall not operale on a roded power supply. 'Por MultiAlen and PT400 . Sirobes must be wrted io a mnunuous source at power Inomcuded power supply). SpectrAlert Current Draw Table cbv_~ n_g. n0a1, 15 IYlS 75 110 AVENAGEGUNNENT(mAd txvMaEela xavMaaeb io.sv izv i~v 2ov I zav ~av -.c . svm oc I rwnl o: ~wn oc .wn' oc oc rwn I I 133159 1141 191 81'+2859 120 53 00 16 19 168 182 u21 99 ~50 76 93 66 93 SB U2 N~ 1 N1 NA N~ I N~ I NP 1a51 ~~0 4] 159 1@ N1 NA I NA I NA I N> 1 N41 NA 1691 220 1101 '9l ^°I 17a PEAKGUN l4vMe0N~ ~o.sv i u~ I nv oc rwa x n oc 460 <601 a50 ~601 ~P41 +8: 490 520 a901 500 4601 <8: NA Na 1 NA I N~ I Nn I N< NR I NP I NP I N<1 NP I Fa RENT(mA) x4YS1VC~ls xov ~ xav oov oc ~+.ul x rwn oc ~ne ~SO d]0 ~50 3%0 25L 170 D01 170 2'0 164 27 : JSO ~<01 ]10 a60 J]: <Bt ifi01 SEIll <541 5%]I IZ^J E$J INRUSNCUPRENi(ml1I 1xvYOtl.i~ NvYeEN +osv ~sv 17v zov tev oc rwn oc swn oc rwn oc 'wn oc srm BC ~OB 90 ~34 ~aal ~90 0Z221 330 0!0 76 ~0~ BB ~26 i60 tB5 t]41 UO L4 Z]0 NA I NA NA NA NAI N.1 190 21012301280 NA I NA I NA I Nn I N< I NP I9CI 2~9 $$0 390 + aov oc vwn 170 ]]0 2]0 ]6G 12K 380 290 37 Norn Only One HIgNLOw Voluma Temp Nan AVERAGECl 12VMO0elf tO.SV 12V ~ 1]V -c ` oc i~. _ W 1HNENT(mAl 2NMotlels 30V 34V I ]OV tt Irwo~ oc irwoi oc ` Eleam MIgn T¢T '-1 ~ 251 '81 B9 26 mtth Non 11I 161 ~01 25 ' dL 3+~ l0 42 . LOW T2T NA NA I NP I N~ ~ NA NA _']I 'JI ' N0n 'IPINAINAINGiNA 01 2~ JOOOHS HigM TBm ^I 2e ' 261 11+ 3' 99 IOtprtppl. NOn ~~1 2'~ ~ dB 19 Ja 2:1 39I 35 15 LOW T2T NAINN NPINAiN♦ NA 1 'JI "I '~I 2' 19 N011 YAINAINAIN>IN4 NP I"f1 'ol 2'I 221 25 Nom/Strobe -15 ed AVERAGECUFRENT(mA) t YV MoEelf N V Mo eeln l MlgMlow TemP 10. 5V 12V 17V 20V 24V I 30V Tone Volume NOn - rwn oc vwn oc vvm x~wA oc 'Wa oa ~w= Elstlm Hign Tem 170 124167 95 149 )BI tOt ]8 92 'S ~n mpCh. NOn 1)0 t2. 16~ 95 1<2 69 98 ~6 ~001 ~6 UB LOw T¢m vA NA N41 NP NR NA )CI 92 661 93 oJ I]Y NOO N~ N6 NA NP NA NR T, °2 6313 3000 HS Hlgh T¢m =+IV2 12516B W u< 891106 8~1 199 8)IU5 Intertupt Non 'aa 1]] 1151 11,0 95 ta5 101 102 90 1 a61 2l11<2 LOw TBm Y4 NL NAI NP NA NP ]31 94 " 95 6]I'.94 NOn `14 1 NA N41 NG I NP I N1 '2~ _ Fnl <ql t~2 Page 2 This document is not mtended m be used lor installacion purposes. Horn/Strobe - 75 ed ona NIgNLOw volume Temp N. AVERRGECURRENTJmA) 12V MeaN~ I4V NeMlf 10.5V I 12V 1]V YOV NV 30V :c s a x rwn oc swn oc wn oc rwn oc swn ` EICCVp M9p Pm NF NT NR NP N!INR 1641 19~ f~B 16) lll 161 meth. Non NA NA NN NA NA I N4 1631 IBB 46 Ifi9 132 169 ~py~ ?¢T NP N~l NA NA NP NA 1561 192 Ofi 160 119 156 NOO N4 N1 NR NA NA NA 15] ~BB 1JI ~BZ 119 19 JOOOHI H~9M1 T2T NA NAI NA NFIN/ N.~ t69 196 ~5~ 1]3 119 174 I~1lnu01. NOn NPI NA NA NF NP NA '6d1 ~93 150 175 137 1)) Lpw ?Pm N1 NA NA NA NP NR 159 1 8< 1.0116< 123 160 NOn NA 1 NA I NA NP I NA I K4 159"991'l91 `5)I 124 162 HigNLOw Temp Tona `/olume No0 AVERAGECUFRENT(mR) 12V MoEels 24V NoENf 10.5V I 12V 17V 30V„~ I]CV 30V s I,wn nc oc M~~` ot I~wx oc ` Ei2CV0- WfJh ~PT N4 NA NA NA N/ NA 1081241 155 209 144 BOC 'PCM1. NOn NA I NA NA NA NA I NA 186 1]8 16J 311 1a5 201 LOw T2mp NA I NA I NA NA NA NA 1901 0R 19 t0; 132 ~8? NOn NA I NA I NA NA I NA NA ~Bt I 2II 15~ 10!1 2 19G 3i00 HZ roan i em NA I NA I NA I NA NA NA t93 i<6 ~69 tlal 152 I9i I^IpffuOt NCn NA NA NA NA NA I Nn 10811<0 16l 21] ~50 31C LOw TPmO YR I NA I NA NA NA I NA 183I 2341 19 2061 136 i9I rypn N11 NP I NP I NA I NA I NR 1821 2'21 '561 2051 137 l9$ Horn/Strobe - 110 cd A05-93G-02 Horn/Strobe -15/75 cd r_...,. to a Class A, Style D circuit for connection to field wiring. The DS9411 connects to one of the panel's conventional inputs. DS9414 Class B to Class A NAC Converter ` Converts a reversing Class B Notification Appliance Circuit (NAC) to a Class A circuit. It is compatible with any Class B, Style Y NAC that uses a 2.2K ohm EOL resistor. When used on a Class B, Style Y NAC, the DS9414 implements a Class A, Style Z NAC. The DS9414 connects to the NAC output on the panel. r ; DS9432 Addressable Eight ~ Point Input Module g Provides eight supervised ; points for connection of additional Normally Open inputs. Connects to multiplex bus. ;i lf , to eight are allowed per DS9400 system. Connects to the option bus. DS9447 Remote LCD Keypad Four-wire alphanumeric keypad that combines system annunciator and controller functions. It operates identically to the built-in user interface on the DS9400. Up to four atlowed per DS9400 system. Connects to the option bus. DS9457 Single Point Input Module Provides one supervised input zone for connection of conventional Normally Open inputs. Connects to multiplex bus. DS9434 Four-PointExpander The DS9434 plugs into the control and provides four additional conventional Class B, Style B loops that are identical in characteristics to the loops on the control. Only one per DS9400 system. DS9460 Dual Point Input Module Provides two supervised input zones for connection of conventional Normally Open inputs. Connects to multiplex bus. Installation Instructions for the DS9457 Single Zone Multiplex Input Module 1.0 Description The DS9457 is a Single Zone Multiplex Input Module that is designed to operate with compatible multiplex systems. It is intended to monitor conventional Normally Open or Normally Closed dry contacts and report their status as multiplex addresses to the control system. The DS9457 can monitor one loop and provides a separate tamper loop. It occupies one mWtiplex zone address on the system. 2.0 Specifications • Control Panel Requirements: The DS9457 is designed to work with the Detection Systems DS9400M AddressiFire° 255 Fire Alarm Control/Communicator wrth a DS9431 Multiplex Expansion Module. The DS9400M requires ROM version 2.0 or9reatec • Wiring: Refer to the DS9400M Feference Guide (P/N: 44578) for the DS9431 Multiplex Expansion Medule wiring requirements. The length of the wtring connected to ihe protection loop (and tamper loop) on the DS9457 must be less than 250 ft. (76 m). • The recommended wiring to the control is standard tt78 (1.2 mm) or #22 (074 mm) AWG, quad (4-wire) cable. Do not use shielded or twisted pair cable. For UL Listed fire applications, #1 B AWG (1.2 mm) wire is required. irv1FUH1AN f • Current Drew: 0.35 mA (Standby and Alarm). • Minimum Voltage For Operation: 8 VDC peak. • Operating Temperature: 32°F to 120°F (0°C to 49°C). DS9a31 Murcivlex Exoanswn MoEule eus aus eus eus A. A. D. B. NOTE: Bus A or Bus 8~ Alarm Conlact may be used ■ • x x (Narmany Open) Red ~ Black Black N/O U5e 67K ohm PIN'. 28010 O~anye ~v~ ~rnfireaPO'iwticns. Black Tamper Switch (NOrtnally Cbsetl) NOTE: x II not usin91he tamper arcutl, conneq me orange anE 11 Elacktamperwirestogether. NOTE: Bus A or Bus 9 may be useG Figure 1: Contact Wiring far a DS9400M FACP using a DS9437 Multiplex Expansion Module ~I For UL Listed fire installations, Normally Open (WO) U contacts must be used. MPOftTANT oss4a+ Mullrolex Frtunsm Mnaule eus aua ew eI A. e. s NOTE: Bus A or Bus B may Oe usea • x • ReE 3.0 Installation These instructions assume ihat the Control Panel is installed and is working properly. The DS9457 must be programmed before it is installed. IMPORTANT Program the DS9457 and the control panel as described in ihe panel's Reference Guide. Disconnect the power to the multiplex loop before runNng wires and connecting the DS9457. Connect the DS9457 as shown in Figures 1 and 2. 4.0 Niultiplex Progremming Consult the DS9400M Relerence Guide (P/N: 44578) for programming information of the DS9457 Multiplex Module. Oranve Smoke Delecl0r p$9000MFACP (eg..DS250)MB4W1 Smoke Smoke - . tamcer swncn (NOmalty Close0) I EOL Reiay I Ieq..E0LI0o) EOL PM. 28010 Figure 2: Smoke Detector Wiring for a DS9400M FACP using a DS9431 Multiplex Expansion Module Detection Systems. Inc., 130 Perinton Parkway. Copyright O 2000 Detection Svstems. Inc. Ms) Fairport. NewYOrk. USA 14450-9799 DS9457 Installatlon Guitle (716) 223-4060 •(888) 289-0096 • Fax: (716) 223-9180 P/N~ 42579B v-l,a m cmlu 03/00 Chemeiroriic~° Electrical Ratings 6-125 Volts AC, 3.0 Amp. H EA~' D L~T~CTO R 6-28Volts DC, 1.0 Amp. 125 Volts DC, 0.3 Amp. S E R I E S 600 250 Volts DC, 0.1 Amp. Designed in aceordenca wilh NFPA Stantlartl 72 SPECIFICATIONS 1-NO 2-NO Mazimum Spacing Identification on Circuit Circuit Allowance' Heat Collector Model Model Description Avpiications UL FM N/on-e~ 601 621 Rate-of-Rise snd Normal temperature 50 x 50 ft. 30 x 30 tt. For Two Fixed Temp., fluctuations and ceiling Indepen- 135°F (STC). temperetares not dent exceeding 100°F (38°C) Signals Gray Ring 602 622 Rate•of-Rise And Normal temperature 50 x 50 ft. 30 x 30 ft. For Two Fixed Temp. fluctuations and ceiling Indepen- 200°F (94°C) temperatu•es exceeding dent 100°F (38"C) but not Signals 150°F (68°C) Gray Spot ~ 603 623 Fixed Temp. Unusualry violent 25 x 25 ft 20 x 20 tt For Two Only 135°F temperature fluctuations . . O ~ Indepen- (STC). and ceilirtg temperatures dent exceeding 100°F (38°C). Signals Gray Spot & Ring 604 624 Fixed Temp. Unusually violent 15 x 15 ft. 15 x 15 ft. ~ For Two Only 200°F temperature fluctuations ~ Indepen- (94°C). and ceiling temparatures dent exceeding 100°F (38°C) Signals but not 150'F (66°C). *Refer to NFPA Standard 72 for application requirements Listing and Approv: :s: • UL I_isted • FIVi ^.opro:•ed • California State F,. e Niurshal Listed • Approved Board of Standards and Appeals, NYC (MEA) DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 11353 ~ BUILbING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE Date : 10/19/2000 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Property Owner : Property Address : 3244 YOUNGFIELD ST. UNIT G Phone : 232-2424 Contractor License No. : 20803 Company : Ireland's Own L.L.C Phone : 303-366-7021 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this pertnit application are accurete, 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 condkions printed on this application, and that I assume full responsibddy for co ippliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat.Ridge tlinances for work under this permit. (OWNER)(CONTRACTOR) SIGNED " DATE/V1 /,~D Construction Value : $140,000.00 Permit Fee : $1,217.75 Plan Review Fee : $791.54 Use Tax : $2,100.00 Total: $4,109.29 Use : Description : RESTAURANT REMODEL/ NEW BAR/ INSTALLATION OF NEW KITCHEN EQUIPMENT BUILDING DEPARTMENT USE ONLY SIC : Sq. Ft. : Residential Units : Electricai License No : 193: Mechanical License No : Company : Electric Works, I Company : Expiration Date : 9/6/20C Approval : OK/KS Expiration Date : Approval : (1) This permit was issued in accortlance with the provisions set forth in yopur application and is sub~ect M the laws of the State of Coloratlo and to the Zoning Regulations and Building Code of Wheat Ritlge, Colorado or any other applicable or0inances of ~e Ciry. (2) This permit shall expire iF (A) the work auMOrizetl is not commenced within sixry (60) tlays from issue tlate or (B) ihe building aufhorized is suspentletl or abandoned for a period of 120 days. (3) If this permit ezpires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans antl specifcations and any suspension or abandonment has nol ezceetletl one (1) year. If changes are made or if suspension or abandonment exceetls one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done that will change the naturel flow of water causing a drainage problem. (5) Conhactor shall notify the Building Inspector twenty-four (24) hours in atlvance for all inspections and shall receive written approval on inspection card before proceetliing with successive phases ofthe job. (e) Thyqa$uance of~ rmit or ihe approval of tlrawings and speciflWtions shall not be consiruetl to be a pelmit for, nor an approval of, any violation of 01e provisions 9pthep ipy~Et~ls or any oMer ordinance, law, rule or regulaUOn. DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 11353 BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE Date : 10/19/2000 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Property Owner : Property Address : 3244 YOUNGFIELD ST. UNIT G Phone : 232-2424 Contractor License No. : 20803 Company : Ireland's Own L.L.C Phone : 303-366-7021 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 b onditions inted on this application, and that I assume full responsibility for c ce with eat Ridge Building Code (U.B.C.) and all other applicable Wheat Ri opdnances orlyy~lder this permit. (OWNER)(CONTRACTOR) Description : RESTAURANT REMODEL/ NEW BAR Construction Value : $140,000.00 Permit Fee : $1,21775 Plan Review Fee : $791.54 Use Tax : $2,100.00 Total: $4,109.29 Use BUILDING DEPARTMENT USE ONLY r~WlwSIC : Sq. Ft. : Approval : Zoning : ~ v?ew°s4O~se, OK 10/13/00 Approval: DM ~~NlRb 1 Approval: Occupancy : Walls : Roof : Stories : Residential Units : Electrical License No : 19359 Company :Electric Works, Inc. Expiration Date : 9/6/2001 Approval : OK/KS Plumbing License No : Company: Expiration Date : Expiration Date : Approval: Approval: Mechanical License No : Company: (i) This permit was issued in accordance with the provisions set forih in yopur application antl is suhject to ihe laws of the State ot Coloredo and to the Zoning Regulalions and Building Code of Wheat Ridye, Coloredo or any o[her applicable ordinances of the Ciry. (2) This permit shall expire if (A) the work authonzetl is not commencetl within sixry (BO) days from issue date or (e) the building authorized is suspended or abandoned for a period of 120 days. (3) If this permit expires, a new pertnit may be acquired for a fee of one-half Ihe amoun[ normalry required, provitletl no changes have been or will be matle in the original plans antl specifcations and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one ('I) year, full fees shalt 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 problem. (5) Contractor shall notify the Buiiding Inspector hventy-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 is ce of a permit or the appmval o( tlrawings antl specifcations shall not be wnslruetl to be a permit tor, nor an approval of, any violation of the provisions oKthui ing rpde any other ordinance, law, mle or regulation. OC7'Y~~ C ief Buildin spector UEF'ARTMENT 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) APPUcAT%oN Building Permit Numice- Date PropertyOwner: ('pDKi Lb'lc~ UI1Ll~lJ~l~ /1~.(L"S 3~~. ~,5~✓~~1~C PropertyAddress: 3~yy Y0(,(.jAPlCC kk,f ~ Phone:(JD~-Z3Z- 2 V2~/ : o $D 3~~ Contractor License No. Z Company : lYet6-nd 5 Q WY\ Phone : OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certity that the setback distances proposed by this pertnit applieation are accurate, and do not violate appiicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrietions of record: that all measurements shown. and allegations made are accurate: that I have reaC and agree to abide by all conditions printed on this application, and that I assume full responsibdity for mplian ith the Wheat Ridge Building Code (U.B.C.) and ail other applieable Wheat 9 ordin s, r work under this pertnit. Construction Value : l k p, o 0 0 Permit Fee : Use Tax : Total : (OWNER)(CONTRACTOR) SIGNE DATE orT. 3`°zo;✓ USE : ~Q= CJ~aND'S O W rV C~. \.~r, (1 Description : R.=s T^" mP"ti" Iz~ fb A. z ~=~"~L' KtT(~F(: N EGYv;PM="NT. BUILDING DEPARTMENT USE ONLY Zb"~f~g'CSrtlenSIC : Sq. Ft. : Approval : Zoning : BgT_rdl L' r- ,q6~ J~ I c~ / C~ Approval : l~ P c~ Approval : Occupancy : Walls : Roof : Stories : Residential Units : c -t ~ GIortrical License N3✓ Plumbinc~ Licens No : Mechanical License No . Company :Sle c{riC, wCY~~ Company :A(p=G1 Company: /T - V'F- Expiration Date : Expiration Date : Expiration Date : Approval : Approval : Approval : (1) This permrt was issueE in aaoMance with the proviaions xt fonh in yopur appllnGOn anE is suEjeQ to the laws of the State of Colo2tlo anE to the Zonmg Regulatlons anE Builtling Code M Wheal Ritlqq Colontlo or sny other apPlinble ortlinances af Ne Ciry. ' (2) This permit snall ex0ire A(A) the vrork authonzeE is net.mmmencetl within siaty (80) Cays hom iuue Eare or (B) Ne builtlmg autnonzeC is suspendeE or abantloneC lor a peno0 ot 720 Oays. (3) I( Nis permit expircs, a new permR may Oe acquireC tor a fee of ontrlialf Me amount normalty repuireE, proviEeE no Uanges have been or wlll be matle in the onginal plana anE spedGntlons antl any suapension or a6antlonment 1as not esceeCeO one (1) yeac If Uanfles are ma0e or rt suspensian or abanEOnment ezceeds one (1) year, NII fees shall Ee pai0 for a new pemtil (a) No work of any manner snall Oe tlone Nat will change the naNnl Ilow of water wusing a tlrainaqe problem. (5) Cont2ctor ehall noGy the BuIlCinfl Inapector twanq•bur (24) Murs in atlvance tor all inspections anE shall receive wntten aDPmvaI on inspecBOn wrC Eerore Groteetliing with sucxssive phaaes of Ne Iob. (6) The issuance o/ a it or the aOPmal o( tlrawinys anE sperifipUOns shall nol be mnsWed ro be a permil tor, nor an apDroval oL any viola[ion of Ne pfoviaions of the builEing e pp#ny,eper oNinance, faw. mle or regulation. l.-_ O.6.. ~ G a11 .C, . S rhv aK.. - a y>Sbo YA t,i (Vrr-rinlG, r 1~ 300 v-4 eGv,Cr+t~rT t 3) Gor v4 3600 YP X 1 3Y,~bo Iy ~~.f 13 ~b~ ~ loG o ~MPs eK%sT14e- '{00 A7AP 17~SLdN~Cc.~- Fi/Se~9C ~OU A-rQ 5 cJ% 424r -s~2~ S~0 ~C.wt R2.~W1-4 an T pFF~EL JaoA-RJ ~ a ioo omp su%5 f~we2 ~voo ya iPt*~t, rl&~s .A.f c, .A ~ jy Rocky Mountain Fire and Safety I Inc. 3745 EAS7 50TH AVENUE • DENVER, CO 8021 E (303) 329-0345 • FAX (303] 321-1232 • t 800-297-3109 FACSIlYIII.E INPORMATTON SHEET Name of Individual Nazne of Firm From Total Number of Pages Date: 7 Mocrth Day _ Including Information Sheet Time: Year AM P-M. corrFmErrrtAJ,rrx sxnTENMrrr T'hc infomiation contained in this facsimile message is P1ttV7S,AGED CONFIDBN"TTAL infrnmarion which is intended onlv for the use of the individual or entity named above. If the reader of tkris message is not the intended recipient, gou are here6y notificd that any use, disseminat'ron, dism'bution or reproduction of ttns message is strictly prolubited. If you have received this message in error, please immediately notify us by telephone and return the originai message to us at the address listed above via the Unitcd States Post Office. TF YOU DO PTOT RECEIVE ALL PAGE5, PLEASE NOT'IFY IIS Lm-jMbTATELY' T0 39hd 381A 1W AA006 ZFZTZZE.E.OE TZ:f.E 0P9L/LZ!Ea U~•~'t-l~"/ ^ Z ~ ~ ~ . pP~ M~ ■"i sk~ p M ~ ~sx i n Y It . . ~ w 0 m a ~ y ~ J 4• V ~ p N ~ s S ~ p M ~ 0 ~ q W~ 0 w i Q ' J 'a ■ ■ ~ ~ G ~ tl O ~ F ~ h S O ~ i~x a °xZ ~ b # ~A 4° t F :°-8 •-i~ ~ ;a: ~ . ~ ■ t~ Q O ~ F ~ t' V~ W ~ a a ~ ~ : ~ s a ~ ~ • ~ ~i F~ ~ ~f~ ~ ~ ~ ~ • ~ ~1 a f> > r t' yq O~ e~aM~^~ l ~ ` ~ Aa` i f~ ~ t O Y~ Y~~ t O O~ Y • ~ ~ ` • ~ ~~L ~ ~ f w1~k'Jv 1 ! 1 1 t w J ~ ` R NN N r r ~p tN (~1'~Y~fY A 1 i ~ O ~ W O■~ h f ■ ~ ► ~ q yy~~ ` ■ y j 38zJ lw ~„+aoa UaitU'-ae r~:re oee'-/ZZ!bo Ze 39yd 3i;T-02-00 11:21 FRUM:RESTpJRaNT SOUP.CE 7-032572711 `J:3032328".91 PRa'E:EO1'0E5 . SEP 29 '09 03:SE1PM CFPTIVE-R7RE IENVER P.2 ~ . f ~Ev ME=' DENVSR OF[7C! 7942 BvaFaa PultwaY, 8m. 205 8vaep*m CO 60439 Phone (800) 723-2720 m (309)690.4318, Fa (303)OT04528 Bmail Addmee; mLA294mpjhm9t&Rm Septen6er29,2000 pl'op0,4al To: TLe Rattwnot &iuroe saann: soos w..nmgm ac Dmver. CO 80216 Pgne: (903)196-1664 Attn: Tary Jaa Nop+i Abnqafk W. pn,poee m fumleh !6e foilowlna equlpnad In wcordwe w,lh tTu GptivsAfro 9yr.enu abmltul Ptodiwtloo will oommme upon roplpt uf sIOwture hppW a PutoMee OrEa, tpptCril Of HubiNiW M4 sppmvod mdll PRn k l NCAlBB Bxtuwc-0nly Unu wr I e^ opblan Exnautt Fan P.xhuurt Fan NsWla 4000 GFM @ 0.730" wa. Fan run R IOZB RPM. Exnwn rrwmw. 1.500 HP, i rn..e zos v ~ I, YENN (ire~w Cup 1br P.xMuK Fan Fra f12 NG16S ExtuuebOniy Uidt w/ 3 B" Up61ut Hxhauet Fan 8xhwtt Pan LMdla 4000 CFM a 0.750" wo. Fm nw et 1 U28 RPM. 1Bxheurt Moar, 1.500 HP, 1 Pluse 206 V l~ PENN Linue (bp torExhwrt Fan Fan #1 ~ NHMUA3,I1-Ci 1 B HMUA LMtt w/ l8" Btower and iZ" Bumm in NHMUA3.12 Houiing 9uppty Pan 6andlas 5600 CFM I& 0.300" wo. Fan rune ot 708 IlPld. 8uppty Motor; 9.000 NP, l Phae 230 V 1- Inhke Hood NKMA-3 . A g Carb N 1 Curb 21"aq x 20"h On Fm H t 1- Veaqd Bw Lbr Curb CLrb Y Z Curb 27"iq x 20"h On Fan M 4 l • VaUed &w !br LSub Curb N 3 Curb 73.25048"720"H IN9 tasulated On Fan f13 SFP-29-00 16:59 FRI TELJ D>RESTAURHIJ7 SOLRCE PRAE:O@2 Ry98k ICi-k92-'~tb 11:a.: hkLi'u:-.'~~1HJkHN! .'-.UJkLt dl5c~i2(11 ..J:3~73-_Ct_t51 _~na~•cr~cc~.~ . SrP 29 '00 03:56'11 CfiP?IVE-AIRE DEPMlER F.3 CAPTiVf.A.IRE 8Y8TEMB, INC. sueulw Puiqe It t 32111002 3 Phw. W/ 2 BxhouR Fn(4 1 Suppy FM Bztr.rt Ln Fira I• 7.000 HP t phe 230 V UpqMb I• 12x16 Bninlon aud Box OMMOLOM (P 01 FuN1 Mvtorlmd Bwk Drdt Dmwr 77.5" a 70.73" for MiWUA3. NSAU7 . FRL'16HTiNCLt7D8D. TAX&1ADDI770NAL. pop 1 , By 0lFm • InpYw" dUOtwwk PYCbbL JI aWR10d alld kiL ~+T. Md bdMC4 W p' ~I~e1C *+ldawn for Me yNOm lwoW9, rrara: cwemu t: nwomble mr aaawoW Moc oe"r u. rwu dooomt ewroAM C4'wr 'Mr eelar of a~drwiw YEor ar *ddfdecd Mp1 by 4Ye rg1Mm dbM tl~ j ind ~w~~14 pemJb,1W ar Y~M tal~ bp bW aWlerl4'. ~bmNW wlll ~pclry+Pplto.oN w molhola Ws ProPaa Yenby W suniib mnMW end bbor awepiw in ~eaordnea wI0 CapivaAip 6ynenr $Wlllvdoiu. fawwmef.~ Aodu.f9 1. PQ'mW Wbeardarfellow: Aoospma alProooul: TtY Abew prICO{, ~*Md001 Wd oolldltloN YI MtlOotod aiA mh,b7 vowMd. Yw ue wlhnelmd to da tlrc Wa7c aspwitW. Pqmm wUl b ndo In raordWwe b nt 30 day wm. nutlwlik BlPUM~ !wn AW 91{naun; Dro etAarpOaoe: NOk: PI1D/CW MIv b wiY*arrs by W 1f eet uM/td vhhU 007' SEP-29-00 16:59 FRI TEl) IDX7ESTp.OC1N' SOLRCE PR@E:003 R=97x . . , - . P.5 g9:44PM CRPTIVE^RIRE DENVER i ~ -------r- R -I ~--T yJR 1 q 98 I ~ ~ 9B ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ , r ~ SLfJ-27-00 16:45 7LE TEli ' ..,n ro~•acw rG']1x-PCT~:a ill tit IG)RESTRIRRNT SQIRCE vqQE:aes R-97% STl~lp?FOK' 3_7mf0s 1W"IH1S3d;L:Q'13 t?:ST 30-20-1.:"u, ,rip+ 27 - ±y IM = 0 O ❑ 4 rl ~ I ~ II 0 . u ro - P ~ W N 1 ~ ~y B ~ # A k ~ A ' a a a a ' a1 ai al a ~ u n ~y i 8 ~ i Y Y 0~ ~6; 9~ ~s~i dfj A 8 B ~ 8 ~ ~ ! 3 9 ~ ~ ~p ~tt ~tt ~tt ~ ~ ~ 3 7 ~ ~ S JIRl-27-00 16:44 TiJE TE..I ID)RESTFAWT SOURCE PqCaEi604 R=913% 1NH~I~15yd~b:i~b~ S?:SI :j0-c0-1JG__ SR[]ib02~3~Hd TE~8~;2£0£~G1 STd2162£OE 308p0.3 , ~ SW 27 P80 .~23:d5P6/ f'miruc_nT~ nrr,Rlre . . . . . . . . i~ i . ❑00 I m 44 I ~ ~ rn ti ~ td m ~ a a ~ 'G F N y ~ ~ N .a x ~ JJN-e7-6a 16:46 T1.E TEl) IDMESTfiNRANT SQLRCE pqGE:F96 R=97% Se0.s0a:3°`H~. LTL2GE2fOR 30IfOSF.P:T? a~~~~'~ °~'~'x~wnar,rsFsor DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 11285 _ BUILDING INSPECTION LINE - 303-234-5933 Date : 10/5/2000 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Property Owner : Property Address : 3244 YOUNGFIELD ST Phone : 303-232-2424 Contractor License No. : 20803 Company : Ireland's Own L.L.C Phone : 303-366-7021 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value : $1,000.00 I hereby certify that the setbaek distanees proposed by this permit z and do not violate applicable ordinances, rules or regulations of the covenants, easements or rostridions of record; that all measuremei made are accurate; that I have read and agree to ablde all condiapplication, and that I assume full responsibil' for ience with Code (U.B.C.) and all other applipble Wheat rd nance.~0F (OWNER)(CONTRACTOR) Description : DEMO LIGHTS, ELECTRICAL, FLOORS Use: Total $38.75 $0.00 $15.00 $53.75 BUILDING DEPARTMENT USE ONLY ~ SIC : Sq. Ft. : Approval : Zoning : Approval : Approval : Occupancy : Walls : Roof : Stories : Residential Units : Electrical License No : Company : Expiration Date : Approval: Plumbing License No : Company : Expiration Date : Approval : Mechanical License No : Company : Expiration Date : Approval: (1) This pertnit wae Issued in accortlence with the provisions ael toM in yopur apqksrion antl Is suq act to tlre lewa of ttre Ste[e of Cobredo and to the Zoning Regulatlons antl Building Code o1 Wheat Ritlge Coloredo or eny other applicade adinences of Ihe Ciry. (2) This pertnil ahall expire if (A1 the wak auMwilzed is not comnren~ad wlthin sizry (80) daya from isaue date or (B) Me buildlip euthaized is suspeMeA a ebandoned for a penod M 130 days. (3) II this permlt expirea, a new pemlil mey be acqulred for a fee o1 onahalf the amouM normely requfred, providetl no changes have Ceen of will Ce made in the original plens and apeciRCaLOns antl erry auspensron or abantlonmetrt has not exceetletl are (1) Yeer. U cha^Oee ere made or H suspenalan or abandonment exceeds one (7) year, full kes shall be paW Por a new permN. 4) No work of any manner ahell be done thet will change tlie nelural flow of watar oeusing a tlrelnage problem. ~5) Contraclor shall notiry the Building InspectorMrenry•four (24) haurs in atlvance for ell mapectlons antl shall receive written epproval on inspectlon esrE before proceediing wtth succesave hasea of Ne'ob. (e) The issuance permtt or approval ~d2wings entl apecificatlwne ahell nol Ea consWetl M be a pertnit for, nor an approval of, arry violatlon of Me provislona of the bui e r ortlinance, law, rule or repula6on. are accurete, permit Fee ieat Ridge or and anegations Plan Review Fee id on this t Ridge Building Use Tax e DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Numcer B'JILDING INSPECTION LINE - 303-234-5933 . CITY OF WHEAT RIDGE Date 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) APPLicR-rioN Prooerty Owner n ' IOAS (cwcejTJ' Property Address : 32 q L{ }~l,~q~7~ld S~• lf.t-, Phone ~~o ~)Z 3Z ~ Z v Z y J Contractor License No. Company : OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this pertnit application are accurate, and do not violate applicahle ordinances, ruies 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 responsibiliry for compliance with the Wheat Ridge 8uilding Code (U.B.C.) and all other applieable Wheat R' ge ordina , for ork under thls pertnit. Construction Value : i,(y p o Permit Fee Use Tax : Phone: Total: I (OWNER)(CONTRACTOR)SIGNED DATEo~'r~ 3°°z.ca'US2: S¢.~c~...,u'3 o w N C... Description `lQ BUILDING DEPARTMENT USE ONLY Z3F n1--9'-_C6rtlff ff -fs9 SIC : Sq. Ft. : Approval~ Zoning : Buifd~n omm~Fi st~.~ ~ Approval: /;/Jt ~ Approval : Occupancy : Walis : Roof : Stories : Residential Units : Electrical License No : Company: Plumbing License No : Company : Mechanical License No : Company : Expiretion Date : Ecpiretion Date : Expiration Date : Approval: Approval: Approval: (1) This permit was issueC in acwr0ance wiM the proviaions set forth in yo0ur aOPliplion antl is suDject to the laws ol the State ol Coloratlo anE to the Zoning Re9uiatlons antl @uiltling GoEe W Wheat RiOqe. Cdoratlo or any oNer aDPI~DIe ortlinsnces of Ne Ciry. ' (2) 7his pnmtt shall expire if (A) the work authonzeE ia not commenceC wMin sinty (60) tlays trom issue tlate or (8) the builtlinq auNOnzetl is suspentle7 ar abantloneE kr a peno0 of 120 days. (3) If lltrs permil expires, i new permit may be aCpuiretl Por a(ee of one-hel} the amount normally repuiretl, proviEetl no rlhanges have been or will be ma0e in the odglnal Olans an0 spcdfia4ons antl any euapension or abaMOnment has not exceeCCd one (1) yeac If Uanges are matle or if suspension or aEantlonment exceetla one (1) year. NII fees shall be paitl for a new pemtit. (4) No work of any manner snall Oe tlone Mat will changs the naNnl Ilow of water pusing a Eninage OroDlem. (5) Contrattor ahail notly Me Buildiny InspxWr iweob•rour (24) hours in advance kr all inspecaons anC snall receive wdtten approval on inspecUOn rartl berore Oroceednn9 wIN sucxeaive phases W the Jo0. (6) The issuance ol a pamit or the aOProval ot dnwings anA apetifica0ons shall not be WnsWetl to be a permd for, nor an appmval of. any violation of the provisians ot the builainq toCes qr any,Ather orOinance, law, rule or regulation. Chief _ zDEPARTMENT 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) Property Owner : Building Permit Number : 11297 Date : 10/9/2000 Property Address : 3244 YOUNGFIELD ST UNIT G Phone : 232-2424 Contractor License No. : 18589 Company : Precision West Sign Phone : 278-2902 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setbaek diatances proposed by this pertnit application are accurate, and do not violate applicable ordinances, rules or regulations of the Cky of Wheat Ridge or covenants, easements or restridions of record; that all measurements shown, and aliegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibifltv for compliance with the Wheat Ridge Buiiding Code (U.B.C.) and all other applicable Wheat Ridge ordmances, for work under this pertnit. (OWNER)(CONTRACTOR) SIGNED DATE Description : CHANNEL LETTERS - STORE FRONT SIGNAGE Construction Value Permit Fee Plan Review Fee Use Tax Total $1,500.00 $15.00 $0.00 $22.50 $37.50 Use: BUILDING DEPARTMENT USE ONLY SIC : Sq. Ft. : Approval : TRC Zoning : C-7 10I9100 MUST BE U.L. LISTED Approval: BG Approval : Occupancy : Walls : 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 permil was issued in aaordance wfth the provisbns set forth in yopur application and is sub1'ecl to the laws of Me Slate of Colorado antl M the Zoning Regulations end Builtlinq Catle W Wheat Ritlqe, Colaatlo or any othx appliwbla orUlnances of the Cily. (2) This pertnit shall racpire if (A) the work auNonzed is not eommenced within siuly (80) tlays trom issue tlale or (B) the builtling authorizetl is suspentled a abantlonetl for a periotl of 720 days. (3) If this permit expires, a new pertnit may be ecquired for a fee of one-half the amounl normelry required, provitletl rro changes have been w will be made in the original plans and specficetlons and any suspension or abantlonment hes rrol exceeded one (7) year. If changes are matle or if suspension or abandonment exceeds one (1) year, full fees shall be paltl for a new permit. (4) No work of arry manner shall De tlone thel will chanpe Me naNrel flow of weter causing a tlreinage problem. (5) ConVador shall noti(y Me Building Inspector twenty-four (24) Mura in advance for all inspections and shall receive written approval on inspecdon wrd before proceediinp wtth successive pheses of the iab. (8) me ninw~~~or any oMe pordinence, Isx~r9ule o d s ~pedMCations shell nM be construetl lo be a permlt for, nor an approval of, any viola6on of the provisions iI Oc'c05-00 09:38A DEVREVFAX f)EfiARTMENT OF PLANNING AND DEVELOPMEW BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Propem/ Owner BRW'j(_ j Property Address UN Contraetor License No. : OWI i, 2/CONTRqCTOR SIGNATURE OF UNDERSTANDING ANO I herel certiy that the setOack tlisqntes proposeL by this OermK applipGor antl 0: ot violate applicable oMinanCSS, rules of rogulationa of the City of W cover; ~s, easements or restrietions of rooor0; that all meuurements shown matle n, aceu,,ata; that I hava road and ayrce to itle by allqb ntlitipns Dnnt ap0liu':ui, antl thal I aeeume full rosponsibiliry r eompluna6 wilh the Wha CoOe 1..B.C and all other apDliqbb Whwt ~0 ortlinaofis !er W~~ ~iM (O WN (A)(C UNTRACTOR) 303 235 2857 P.02 Building Permit Nur,:c=- .Id/t~ lo Dat= / / ti -0- G Phone: ~fll~ 0( -2 f), I BUILDING DEPARTMENT US:? ONLY Approval : 'IQP Zoning : C• III, Approval : jU1q,111e P,";:'k Approval: CccuRnncy: WaUs SIC h1e, s/ 41 e, 0. 1. 4, 517icl/ Roof : Stoi es : Residential U Electncal License No : Com; any : Expi, atiu,i Oate : Appr: wl : Plumbing License No : ~ Company: ~ Expiretion Date : Approval : ! Mechanical Licens Company: ~~A Expiration Date : Approval : (i) T iis pamt wu isfuep p4d»rGnOt wiN yy provhWni rt pM in yppur appNatipn aM is: uqq ro Ma laws a/ me State of CabnOO arw ro tne Zawq (2, ,+P9ul~tlon~ anC ButlElnu CeEe al WMst Ritlp~ CqoeWO a nry otlr aYqMyOk aain~neaw d m~ Ciry. ~ o°^^'~+h+u eiWro N Nl ew.ork wttwnzia is not mrmNnun w~yqn aory (eo) aays hcv iuw aaa of ~e) ma euiiainp auuan:ea ~s s~apenaw a ,5anaon.a ro. ■ panou a 12o wy.. , M t tnis Wmul eKpiru.. nw Mmut rtuy wawuirW for ■ M a oi"al1 iM rnoum normb e9uina. Wm'Maa no Wrpaa have Oean or vMl ee rru00 in Ine ~dVwW a~ ~3livisficisom, aid NY SuSVWtWw aobi110p111M111 M611W YCNtlM pN i I) yeir. If tllYqq an TiEe Or d suspelyqn w iEaMOMMnI aabs ar (7) ri+r. M hu tlWi 0eooldfor a ~pemW. (a) ..o wrork of airy m~onx wu w aam uw wiu Cwp uw nnuM Ilow awaur uump a mil.q@ poerm. (s) .'antrseiar anui noup ne euilelnp' unor.ro~ Iw~nty-rour (sq naun in aev+ric~ ror ri inspKw v ana 9nri ncww wmun aowwai a+ iniwaion nm wrore erew0unp with sucntwe PNUt a tlwp' p . (B) ~ a W~ W N~ iDp~ d4awin(1 YIO SpeCilltltlOns fMM nd De Cpn3Ciwc 0 M a pMml fpr. na an appwal W. arry vWNlqn of Ne plwisbM , r me a,uaing 'J~°"W ""1Wmer «ain■na. i.w. ivft a rpwauai. _ , F.: 0~'T~ r~fa a^ ? T Building ~ g'~4 c C;z APPWK m.a... ~ ?7~ d ~ ~ /3Q g' ~ . I &M West Sigps Sir a sasw.n,r,.eiwo.~mm ~rpraPW asAw wcpoasAa A I1Y M~T ~ tl~ fYtlw Y~M~b Y I~~YSn MM i~~ W a~wMt Y'POYtyI s n pR YM~1 MM PIV Mi1w MpwY •~N ~ MlM - pyWUu a wTp ^JrM - ma~M wnnlL. ~ Oln Y~i~m 40" ~ 20" & 13" let~ te►s ,14bruscz s - • r I ~ 16" 208" o,~,e. CUSTOYEA APPHOYAL a~~,..~ ~ rti a..m • m. su.e.. w~!Mewpm.r w~ .n~ wnwi e. ,w,oa~w. ~.mm o n n ~ ~K wJil ~O10 ~ mi~sh~e voWn~ ~ ~mnuWlW~vMU+ ~ 1 q ~`H ~w91tlr West Signs Sg~ Desgn • FaW;ce" • hsWlafirn wswwce~awo.~cnemm Taw~~.ffwlttemu F.x~(aoA~emn /'1'j lb°3 bl / 6 INSPECTION TICKET JOB ADDRESS DATE: BLDG. PERMITM ~S.j6 ~ INSPECTION TICKET Jos l a ~f ADDRESS l DATE: BLDG. PERMITM /PERMITR BLDG. CONTR. IJ~/~'~' SUBCONTRACTOR ' ` ~ rcr. 1 DATE INSP. REQ. iTYPE OF II INSPECTIO REMAFiKS INSPECTION TICKET J JOB ADDRESS DATE: BLDG. PERMITM /.F.~ 6 / PERMITA i BLDG. CONTR. SUBCONTRACTOR DATE INSP. REQ. 2L TYPE OF INSR INSPECTION MADE `-'1- 2 REMARKS J PERMITM BLDG. CONTR. SUBCONTRACTOR DATE INSP. REQ. n r ~ TYPE OF INSR i i INSPECTION REMARKS 0 -(.P ` W.R. FORM 619 ~ W.fl.FORM &19 ~ renwrtxursea M92#18361 f 0 ~ 0 0 ~ m m m o y c n a ~ > > m ~ Z Z o o ~s o ~ ~m m m o ~ om o Q C ~ m ~ m ~ a ~ m 3 - S j 0 m ~ m ~ y O w m Q ^ C na n ~ m m m F 0 c 9 O 'o m ~ a a 'm F 0 D ~ x m O r ~ Z LI a cc m z m N r9 C H ~ N ~ ~ W rt L'7 v r m o M m a9 o y D ~ N Z N N ~ A I W r a f' H N m rt ~ ri 0 °o -Zy.1 D 1 a 6 N < CD H n ~ CD ~ r• w W G r• a (D K N ~ O to [17 rn P. < ~ G N 0 (D < m : 8 00 0 N N ~ f Z m x D G a N N a ~ H N N rr m m m w m ~ ~ n m G p - ~ m m ~ m R m m m `m m3m~ c ao m m mps , ~m ~ O m53 a » c o - omca mn3n' C 0 ~ O m ~ Wm v a- 0002 Sm 3a n°og m m ~ =ze n,~ o ~w a - m m m onc a'cm m nv m QO V ~ O ~q m f n =s_ m0 5r F o m vov p 3 c vg mEm O~m ~ e amo m ~ f 0 T m f n ~ w V ~ ~ §o n c m ~ Pl? _ o° ~ a ~m o ~ m m m 0 (D 0 9 C m ~ A r ~ to N l 1 ~ H 1-1 ~ ^F"~ l , ~ l J ~ ~ ~ ~ z ~ ~ INSPECTIONS WILL NOT BE MADE UNLESS THIS CARD. IS POSTED ON THE BUILDING SITE 24 HOURS NOTICE REQUIRED FOR INSPECTIONS WHEAT RIDGE, COLORADO 7500 WEST 29th AVENUE (303) 234-5933 INSPECTION RECORD IOBADDRESS 3240 Youngfield Street - Michelli's BUILDING PERMIT N0. M921i18361 DATE ISSUED 8/14/92 rvPE occuanNCv OWNER Applewood Vi11aQe CONTRACTOR D C B Constructlon. Inc. 909 E. 62nd Avenue, Denver, CO 80216 SETBACMS FROM PR6PERTY LINES: NORTH SOUTH EAST West INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB INSPECTION DATE INSPECTOR Foundations Footin s Caissons Reinforcin or Monolithic Weather roofin POUR NO CONCRETE UNTIL ABOVE HAS BEEN SIGNED Concrete Slab Floor: Electrical Ground Work Plumbin Ground Work Heatin Ground Work DO NOT POUR FLOOR UNTIL ABqVE HAS BEEN SIGNED fl Rou h Electrical "C(l• Gl~ 11e_ Rou h Plumbin AirTest Gas Pi in Rou h Heatin & Ventilation (above must be signed prior to framing inspection) Framin ~ Insulation Dr wall nailin G Roofin Refri eration Electrical under round Final Electrical Fixtures Plumbin Fixtures Heatin &Ventilation Landsca e & Parkin R.O.W. & Draina e Fire De artment L 2 Z Job Com leted / i ACCUPANCY NOT PERMITTED U TIL CERTIFIC14,TE OF OCCUPANCY IS ISSUED , PROTECT THIS CARD FROM THE WEATHER. q f'}~f ~ l g~'~ ~ r - a Q ~ INSPECTION TICKET JOB 3 --'z ~ I ADDRESS,41-'t0-yUUlVq Fi !r I c[ G" n+ vz DATE: BLDG. PEflMITk 19341 PERMITk BLDG. CONTR. SUBCONTRACTOR DATE INSP. REO. 12" 7' 9Z TYPE OF INSP. n 11 ~~NN I $ INSPECTION MADE-f Zi REMARKS W.R. FORM 6-19 j ( DEPARTMENT OF COMMUNITY DEVELOPMENT 37o gWEST 4 EXTt 255 v PNOeoX 638 B CITY DI OF INSPECTION C RIDGE, ICOLIO.N Z vei in nNiY WNEN SIGNED BY THE CHIEF BWLDING INSPECTOR AND RECEIP^ED Be 4~W 3a r.e u - JOB ADDRESS v ei v CONTPACTOR reE~ Si nS ADDRESS i `J~-(~ ZIP CODE AO/ e'l GTY ~ PHONE 27~~ LICENSE NO.-~'/ OWNER PERMIT NO.Mg2#18520 PHONE ZIP CODE vv ;ONTRACT PRICE f OM 1. TYPEGround❑ Wo11Ld,1 PraccnnQu ~r S ea Se-~1~ Ir .'c ^ Tofal Squon FNt 2. MATERIAL r7~ 7~i.n n,~,Elect. Permit No. SIGNS 3. ILLUMINATION YesLJ~ NoU Typ° AD7~~~d~Z~^~ Insp~eta Zon# 4. SET BACK FROM PROPERTY LINE N^ S n E r--' W n DinoDG1-ad _ _ I. TYPE Soiid~ Mon Tlwn BO% Open~ L~~t Than 80% ~W^ H~ipM MATERIAL Z~~_ ADprcvW.2om Insp~cta E_ W FENCES 3. SET BACK FROM PROPER7Y LINE N.__ 5__ ❑ ~ ~ Diaopprovee (Sn~eifv whieh iD tr0~t) ~ OTHER I2 3. pRAW SKETCH OR SHOW BELOW, THE FENLE,SIGN,OR OTHER STRUCTURE,GIViNG DISTANCES FROM PROPERTV LINES. (SET9ACKS OR PROJECTIONS INCIUDEA) .e senxotv I MIE _ it '----A ta~t J R V~ 2~rn~2 1 c- ~ PLUMBING PERMIT G ~ SPECIFY NORTH Av STREET NAME 4 SHOW OISTANCES FROM THE MAIN BUILDING TOADJOINING HOUSES, STREETS, ANO PROPERTV I.INES; ON IRREGUTAR LOTS, SHOW LEAST DISTANCE TO PROPERTY LINES, NOT MAXIMUM OR AVERAGE DISTANCE. qPP',_.9CATIG?N FOR Pl-L!MBING; ELECTRICAL;MECNANICAL PERMIT THE THIS APPLICATION~I~~LIBE~OMEEA~E~RM1~T~7AYS FR ORMA"fE OFDIISSUANCE'O.F WORKYIS NOT S VAL p'RTED WBHlN THATITME INSPECTION DIVISION. MECHANICAL PERMIT ELECTRICAL PERMIT STATE LICENSE N0. $TATE UCENSE N0. WASH DRAIN REMARKS 1 hsiebY ocknowled9e that this oPDlica' I tipn Is Correct and understond that I Cennot sfor t this Drojeet until thia oppli- cotion ie oDGraved. I shall comD'Y with the lowS of 1he Stote of Colorado and to ths toninQ Repulations and Buildinp Code of tAe City oi Wt+eaf Ridpe. AnY viololion of the obove terme will couse immediale revocation of thia permit ~Opll<anl~ 9i0oalun PERMIT FEE USE TAX TOT----- APCHSA P GHIEF BUILC ~ ~ NOT VF~LN u~v~c~a6 ~Z ,City of Wheat Ridge Date Issu A CALL 237-8944 EXT. 255 24 HOURS IN ADVANCE FOR INSPECTIONS DEPARTMENT OF COMMUNITY DEVELOPMENT 7500wEST 29tn AvENUE BUILDING INSPECTION DIVISION PERMIT N0. M92#18521 237-8944 EXT. 255 P.O. eoX 63e CITY OF WHEAT RIDGE, COLO. THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF OUILDING INSPELTOR AND RECEIPTED BEL'JW. JOB ADDRESS CONTRACTOR ADDRESS U ~ 1 r7y~ CITY_ ZIP CODE I L ~_4LL ~ LICENSE NO F~R MISCELLANEO ~s I OWNER PHONE ZIP CODE pO d GONTRACT PRICE $ PH ONE 1. TYPE Gtpund❑ }I C' l-~V " Q) Woll ProiectinQ❑ Othar SaDFOC r F N T t l S 2. MATERIAL ~ InS p ❑ ` C" v `D Qua e a t o mif No EIKt Per SIGNS 3. ILLUMINATION Yef No 4. SET BACK FROM PROPERTV IINE TYVe N~ S= ❑ E1W ~ ❑ ❑ / 1 . Zon(L_- L~aie Inspeelor rwed Diso (Spstify which is fronl l ❑ pp --I I, TYPE Soiid~ Mora Tlwn 80% ODanCJ MATERIAI ? Lee* Thon 80% Open Height FENCES , 3 SET BACK PROM PROPERTY LINE N_ 5_ ❑ E_ W ❑ ❑ Zone_ Apprwed,2ons ImDeeta rovsd Disa (Specify whith ia front) ❑ pp OTHER 7 3 . pRAW SKETCH OR SHOW BELOW,THE FENCE, SIGN, OR OTHER STRUCTURE,GIVIh'v DISTANCES FROM RtOPERrr uNes. (SETBACNS OR PROJECTpNS INCLUDED) ~ SPECIFV NORTH 1-R V\4'e$U id STREET NAME SHOW DISTANCES FROM THE MAIN BUILDIN6 TQADJOINING HOUSES, STREETS, AND PROPERTY LINESiON IRREGULAR LATS, SHOW LEAST DISTANCE TO PROPERTY I.INES, NOT MAXIMUM OR AVERAGE DISTANCE. APPi_IC.4T6ON FOR PIUMBIN6; ELECTRICAL;MECHANICAL PERMIT THIS APPLICATtON WILL BECOME A PERMfT TO PERFORM THE INDICATED WORK pJLY UPON VAUDATION BV TMiE BUILDING INSPECTION DIVISION. s:-re~~s ,u~, r-saiar an nnvs FROM DATE OF ISSUANCE !F WORK IS NOT STARTED WITHlN THAT TIME. _ , ELECTRICAL PERMIT PLUMBING PERMIT MECHANICAL PERMIT STATE LICENSE N0. STATE LICENSE N0. 4dGiF175lZE B ILLEGAL 77N7M1AR"t Y FLOOR BSM IST 2ND 3RD 4TH Elx Sdar NQ ~ ~ ~aI . ~ WATER QASET 9 T ORCED A TEMPORARY METER WASH BOWL HOT WATER - BTU - BTU NEW SERVICE AMPS BATH TUB STEAM AIR CONDITIONING-BTU CHANGE SERVICE-AMPS SHOWER LIGHTING SINK OTHER REFRIGERATION SYSTEM HEATING GARBA6E DISF Rafri eront Grap POWER SUB-CIFCUITS WATER HEATER Pounds C~ar s UTILITY(RANGE,DISPOSER,E7C.) AUTO. WASHER AUTOMATIC SPRINKLER SYSTEM FI7(TURES DISH WASHER ELEVATOR WIRING MOTq75 B CONTROIS FLOOR ORAIN SIGNS URINAL TRANSFORMERS 8i RECTFIERS SEWERS ADDITION TO OLD WORK OTHER RES MOTORS OVER I HP TOTAI FIXTU - Ii PERMIT FEE co I hereby acknowiedqe thot this oDG f I fh ~ y c"A a tion it eorreet and understond USE TAX c • wnnot start this prolect uniil thia oppli- cation is opOrovetl. I ehall comply with TOTAL FEE 1M lowa oi the State of Colorado and to ths Zoninp Repufationa and Builtlinp APPROVED DISAPPROVED ~ ' Code of the City of Wheat Ridqe. Any iolation ot the abova terma will couse CHIEF BUILDING j P SPECTOR,City of Wheat Ridye v immediate ravocation of this permit. i 0 1%, - Date Issued 4o~~cann +o~~~~~• IT VAIID UNLESS RECEIPTEI f£_5_/u'(1 1 .~~5 3 CALL 237-8944 EXT. 255 24 HOURS IN ADVANCE FORINSPECTIONS 4 T _ ._..w~,..w x ~aMnvxcw . y..,.«_....... . ~ ...;..__,~ry. { ' l ; , ~ ~ ~ ~ t~ r~ ~ , ~ t ~ , ,a , .,.w 1~ _ ....r 4• ,i rv p l,y I.~ ~~P" ~ ~ .urww.......-...v..•~«x.u-w-.wa. ,~...,«.»...-...e~.e«m D.ew.wN^n»nr+»',+sr ~v.. ~ ~ - ..r,.,. q J f i ~ , s r ~ gi ~ , fix.. t~ i f . 00 p 1 k ~ `I ~ r' _ p r~ t i ~ ~ .elf,,,-r ~ y f 1 ~ t . , ° ° y..:~ ..rr. - _ , d.q. ~ 4 ~ i --_.r ~ .d x . , ~M_~__ ; . r ~ -w. _ _ . _ =mild ~ ~ ~ } /x . _ - ~ " ~ ~ ~'i ~ f ""`,`s. ~ ~ ; d' J i ~ ~ ~ ~ I-_ I~ ~ ~ ~ " ~ ~ x ~e P Y J ~ 3 J A? ~ ~ , u - .a_ ~...»~.~,..-..,r....~~„w_.~..__...__.~...~...,~. ~ E j _ ~ i ~ ~ 4 - ' ~ I - + j ~ I " ~ s - ~ , ' F 1 - ~ y YY ~ , _ r 1 r. ~ ~ ~ ~x ` . i F - , 3 - t Y ~"w._,. _ . ~ ' ~ y / v~~ M f Y~ ~ ~ 1 J T f FS~ P ~E -a E ~ k, _ -._..„g . ` < S t . • _.i:. ».:""j. n r ~r ' i Y'. . ` _ _ _ . _ ~ ~;i ~t,~ i 4 7 i Sid P ru, ~g ~r 4 ~ •'o ~ ~ - i F- ~ rJ~E.. i ~ s ~ . ~ ~ r 1 1 ~ L ~ ~ r - ~ ~ ,-r ~ .~a; - ~ ~ ,ice 7 w g B ! .u it e . ~ t i # + s r{ { 1 r ~ w .~Y_-..,.~. u W,.. . - ` ~ f e t.~, ; ~ _ _ E i'i C~ ~ e. P £ i~~=. i m..~.~.. . . ~ it ~'/~L1~ v E - E - ~ ~ ~ ~ _ _ vf3R!:,3N SIGN GQMPANY WILL ENCJEAVOR TQ CLC75ELY MATCH CQLJRS.It~ T- '~i^;, 'INHERE SPECIPIEC3. WE CAN'NQT GUARANTEE E'XAGT MATCHES t7 T U E t5 Gph~PATIBJLITY DI~ 3i3R~AGff MAl'EF8JAL5 ANI~? PAJNTS USEl7. 9 TH99 D£SI~Ai iS TJ-J£ GLUSJVE PRQPERTY C7F GQRDON S€GN GQ. AND GAI tip [ REPRb~~€QCJ )~ITk4ER IN WFIt'JL£ t}R dN PART' WJTHQUT TH£IR WRfTTEN C~ _ -,._.~..._--_.r~_ si _ ~lYI. ~6~ dPi4~ Cr~es~i ~~Tirg61~~1 ~°AN CHa~I+91~~,_ ~ RL~~. ~L.~s I~I~~R!~L s , ~ SHE~~' At~L~~►i~u~ SHEET METAL ~ r Y ~ _ ~a~~v_ l i _ . R EDGE . ROQf CAST FLA~~k REf~t~T < . ; ,~r.R+~vc~ rw: ~~TRCl~~~ ALU#~I~iLJf~ ALUMI~IU~1 ~ . DRAlN31 [tY i _ A N1 ~S _ _ _..t__ A A R D CNANN~L,..~A;~~law. V~HVL R ~ ~~vg+ce~ _ N~3~~~;5 ,~NEET hiTL.~3~iLLETf~f~ FLEXi~LE__ Ah~~HtDR St}LT M .C~s~ ~RC~~~ _ _ _HE~T ~'RANEf~ ~3F~IC1~ _ ~ _ RA~EWAY _ TY ~ ~ _ _ e _ _ _ N ` ~D r- _ C ~"-CU~'As.l1~€~!'~ SARA PAP I~',;:_ { ~ ~G,< ~ ' _t~~gp RA .~..__.____T _ WAY Y-___ .TED C,~~R~T~ G~..TI~BE = ._..W,w__~., £iLAC~tT~ ~ P ' ~ T•C T W~?D QTH T ~~L_T~3~E CPT~~R~ ~ (~THER~ CONCRETE CI~T 0 T • _ - U PLE%. _~T~J~.,C.~3-DRYWALL, T'HER~ ~ ~ ~ n~~~{,~~~~ ~ CL1~T~}~iERS tii DEPARTMENT 0F COMMUNITY DEVELOPMENT 7500 WEST 29tn AvENUE BUILDING INSPECTION DIVISION PERMIT N0. M92#18542 237-6944 EXT. 255 P.O. Box 838 CITY OF WHEAT RIDGE, COLO. THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND RECEIPTED BELOW. APPLICATION FOR MISCELLANEOUS PERMIT JOB ADDRESS EGJ0 OWNER CONTRACTOR ADDRESS1'2'`6- f/ cGD S j ADDRESS PHONE ? ZIPCODE. q'(,<5~ CITY ZIP CODE S<<~~ %ONTRACT PRICE $ S GrU ' << PHONE~2 C7 S L~ LICENSE NO. SIGNS 1. TYPE Ground ❑ FENCES S. ~ MATERIAL PERMIT FEE whieh is INSPECTION TICKET e OpsnLJ Len Thc JOB ADDRESS y q 5_ E_ W_ ❑ ❑ ( Lk 3- 2 ~ I dBLDG. PERMITN FSf . OTHER DATE: a. _ 2. MATERIAL Tofal SQUOn FNt_ 3. ILWMINATION Yes No Type 4 SET BACK FROM PROPERTY LINE N_ S_ E_ W- I. TYPE Mon TMn 80°/ 3. SET BACK FROM PROPERTY LINE DRAW SKETCH OR SHOW BELOW,THE FENCE,SIGN,OR OTHER STRUCTURE,GIViN (SETBACKS OR PROJECTpNS INCLUDED) USE TAX SUBCONTRACTOR DATE INSP. REQ. I a a TYPE OF INSP. ~'l " STREET TOTAL FEE SHOW DISTANCES FROM TFIE MAtN BUIIDING TOADJOINING HOUSES,STREETS, ANC W.R. FORM 619 DISTANCE TO PROPERTY LINES, NOT MAXIMUM OR AVERAGE DISTANCE. APPLICATION FOR PLUMBING; ELECTRICAL; THiS APPLICATION WILL BECOME A PERMIT TO PERFORM THE INDICATED WORK d PERMIT WILL EXPIRE 60 DAYS FROM DATE OF ISSUANCE !F WOf... / ELECTRICAL PERMIT STATE LICENSE N0. AWMINUMWIREUNDERSIZE8ILLEGAI PLUMBING PERMIT STATE LICENSE N0. FLOOR BSM IST 2ND 3RD 4TH MECHANICAL PERMIT N0. Ft1El:C'.claOneGM011R~ E Sola Np. WATER CIASET FORCED AIR - 8TU TEMPORARI' METER WASH BOWL MOT WATER - BTU NEW SERVICE AMPS BATH TLJB STEAM - BTU CHANGE SERVICE-AMPS SHOWER AIR CANDITIONING-8TU LIGHTING SINK OTHER HEATING GARBAGE DISP REFRIGERATION SYSTEM POWER SUH-CIFCUI7S UTILITY(RANGE,DISPOSER,ETC) FIXTURES WATER HEATER AUTO. WASHER DISH WASMER Refri sranl GouD Poundt CAar e AUTOMl+TIC SPRINKLER SYSTEM WIRING MOTORS d CONTROLS FLWR DRAIN EIEVATOR SIGNS URINAL TRANSFQRh1ERS 9 RECTFIERS SEWERS ADDITION T() OLD WORK OTHER MOTORS OVER I HP TOTAL FI%TURES REMARKS 11vL.. C7 ~,~i~%T'"~7C-'~' LXi¢~ -~r Q ~C:~L~.,.-•~ i Y f'oc ._7 I hereby ncknowledqe that ihis applico- tion in correct and undersiand thot I cannot sfart this project until this oDPli- cation ia opproved. I sholl comply with the lowe of the Stote of Colorodo ond to the Zoninq ReQulations and Buildinp Code offhe City of Wheaf Ridqe. Any violofion of the above ferms will cause immediote revocotion of this permit. r CHIEF BUILDING Otnw S a D Feee PERMITM BLDG. CONTR. INSPECTION MADE I Z- J2~''~L REMARKS C/ ~ Wheat Ridqe CAL1237-8944 EXT.255 24 HOURS IN ADVANCE FOR INSPECTIONS DOtC 155ued / L/ / - V-2, 7500 WEST 29tn qVENUE DEPARTMENT 0F COMMUNITY DEVELOPMENT 237-8944 EXT, 255 P.O. BoX 638 BUILDING INSPECTION DIVISION PERMIT VALID ONIV WHEN SIGNED BY THE CHicc oTY^OF WNEA7 RIDGE, COLO. JOB ADDRESS CONTRACTOR ADDRESS I? PERMI7 N0, pM I OWNER - i - i CITY U Ctl n v~ I PHONE PHONE~ZO -7a S ZIP CODE U~_ } qONTRACT PRICE zIP CODE $ UCENSE NO. I 1. TYPE Ground ❑ 2 1i❑ 'N . MATERIAI, 0 Proiectinp❑ SIGNS Othor~ S 3. ILLUMINATION yas❑ NaCI T YDS a D Feee Tofel SQUaro Foat 5 4 SET BACK FROM PROPERTY LINE N_ Elotf. Permif No. (Spscify which ia fronf ) Q ~ E~-' W ~ ~ t TYPE Zone~_ A DVrovad,2Malnapgefa SolidO Disoppraad MATERIAL Mors 7hon BO% Opan❑ LOu Than 80° FENCES /e opsn 3. SET BACK FRO ` _ ~MtiI (Spe i. _ INSPECTION TICKET OTHER 2 INSPECTION TICKET ~pg n 3. ADDRESS ~ Z~f G/ [ JOB ADDRESS n DRAW SKETCN OR gF{pw g ~j-- ' (SETBACKS OR pROJECI DATE: y gLDG. PERMIT# :550-re DATE: --~Z~BLDG. PERMIT# <r~v1'& PERMITN PERMITB ~ BLDG. CONTR._ g p-,_ C'L U ~ BLDG. CONTR. D yd •\J(.LC~Qn o SUBCONTRACTOR a SUBCONTRACTOR W DATE INSP. REQ.~ ~LL-C Cii._Z DATE I " NSP. REQ. TYPE OF INSP. _ TYPE OF INSR dc ceil,'114 INSPECTION MADE INSPECTIO N MADE SHOW DISTANCES FROM 7W REMqRKS C/ ~ - DISTANCE TO PRppERTY / REMARKS r~~ ~ THIS APPLICATION WILL BEC _ PERMIT W ELECTRICAL pE W.R. FORM &19 STATE LICENSE N0. / < e RS 9 OlD V 4 I Hf IEMARKS I hsreby aeknowladqe thot this aDPlico- i0n ia torrocl and understand thaf I onnOf ttort this project until this aDDli' ofion is opproved. 1 aholl comDlY with he lowf of the Sfate ol Colorado and to is ZOnina Repulations ond Buildinp ode oltAe City o/ Wheat Ridqs. Any olofion of the abova ferme will couse imediofe revowfion o( this permit olieant. sianotur• u ' W.R. FORM &ig v ir BOWL r~~w In niw MOT WATER ~ STE~ M FLOOR PERMIT FEE USE TAX TOTAL FEE APPROVEC DISAPPROVEC CHIEF BUILDI Date Issued- $ NOT VALID UNLESS RECEIPTl lpld 'Sc7SL- 3 3 ,Cify of Wheat Ridpe CAL1237-8944 EXT.255 24 HOURS IN ADVANCE FORINSPECTIONS 7500 WEST 29th AVENUE 297-6944 EXT. 255 P.O. BOX 638 JOB ADDRE55 CONTRACTOR CITY _ PHONE SIGNS ~ Lest ThJOB --3~ c( Y ClJ4ti,tA~v-q/)4-~-eJ'~ ADDRESS u~r ki ` Solid~ Mon Thon 80% DEPARTMEN7 OF COMMUNITY DEVELAFMENT pERMiT N0. MM9Z#4011 B DI CITYOF W EAT RIDGE,ICOLO.N BY THE CNIEF BUIIDiNG INSPECTOR AND RECEIPTED BELQW. ( ~AP,PLIC~ONFOR MISCELLANEOU$~ERMT~ O I OWNER .63 ~ ADDRESS ZIP CODE PHONE ,ir ~zo~ ~ONTRACT PRICE $ ZIP CODE LICENSE NO. ~ Oth~i S a D FaeI Ground❑ Woll❑ Proitclin4 I. TYPE Totol Squan FNt_ 3. ILLUMINATION YSS❑ No❑ TYVe---------'- 4. SET BACK FROM PROPERTY LINE N-- S Q E Q W- INSPECTION TICKET le....i/v Whie11 il fIOI11) o I. TYPE ~ MATERIAL--~ FENCES 3. SET BACK FROM PROPERTY LINE (Soscif v whiah it tront ) _ 1. OTHER Z' 13, N__5-E =-W- a n. DRAW SKETCH OR SHOW BENOW,NfE~E ~E,SIGN,OR OTHER STRUCTURE,GIV1I (SETBAGKS OR PRO.' STREET NAME FROM SHpISTANCENTO PROPERTY L~NES, NOT IMAX MUMJOR OINIA ERAGEEDISTA CES, AI DATE: BLDG. PERMITB UQ I/ PERMITA ~ BLDG. CONTR. 4,4,4-4 SUBCONTRACTOR /0-~6->~:L DATE INSP. REQ. ~ TYPE OF INSP. INSPECTION MADE L~~ J IVO ~ PEMARKS (Y ` W.R.FORM 6-19 I hereby ocknowled9e thal Ihia aDP"co' lion is eorrecl and understand that II1 eonnot start this Droject unfil thia opp ootion is oDDfoved. I sholl comOIY with ths lawi of the Stote ot Colorodo and to the 2onin9 ReQutationa and Buildinp Code ofthe City ot Wheat Ridqe. AnY violotion of tl+e abovs terme will cause ..r.rnla oermil CALL 237-8944 EXT. 255 24 HOURS IN ADVANCE FORINSPECTIONS v te Issued~ .-..m.~ ppPLICATION FOR PUHdBING; ELECTRICA THIS APPLICATION WILL BECOME C PERMIT TO PERFORM TNEINDICATED W pERM1T WILL EX%RE 60 DAYS FROM DATE OF ISSUANCE 11F N.,` MECHANIC)