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Specifications Project Name: COSTCO #111 , i STRUCTURAL ENGINEERING / =•.• Location: TIGARD,OR CALCULATIONS TAMARACK'1+1 GROVE TGE Job Number: TGE15-5208 ' 1 - E N G I N E E R IN G C 7 lcO SW Da egeR BRIAN J. SIELAFF, P.E. . STRUCTURAL ENGINEERING CALCULATIONS FOR RECEIVED OCT 5 2015 COSTCO #111 BVI Tr OF TIGARD LDING DIVISION CUSTOM COOLER INC. TIGARD, OREGON TGE PROJECT NO.: TGE15-5208 TGE FIRM NO.: 1078621-95 c sO PROFE;2. e G1 N EF ,0 9 970 ` - Ai • 'R=GO y:71. `tzy lo,? 4. 1144/ J s\O' g/I" 'EXPIRATION DATE:6/301 I DESIGN CRITERIA: STRUCTURAL CODE: 2014 OSSC SEISMIC PARAMETERS: Ss = 0.978 Si = 0.424 SEISMIC DESIGN CATEGORY: D INDOOR INTERNAL PRESSURE: 5.0 PSF ' WALL/CEILING DEAD LOAD: 3.0 PSF INDOOR CEILING LIVE LOAD: 10.0 PSF 812 S. La Cassia Dr. • Boise, Idaho 83705 . (208) 345-8941 • (208) 345-8946 FAX Page 1 of 44 ` Project Name: COSTCO#111 STRUCTURAL ENGINEERING o %�. Location: TIGARD, OR • CALCULATIONS 'TAMARACK' GROVE TGE Job Number: TGE15-5208` E N G I N E E R I N G TABLE OF CONTENTS 1 PROJECT INFORMATION 3 2 JURISDICTIONAL INFORMATION 4 3 ICC EVALUATION REPORT, PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS 5 4 GENERAL STRUCTURAL NOTES 6 5 SEISMIC ANALYSIS 7 6 STRUCTURAL ENGINEERING CALCULATIONS 11 7 SOFTWARE PRINTOUTS AND DESIGN AIDS 20 8 MATERIAL AND HARDWARE PRINTOUTS 24 812 S. La Cassia Dr. . Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 2 of 44 Project Name: COSTCO#111 STRUCTURAL ENGINEERING ., _6;% ' ' CALCULATIONS -° k Location: TIGARD, OR TAMARACK IT GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G 1 PROJECT INFORMATION Tamarack Grove Engineering TGE Project Number: TGE15-5208 Date: 8/19/2015 TGE Contact: Tyler Maier TGE Engineer of Record: Brian J. Sielaff, P.E., P. Eng. Project Client Information: Company: CUSTOM COOLER INC. Contact: Norma Rodriguez Address: 420 E.Arrow Highway San Dimas,CA 91773 Phone: Email: 909 NormaR592 @1111 customcooler.com 4147 i,itit:rirL Client Logo: 0 �ar � Customer Satisfaction Guaranteed) ..1 A I 1 i( I Project Owner Information: Name: Costco#111 Address: 785o SW Dartmouth ST. Tigard, OR 97223 APN: N/A Phone: N/A Email: N/A Site Elevation: N/A Live and Dead Loads: Ceiling Live Load: 10 PSF Ceiling Dead Loads: 3.o PSF Steel Facing(ASTM-A-646): 1.0 PSF (26 GA.—t=0.02 inch) Insulation: 1.0 PSF Miscellaneous: 1.0 PSF TOTAL: 3.o PSF 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 3 of 44 Project Name: COSTCO#111 STRUCTURAL ENGINEERING !; Location: TIGARD, OR CALCULATIONS TAMARACK` GROVE TGE Job Number: 'TGE15-5208 1 E N G I N E E R I N G 2 JURISDICTIONAL INFORMATION Seismic Design Information: Seismic Parameters: Ss=0.978 g =0.424 g SDS=0.723 9 SDI=0.445 9 Seismic Design Category: D Analysis Procedure Used: Equivalent Lateral Force Procedure for Non-Structural Components Basic Seismic-Force-Resisting-System: Bearing Wall System—Light Framed Walls of All Other Materials Lateral Pressure Design Information: Internal Pressure: 5.o PSF 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 4 of 44 Project Name: COSTCO#111 STRUCTURAL ENGINEERING / Location:TIGARD, OR CALCULATIONS TAMARACK GROVE TGE Job Number TGE15-5208 E N G I N E E R I N G 3 ICC EVALUATION REPORT, PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS • ICC ESR-3o27,"HILTI KWIK HUS-EZ(KH-EZ)AND KWIK HUS EZ i(KH-EZ 1)CARBON STEEL SCREW ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE" • CITY OF LOS ANGELES RESEARCH REPORT: RR 25690 FOR CUSTOM COOLER INC. • 2012 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 5 of 44 Ili Project Name: COSTCO #111 STRUCTURAL ENGINEERING Location: TIGARD, OR CALCULATIONS TAMARACK r $'GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G 4 GENERAL STRUCTURAL NOTES 1 GENERAL STRUCTURAL NOTES: A. CONTRACTOR TO VERIFY ALL OPENINGS,BUILDING DIMENSIONS,COLUMN LOCATIONS AND DIMENSIONS WITH OWNER PRIOR TO SETTING OF ANY COOLER BOXES OR CONSTRUCTION B. THE ENGINEER OF RECORD IS NOT RESPONSIBLE FOR ANY DEVIATIONS FROM THESE PLANS UNLESS SUCH CHANGES ARE AUTHORIZED IN WRITING TO THE ENGINEER OF RECORD C. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING AND/OR TEMPORARY STRUCTURAL STABILITY FOR ALL PARTS OF THE STRUCTURE DURING CONSTRUCTION THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR FINAL CONFIGURATION D. NOTCHING AND/OR CUTTING OF ANY STRUTURAL MEMBER IN THE FIELD IS PROHIBITED,UNLESS PRIOR CONSENT IS GIVEN BY THE ENGINEER OF RECORD. 2.STRUCTURAL STEEL A BOLTS AND LAGS SHALL CONFORM TO ASTM A36(U.N.O.) B. ALL WORK SHALL BE IN ACCORDANCE WITH THE 14TH EDITION,OR 1ST EDITION LRFD MANUAL OF AISC"SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" C MACHINE BOLTS SHALL BE ASTM A3o7(U N 0.) D. PROVIDE LOCK WASHERS BETWEEN NUT AND CONNECTED STEEL. E ALL STEEL,INCLUDING NUTS,BOLTS,AND WASHERS EXPOSED TO WEATHER,SHALL BE GALVANIZED. F. METAL CONNECTORS ARE'HILTI'AND SHALL BE INSTALLED PER'HILTI'RECOMMENDATIONS. 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 6 of 44 STRUCTURAL ENGINEERING s Project Name: COSTCO#111 CALCULATIONS Location:TIGARD, OR TAMARACK IT GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G • 5 SEISMIC ANALYSIS Design Maps Detailed Report http:Uehp 1-earthquake.cr.usgs.gov/designmaps/us/report php?template=.. MU6S Design Maps Detailed Report 2012 International Building Code (45.43484°N, 122.75813°W) Site Class D-"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration.They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss)and 1.3 (to obtain S,). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)El] Ss = 0.978 g From Figure 1613.3.1(2)(2) Si = 0.424 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard-Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs Nor Nd„ s„ A. Hard Rock >5,000 ft/s N/A N/A 6. Rock 2,500 to 5,000 ft/s N/A N/A C.Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D.Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics. • Plasticity index P1> 20, • Moisture content w?40%,and • Undrained shear strength s, < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: lft/s=0.3048 m/s 11b/ft2 = 0.0479 kN/m2 I of 4 8/4/2015 3:20 PM 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 7 of 44 Project Name: COSTCO #111 T ... STRUCTURAL ENGINEERING � l�,�aa Location:TIGARD, OR CALCULATIONS TAMARACK GROVE T E Job Number: TGE15- 5208 E N G I N E E R I N G Design Maps Detailed Report httpi/ehpI-earthquake.cr.usgs.gov/designmaps/us/report.php?template=... Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at Short Period S5 <_ 0.25 S5 = 0.50 Ss = 0.75 S5 = 1.00 S5 ? 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 O 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 ' F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class= D and SS= 0.978 g, F, = 1.109 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at 1-s Period S, <_ 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 I E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class= D and 51 = 0.424 g, F„ = 1.576 2 of 4 8/4/2015 3:20 PM 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 8 of 44 \\/ � Project Name: COSTCO #111 STRUCTURAL ENGINEERING �n \ Location: TIGARD, OR CALCULATIONS TAMARACK Tr GROVE TGE Job Number: TGE15-5208 E N G I N E E R i N G Design Maps Detailed Report http:/tehp I-earthquake.cr.usgs.gov/designmaps/us/report.php?template-.. Equation (16-37): SMS = FaSs = 1.109 x 0.978 = 1.085 g Equation (16-38): SM, = F S, = 1.576 x 0.424 = 0.668 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Sos = % SMs = % x 1.085 = 0.723 g Equation (16-40): Sol = 2/3 SNt = 2/3 x 0.668 = 0.445 g 3 of 4 8/4/2015 3:20 PM 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 9 of 44 STRUCTURAL ENGINEERING Project Name: COSTCO #111 o� Location:TIGARD, OR CALCULATIONS TAMARACK I GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G _. Design Maps Detailed Report http://ehpl-earthquake.cr.usgs.gov/designmaps/us/report.php?template=... Section 1613.3.5 — Determination of seismic design category TABLE 1613 3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD(0.2 second)RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sus I or II III IV Soy < 0.167g A A A 0.167g Sp, < 0.33g B B C 0.33g 5 Sps < 0.509 C C D 0.50g 5 Sos D D D For Risk Category=I and SOS=0.723 g,Seismic Design Category= D • TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDI I or II III IV Sol < 0.067g A A A 0.067g 5 SD1 < 0.1339 B B C 0.133g 5 S01 < 0.20g C C D 0.20g 5 SDI D D D For Risk Category=I and SD,=0.445 g,Seismic Design Category= D Note: When 5, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categones I, II,and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3,5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC- 2012-Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC- 2012-Fig1613p3p1(2).pdf • 4 of 4 8/4/2015 3:20 PM 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 10 of 44 Project Name: COSTCO#111 STRUCTURAL ENGINEERING .. Location: TIGARD, OR • CALCULATIONS TAMARACK ff GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G 6 STRUCTURAL ENGINEERING CALCULATIONS Lateral Analysis JURSIDICTION INFORMATION JURISDICTION: OREGON STRUCTURAL CODE: 2014 OREGON STRUCTURAL SPECIALTY CODE DESIGN CRITERIA SEISMIC CRITERIA Ss:=0.978 Spectral Response for Short Period S1:=0.424 Spectral Response for 1-sec Period SDs:=0.723 Design Spectral Response for Short Period ar,:=1.0 Amplification Factor Rp:=2.5 Response Modification Factor p:=1.0 Importance Modification Factor z:=0 ft Height of Attachment DESIGN VALUES LLpanet:=10 psf Cooler Panel Live Load DLp=j:=3 psf Cooler Panel Dead Load P internal:=5 Psi Internal Pressure ASD LOAD COMBINATIONS 7-10 LC3:=DLy,a,,,.t+LLf1el=13 psf Load Combination 3: D+(Lr, S, or R) LC7:=I0.6•DLne1+0.6•(—Pinte.,lal)I=1.2 psf Load Combination 7: 0.6D+0.6W(Uplift Pressure) 1 DESIGN CALCULATIONS: <FOOD SERVICE COOLER> Width=16.2 ft Cooler Width Length=12.3 ft Cooler Length tcooter ceiling:=5 in Cooler Ceiling Panel Thickness tcooter vm!l:=5 in Cooler Ceiling Panel Thickness H:=10.6 ft Mean Roof Height OK:=1 NG:=O TM 1 of 9 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 1 1 of 44 Project Name: COSTCO#111 STRUCTURAL ENGINEERING / Location: TIGARD, OR CALCULATIONS TAMARACK f GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G Lateral Analysis 2 TYPICAL CEILING PANEL L:=12.3 ft Design Length waii:=47 psf Allowable Panel Load (LARR #25690) Lan:=14 ft Corresponding Allowable Span (LARR #25690) Tteidtrt:=1 ft Tributary Width of Panel for Evaluation LOADS: Wudevigrt_ceslelg'=LC3=1 3 psf Governing Load Combination for Ceiling l ?�� = T -idth•wdemgn_reJling'L =245.8 ft•lbf Maximum Moment TJdn2 p O V •= TnidthWdectgn._ceihng'L=g0 lbf Maximum Shear mn:r' 2 0 M allow—Taridlh wnl! Lnlry c =1151.5 ft.lbf Allowable Moment •_ b ibf Allowable Shear(Foam Core Properties) CHECK: OK:=1 NG:=0 MOMENT: SHEAR: l�Jf cdi,w>77Lmax=1 V allow>V Jnax=1 SUMMARY: THERFORE, USE 5"THICK WOOD FRAMED PANELS OR BETTER FOR CEILING, 2 of 9 812 S. La Cassia Dr. • Boise, Idaho 83705 - (208) 345-8941 • (208) 345-8946 FAX Page 12 of 44 Project Name: COSTCO#111 STRUCTURAL ENGINEERING ■ � �e � Location: TIGARD, OR CALCULATIONS TAMARACK GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G Lateral Analysis 3 TYPICAL WALL PANEL H=10.6 ft Design Height Tnndth:=6.2 ft Tributary Width of Ceiling on Wall Panel LOADS: PdF_Yign._ceiling:=LC3•Ta,,dth=80.6 plf Total Axial Load From Ceiling Hall tazial:=31 ft Allowable Height for Axial Load (LARR #25690) Pats:=600 pif Total Allowable Axial Load (LARR #25690) Wde.sign u:all=PtnjM7ird•H=53 pdf Transverse Load on Wall Hutt trana:=12 ft Allowable Height for Transverse Load (LARR #25690) Wall:=55 psf•Hats trans=660 plf Total Allowable Transverse Load ._Pdesigrti_rezlaig+ de,.n gn_umtt =0.2 Combined Axial and Bending Ratio crnrebined'— g 1'all u'atl CHECK: OK:= NG:=0 AXIAL: TRANSVERSE: Ficrnnbmcd Pall>Pde.sign ceiling=1 I'V all>'4 designucail=1, Rcrnnbmed<1.0=1 SUMMARY: THEREFORE, THE SUM OF THE RATIOS FOR AXIAL AND TRANSVERSE ARE LESS THAN OR EQUAL TO 1.0. USES"WOOD FRAMED PANELS OR BETTER FOR WALLS, TAM 3 of 9 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 13 of 44 Project Name: COSTCO #111 STRUCTURAL ENGINEERING - • � ` �' Location:TIGARD, OR CALCULATIONS TAMARACK`' GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G • Lateral Analysis GRID LAYOUT: } 2 CP PLAN VIEW H=10.6 ft Design Height ACoof:=Length-Width=199.3 ft- Area of Roof LATERAL FORCE GENERATION: Total Weight in 1-1 Direction: Wt:_("Coot••DLpane)+11-1-2•Length.DLuan•.r)=988.9 lbf tk,2) 0.4•ap•Sps-Fitt r r z Fp_arg:_ 11+12•— =114.1 lbf Seismic Lateral Force RF H j1 Ip Fp ,,,«:=1.0.SDs•Ip.14,1=11.11 lbf Maximum Lateral Seismic Force Fp_ntir,:=0.3•Sps•Ip•Wt=214.5 lbf Minimum Lateral Seismic Force F1:=max(Fpa.gF211.5lbf Fp:=rain(Flo,FT, }=21.1.5 lbf Generated Lateral Seismic Force Fp agd:=0.7.Fp=150.1 lbf ASD Lateral Seismic Design Force }' 4 of 9 TAMARAGK"OR6V@ 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 14 of 44 �� Project Name: COSTCO #111 STRUCTURAL ENGINEERING `a '�� 1 Location:TIGARD, OR CALCULATIONS TAMARACK'' r GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G Lateral Analysis Fp_prerrure:=H•Length•P,,,t,,,T,,,t=326 lbf Lateral Force from Internal Pressure 2 Fp dPa,� :=max(Fp n ad,F1 pre,.sr')=326 lbf Lateral Design Force w —Fp_dr.A'g"=26.5 plf Distributed Design Load sign•- Length SHEAR WALL CALCULATIONS: L1:=Width—5.3 ft=10.9 ft Length of Wall Line 1 Length th T vndth t 6.2 ft Tributary ry Wi Width 2 F1:= w ,•T"''d`h ' =15 plf In-Plane Force on Wall 1 L1 L2=10.25 ft Length of Wall Line 2 T = Length_ —6 2 ft Tributary Width u:dtl, 2: f _ rY 2 Wdesign•Twzdth-2-15.9 plf In-Plane Force on Wall 2 L2 L3:=5.92 ft Length of Wall Line 3 Length.—-6.2 t Tributary Width 2 f N F3:_WdPs p" r'°'d`h "- =27 5 plf f In-Plane Force on Wall 3 L.1 1?:= H =1.8 Worst Case Shape Factor Ratio 1nin(L 1,L ,L1) Fnu_'npm„e_i:=113.2 plf Allowable In-Plane Shear(LARR#25690) CHECK: QK:=1 NG:=0 PANELS: F 31 inpJane_I>max(F1,F2,F3)=I SUMMARY: THERFORE. USES"WOOD FRAMED WALL PANELS OR BETTER FOR LATERAL RESISTANCE IN THE 1-1 DIRECTION, 5 of 9 TAMARACK'I'GRO✓C 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 15 of 44 \ , Project Name: COSTCO #111 STRUCTURAL ENGINEERING Location:TIGARD, OR CALCULATIONS TAMARACK ir GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G Lateral Analysis 5 LATERAL FORCE GENERATION 2-2 DIRECTION GRID LAYOUT: A 2 r7 B PLAN VIEW H=10.6 ft Design Height ATc,ij:=Length.•Width=199.3 ft. Area of Roof LATERAL FORCE GENERATION: Total Weight in 2-2 Direction: Wt:=(A,.,,�,f•DLu,,„d)+((!ii)•2.Width•DLI,,,,U.I)=1112.9 lbf F 0.4•up•SD.9 wt (1+(2 z 11 p airy =128.7 lbf Seismic Lateral Force �_ Rp l l FT)) FP ,naz.:=1•6•Sos•IpWt=1287.4 ibf Maximum Lateral Seismic Force FP ,,,;,,:=0.3•SDS•Ip•LVt=241.4 lbf Minimum Lateral Seismic Force FY 1:=max(Fp =211.4 lbf Generated Lateral Seismic Force 6 of 9 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 16 of 44 STRUCTURAL ENGINEERING Project Name: COSTCO #111 CALCULATIONE Location:TIGARD,OR TAMARACK GROVE TGE Job Number: TGE15-5208' . .`. E N G I N E E R I N G Lateral Analysis Fp:=min(Fp-1,Fp- }—241.4 lbf Fp ,:=0.7•Fp=169 lbf ASD Lateral Seismic Design Force Fp p,.,,,i,„:=2•14'idth.•P,a,Y,.,,,,1=-129.3 lbf Lateral Force from Internal Pressure Fp de,79,:=max(Fp 1 F pow� TF}=429.3 lbf Lateral Design Force w — ai =26.5 plf Distributed Design Load dPr Ara — Width. SHEAR WALL CALCULATIONS: .LA:=Length=12.3 ft Length of Wall Line A Width T„«deh_a' = Tributary N Width 2 u �:= ors' ° T""r1t° =17 i plf In-Plane Force on Wall Line A LA LB:=Length-5.67 ft=6.6 ft Length of Wall Line B T Width=3.1 t Tributary Width tsndch_a 2 f ry F - '°i`'•"`g°• "'r1L''-B=32.4 plf In Plane Force on Wall Line B B'— I R:= H =1.6 Worst Case Shape Factor Ratio min(LA,LB) Fait,a*.m_2:=126.4 plf Allowable In-Plane Shear(LARR #25690) CHECK: OK=1 ATG:=0 PANELS: Fau_mpta„e_2>max(Fa,FB)=I SUMMARY: THERFORE USES"WOOD FRAMED WALL PANELS OR BETTER FOR LATERAL RESISTANCE IN THE 2-2 DIRECTION, TAMARACK OAOVE 7 of 9 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 17 of 44 \ Project Name: COSTCO #111 STRUCTURAL ENGINEERING Location:TIGARD, OR CALCULATIONS TAMARACK sf€GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G Lateral Analysis 6 TYPICAL FLOOR TO WALL CONNECTION DETAIL 3 Ta:idth'=6.2 ft Tributary Width of Ceiling Acting on Connection H=]0.6 ft Design Height LOADS: LC7=1.2 psf Uplift Load on Ceiling p,,,,rt:=LC7•T,,,,dti,-0.G•H•DL1x,n,,t=-11.6 pif Uplift Force on Floor-Wall Connection (NO UPLIFT) PIT,ternal=5 psf Transverse Load on Wall ptran5:=Pinternat•2L=26.5 pif Transverse Shear Force on Floor-Wall Connection f,,,p,„„e:=max(F„F2,F2,F3,F.,,,FQ)=32.1 pif In-Plane Shear Force on Floor-Wall Connection max(ptra„9,f,n,,tar,F)=32.4 plf Governing Shear Force on Floor-Wall Connection HILTI KH-EZ: Sa„thar:=24 in Spacing of Anchor Through Angle V anchor:=ft • •S anchor=64.8 lbf Shear Force on Anchor Vatt:=750 lbf Maximum Allowable Load on Anchor (Hilti Profis Report) #14 TEK SCREW: Lscrem:=3 in Length of Screw CD:=1.6 Duration Factor for Wind &Seismic (2012 NDS) S•,,rew:=23 in Spacing of#14 Tek Screw Through Angle V CD-162 lbf all_screw =135.2 plf Allowable Shear of#14 tek(2012 NDS) '— '.SCretr 172 lbf I,x;retu C'D• Tall_Strew m =430.7 pif Allowable Tension of#14 Tek(2012 NDS) S trew SCREW CHECK: Ox:=1 NG:=O SHEAR: frnax<Va!!strew=1 SUMMARY: THE MAXIMUM SHEAR FORCE ON THE CONNECTION IS LESS THAN THE ALLOWABLE SHEAR FORCE. THEREFORE, THE WALL-FLOOR CONNECTION IS ACCEPTABLE FOR RESISTING IMPOSED SHEAR, TA :GROVE 8 of 9 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 18 of 44 Project Name: COSTCO #1 11 STRUCTURAL ENGINEERING � E Location: TIGARD, OR --r CALCULATIONS TAMARACK` GROVE E N G I N E E TGE Job Number: TGE15-5208 R I N G Lateral Analysis 8 TYPICAL CEILING PANEL TO WALL PANEL CONNECTION DETAIL 2 Tw,dth:=6.2 ft Tributary Width of Ceiling Acting on Connection H=10.6 ft Design Height LOADS: LC7=1.2 psf Uplift Load on Ceiling p pert:=LC7'T,,,urt,,=7.4i pdf Uplift Force on Wall-Ceiling Connection Pinternal=5 psf Transverse Load on Wall Ptrans:=Pi.nternal•2=26.5 pif Transverse Shear Force on Wall-Ceiling Connection fonplanr:=max(F1,F2,F3,F4,Fa)=32.'I pif In-Plane Shear Force on Wall-Ceiling Connection fn,nx =max(Ptn,na,fznplane)=32.'1 pdf Governing Shear Force on Wall-Ceiling Connection 3/8" LAG SCREW W/ #8 TEK CONNECTION: Sea,an:=23 in Spacing of Connection V 573 lbf=299 pif Allowable Shear of Connection (LARR #25690) nll_conn:= 'scone T att caran 472 lbf=246.3 pif Allowable Tension of Connection (LARR #25690) '- scone Iconth,ned1°= p'1ert + fn""' =0.] Combined Stress Ratio for Connection _ nil_ 171 Valt_crntn SUMMARY: THE COMBINED RATIO OF ACTUAL FORCE OVER ALLOWABLE FORCE IN BOTH DIRECTIONS IS LESS THAN OR EQUAL TO 1.0. THEREFORE. THE WALL-CEILING CONNECTION IS ACCEPTABLE FOR RESISTING IMPOSED TENSION AND SHEAR, TAMAR 9 of 9 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 19 of 44 \ Project Name: COSTCO#111 STRUCTURAL ENGINEERING %- CALCULATIONS ' ^ Location:TIGARD, OR TAMARACK s� GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G 7 SOFTWARE PRINTOUTS AND DESIGN AIDS NI`T1 www.hilti.us Profis Anchor 2.5.2 Company TAMARACK GROVE ENGINEERING Page: 1 Specifier: Project Address: Sub-Project I Pos No. Phone I Fax: Date 5/14/2015 E-Mail Specifiers comments:HILT!EZ MAXIMUM SHEAR LOADING 1 Input data r-, Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/4(1 5/8) Effective embedment depth heraa=1 180 in,h ,=1 625 in Material Carbon Steel Evaluation Service Report. ESR-3027 Issued I Valid 6/1/2014112/1/2015 Proof. Design method ACI 318-11/Mech Stand-off installation. eb=0.000 in (no stand-off) t=0 060 in Anchor plate. I,x ly x t=24 000 in.x 1 250 in it 0.060 in.,(Recommended plate thickness not calculated) Profile: no profile Base material- cracked concrete,2500,fc'=2500 psi,h=4 000 in Installation: hammer dnlled hole,Installation condition:Dry Reinforcement- tension:condition B,shear condition B,no supplemental splitting reinforcement present edge reinforcement;none or<No 4 bar Seismic loads(cat C.D,E,or F) Tension load yes(0.3.3 4 3(b)) Shear load.yes(D.3 3 5 3(a)) Geometry[in.]&Loading[lb,in.lb] z Input data and results must be checked for agreement with the existing conditions and for plausibility, PROFIS Anchor(c)2003-2009 Hlltl AG,FL-9494 Schwan Hall is a registered Trademark of Hilt,AG,Schwan 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 20 of 44 Project Name: COSTCO #111 STRUCTURAL ENGINEERING ' =e �i Location:TIGARD, OR CALCULATIONS TAMARACK 17c GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G I■■11`TI www.hilti.us Profis Anchor 2.5.2 Company' TAMARACK GROVE ENGINEERING Page. 2 Specifier Project: Y Address: Sub-Project I Pos.No. Phone I Fax' I Date 5/1/2015 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 /50 150 0 max.concrete compressive strain -[960] - p 1 max concrete compressive stress. -[psi] x 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 Load N0a[lb] Capacity+N„(lb] Utilization PN=Nua/mNn 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 extstmg condmons and for piausibddy' PROFIS Anchor(c)2003-2009 KW AG,FL-9494 Schaan Hdu Is a registered Trademark of Mb AG,Schaan 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 21 of 44 Project Name: COSTCO #111 STRUCTURAL ENGINEERING I .4$&‘. L' *.'', 4i4 Location:TIGARD, OR CALCULATIONS TAMARACK`'r GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G 11.411 UT.I www.hilti.us Profis Anchor 2.5.2 Company TAMARACK GROVE ENGINEERING Page 3 Specifier. Project: Address Sub-Project I Pos.No.. Phone I Fax I Date. 5/14/2015 E-Mail: 4 Shear load Load V„a[lb] Capacity 4,V„[lb] Utilization pt,=V„a/OVn Status -SteeFStrength' 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" N/A N/A N/A N/A •anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength V,a,,q =ESR value refer to ICC-ES ESR-3027 4,V,;etl z Vu, ACI 318-11 Table D.4.1 1 Variables n A,e.v[in.2] futs[psi] 1 0.05 134000 Calculations V,a eq[lb] 1393 Results VS eq[lb] 0„,„., t:nondtctae yfi V,a[lb] V.[lb] 1393 0600 1 000 836 730 4.2 Pryout Strength AN V,y =k,,,RA.—`)tyy N WcN Ww N Nb! ACI 318-11 Eq.(D-40) 4,VW z Vu, ACI 318-11 Table D.4.1 1 Ark see ACI 318-11,Part D 5.2 1,Fig.RD.5 2 1(b) AN,o =9 het ACI 318-11 Eq (D-5) 1 tVeaN=— (1+2 eN)s 1.0 ACI 318-11 Eq.(D-8) hef/ tyed,N=0 7+0 3(1,5hef)s 1 0 ACI 318-11 Eq (D-10) Yw.N=MAX(ca"" 1.5hei)5 1 0 ACI 318-11 Eq (D-12) _ca,' c„, J Nb =kc i.a NIT,h;45 ACI 318-11 Eq (D-6) Variables kw he[in.] e,,,,[in.) eau[in] ce.mn[in] 1 1.180 0:000 0.000 b N c,,[in] k, "/.. f,[psi] 1100 2 000 17 1 000 2500 Calculations Ar!<[in.2] ANCO[In 2] iecl.N yha.N t}•ed,N t{/cp,N Nb[lb] 12.53 12.53 1.000 1 000 1 000 1 000 1090 Results V,y[lb] Qmxrete Qse,smk ¢nonduttN •V [lb] Vu„[lb] 1090 0-700 1 000 1 060 70 750 input data and results must be checked for agreement erih the existing conditions and for plausibildyr PROFIS Anchor(c)2003-2009 HAG AG,FL-9494 Schaan Hilt'is a registered Trademark of Hd■AG,Schaan 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 22 of 44 1\ 1 Project Name: COSTCO #111 STRUCTURAL ENGINEERING Location: TIGARD, OR CALCULATIONS TAMARACK qv GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G 1■■11`TI www.hilti.us Profis Anchor 2.5.2 Company: TAMARACK GROVE ENGINEERING Page: 4 Specifier: Project. Address: Sub-Project I Pos.No Phone I Fax: I Date: 5/14/2015 E-Mail: 5 Warnings • Load re-distributions 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 loading! 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 318-11 Appendix D,Part D 3.3 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 Part D.3 3.4.3(b),Part D.3.3.4.3(c),or Part 0.3.3.4 3(d) The connection design (shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D 3 3 5 3(b),or Part D.3.3.5.3(c). • Part D.3.3 4.3(b)/part D.3 3.5.3(a)requires that 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.Part D 3 3.4 3(c)/part D 3.3 5.3(b) waives the ductility requirements and requires that the anchors shall be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment Part D.3 3 4 3(d)/part D.3.3.5.3(c)waives the ductility requirements and requires 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 0.0 • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Pnnted Installation Instructions(MPH).Reference ACI 318-11,Part D.9 1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility. PROFIS Anchor I c)2003.2009 Hilti AG,FL-9494 Schaan Hilu Is a registered Trademark of Hilti AG.Schaan 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 23 of 44 Project Name: COSTCO #111 STRUCTURAL ENGINEERING -a Location: TIGARD, OR '• CALCULATIONS TAMARACK Tr GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G 8 MATERIAL AND HARDWARE PRINTOUTS EEZ ICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-302r Reissued December 2013 This report is subject to renewal December 1,2015. www.icc-es.orq I (800)423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION:03 00 00—CONCRETE The Hilti KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ I Section:03 16 00—Concrete Anchors (KH-EZ I) screw anchors are an alternative to anchors described in Sections 1908 and 1909 of the 2012 IBC, DIVISION:05 00 00—METALS Sections 1911 and 1912 of the 2009 and 2006 IBC and Section:05 05 19—Post-Installed Concrete Anchors Sections 1912 and 1913 of the 2003 IBC.The anchors may also be used where an engineered design is submitted in REPORT HOLDER: accordance with Section R301.1.3 of the IRC. HILT!,INC. 3.0 DESCRIPTION 5400 SOUTH 122ND EAST AVENUE 3.1 KWIK HUS-EZ(KH-EZ): TULSA,OKLAHOMA 74146 Hilti KWIK HUS-EZ (KH-EZ) anchors are comprised of a (800)879-8000 body with hex washer head. The anchor is manufactured WwW.us.hilti,conl from carbon steel and is heat-treated. It has a minimum HiltiTechEncaus.hilti.com 0.0003-inch-thick (8 pm) zinc coating in accordance with EVALUATION SUBJECT: DIN EN ISO 4042. The anchoring system is available in a variety of lengths with nominal diameters of 1/4 inch, HILTI KWIK HUS-EZ(KH-EZ)AND KWIK HUS-EZ I(KH-EZ I) 3/8 inch, 1/2 inch, 5/8 inch and 3/4 inch. A typical KWIK CARBON STEEL SCREW ANCHORS FOR USE IN CRACKED HUS EZ(KH-EZ)is illustrated in Figure 2. AND UNCRACKED CONCRETE The hex head is larger than the diameter of the anchor and is formed with serrations on the underside.The anchor 1.0 EVALUATION SCOPE body is formed with threads running most of the length of the anchor body.The anchor is installed in a predrilled hole Compliance with the following codes: with a powered impact wrench or torque wrench. The • 2012,2009, 2006 and 2003 International Building Code® anchor threads cut into the concrete on the sides of the hole (IBC) and interlock with the base material during installation. • 2012, 2009, 2006 and 2003 International Residential 3.2 KWIK HUS-EZ I(KH-EZ I): Code®(IRC) The KWIK HUS-EZ I(KH-EZ I)anchors are comprised of a Property evaluated: body with a long internally threaded (1/4 inch or 3/8 inch internal thread) hex washer head. The anchor is Structural manufactured from carbon steel and is heat-treated.It has a 2.0 USES minimum 0.0003-inch-thick (8 pm) zinc coating in accordance with DIN EN ISO 4042. The anchoring system The Hilt'KWIK HUS-EZ(KH-EZ)screw anchors are used to is available in two lengths and a nominal diameter of resist static, wind and seismic tension and shear loads in /4 inch.A typical KWIK HUS-EZ I(KH-EZ I)is illustrated in cracked and uncracked normal-weight and sand-lightweight Figure 3. concrete having a specified strength, fc, of 2,500 psi to The over-sized hex head is larger than the diameter of the 8,500 psi (17.2 MPa to 68.6 MPa); and cracked and anchor and is formed with serrations on the underside.The uncracked normal-weight or sand-lightweight concrete over anchor body is formed with threads running most of the steel deck having a minimum specified compressive length of the anchor body. The anchor is installed in a strength,Pc,of 3,000 psi(20.7 MPa). predrilled hole with a powered impact wrench or torque The KWIK HUS-EZ I(KH-EZ I)screw anchors are used to wrench directly to the supporting member surface. The resist static,wind and seismic tension and shear loads only anchor threads cut into the concrete on the sides of the hole in cracked and uncracked normal-weight and sand- and interlock with the base material during installation. lightweight concrete having a specified strength, ft, of Shear design values in this report for the KUNK HUS EZ I 2,500 psi to 8,500 psi(17.2 MPa to 58.6 MPa);and cracked (KH-EZ I)are for threaded inserts with F„equal to or greater and uncracked normal-weight or sand-lightweight concrete than 125 ksi. For use with inserts with F„less than 125 ksi, over steel deck having a minimum specified compressive the shear values are multiplied by the ratio of F. of insert strength,fe,of 3,000 psi(20.7 MPa) and 125 ksi. 'Revised June 2014 1CC-ES E4ahmnon Reports are not to be construed as representing aest/rncs or any other attnbutes not specifically addressed nor are they to be mrstrued CUD- as an endorsement of the subject ofthe report ora recommerdanct fir us use There u no mammy by ICC Evahtanon&rs,ce,LLC,express or smphed as to airy fruhrg or other manor w tits report,ores to anyprodct covered by the report Copynght©2014 Page 1 of 14 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 24 of 44 Project Name: COSTCO #111 STRUCTURAL ENGINEERING Location: TIGARD, OR CALCULATIONS TAMARACK`V GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G ESR-3027 I Most Widely Accepted and Trusted Page 2 of 14 3.3 Concrete: anchor in accordance with ACI 318 D 5.3.1 and D 5 3 2 in Normal-weight and sand-lightweight concrete must conform cracked and uncracked concrete, Np,c,, and Npuncr, to Sections 1903 and 1905 of the IBC respectively, is given in Table 3 In lieu of ACI 318 D 5 3 6, 4Jc,p=1.0 for all design cases In accordance with ACI 318 3.4 Steel Deck Panels: D 5.3,the nominal pullout strength in cracked concrete may be Steel deck panels must comply with the configurations in adjusted according to Eq-1 Figure 5 and have a minimum base steel thickness of (( f' n 0.035 inch (0 889 mm). Steel must comply with ASTM Np.f' =Np•c lz.soo) (lb,psi) (Eq-1) A653/A653M SS Grade 33 and have a minimum yield f' n strength of 33,000 psi(228 MPa) N,1; =Np (-11t) (N, MPa) 4.0 DESIGN AND INSTALLATION where f'c is the specified concrete compressive strength and 4.1 Strength Design: n is the factor defining the influence of concrete compressive strength on the pullout strength For the 4.1.1 General: Design strength of anchors complying with 1/4-inch-diameter anchor at 15/8 inches nominal embedment the 2012 and 2003 IBC as well as Section R301.1 3 of the in cracked concrete,n is 0 3.For all other cases,n is 0.5 2012 and 2003 IRC must be determined in accordance with ACI 318-11 Appendix D and this report In regions where analysis indicates no cracking in accordance with ACI 318 D 5.3.6, the nominal pullout Design strength of anchors complying with the 2009 IBC strength in tension may be adjusted according to Eq-2 and Section R301.1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix D and this report Np.f =Np,ur,cr(.A.) (lb,psi) (Eq-2) z,soo Design strength of anchors complying with the 2006 IBC n and 2006 IRC must be in accordance with ACI 318-05 Np f, =Np,vncr\f` ) (N,MPa) �.z Appendix D and this report where f'c is the specified concrete compressive strength and Design parameters provided in Table 2 through Table 7 of n is the factor defining the influence of concrete this report are based on the 2012 IBC (ACI 318-11) unless compressive strength on the pullout strength For the noted otherwise in Sections 4 1 1 through 4 1 12 '/4-inch-diameter anchor at a nominal embedment of The strength design of anchors must comply with ACI 318 15ls inches in uncracked concrete, n is 0.3 For all other D 4 1, except as required in ACI 318 D.3 3 Strength cases,n is 0.5. reduction factors, 0, as given in ACI 318-11 D 4.3, and Where values for Npe,or Np,,,,,a are not provided in Table 3 noted in Tables 3 and 4 of this report,must be used for load of this report, the pullout strength in tension need not be combinations calculated in accordance with Section 1605.2 considered of the IBC and Section 9.2 of ACI 318 Strength reduction The nominal pullout strength in tension of the anchors factors, 0, as given in ACI 318-11 D 4 4 must be used for installed in the soffit of sand-lightweight or normal-weight load combinations calculated in accordance with ACI 318 concrete filled steel deck floor and roof assemblies, as Appendix C shown in Figure 5, is provided in Table 5 for KWIK The value of fc used in the calculations must be limited to HUS-EZ and Table 6 for KWIK HUS-EZ I In accordance a maximum of 8,000 psi(55 2 MPa),in accordance with ACI with ACI 318 D.5 3.2, the nominal pullout strength in 318-11 D 3 7. An example calculation in accordance with cracked concrete must be calculated according to Eq-1, the 2012 IBC is provided in Figure 6 whereby the value of Np,dechcr must be substituted for NA, 4.1.2 Requirements for Static Steel Strength in and the value of 3,000 psi (20.7 MPa) must be substituted Tension, Ns,: The nominal static steel strength, A/5,,„ of a for the value of 2,500 psi (17 2 MPa)in the denominator In single anchor in tension calculated in accordance with ACI regions where analysis indicates no cracking in accordance 318 D.5.1.2, is given in Table 3 of this report Strength with ACI 318 5 3 6, the nominal strength in uncracked reduction factors,d, corresponding to brittle steel elements concrete must be calculated according to Eq-2,whereby the value of Npdeckurnr must be substituted for Np„n,, and the must be used value of 3,000 psi (20 7 MPa) must be substituted for the 4.1.3 Requirements for Static Concrete Breakout value of 2,500 psi(17 2 MPa)in the denominator Strength in Tension, Nib or NNby: The nominal concrete 4.1.5 Requirements for Static Steel Shear Capacity, breakout strength of a single anchor or a group of anchors VSa: The nominal steel strength in shear, Vsa, of a single In tension,Nib and Ncb9, respectively, must be calculated in anchor in accordance with ACI 318 D 6.1 2 is given in Table accordance with ACI 318 D 5 2, with modifications as 4 of this report and must be used in lieu of the values described in this section The basic concrete breakout derived by calculation from ACI 318-11, Eq D-29. The strength of a single anchor in tension, Nb, must be strength reduction factor,0, corresponding to brittle steel calculated in accordance with ACI 318 D 5.2 2, using the elements must be used The nominal shear strength Vsa,deck, values of het and ka as given in Tables 3 and 7 of this of anchors installed in the soffit of sand-lightweight or report The nominal concrete breakout strength in tension in normal-weight concrete filled steel deck floor and roof regions where analysis indicates no cracking in accordance assemblies, as shown in Figure 5, is given in Table 5 for with ACI 318 D 5 2 6 must be calculated with the value of KWIK HUS-EZ and Table 6 for KWIK HUS-EZ I Shear ku c as given in Table 3 and with p�.N=1 0. • values for KWIK HUS-EZ I (KH-EZ I) are for threaded For anchors installed in the lower or upper flute of the inserts with F„ ? 125 ksi For use with inserts with F„ less soffit of sand-lightweight or normal-weight concrete-filled than 125 ksi, the shear values are multiplied by the ratio of steel deck floor and roof assemblies, as shown in Figure 5, F„of insert and 125 ksi calculation of the concrete breakout strength in accordance 4.1.6 Requirements for Static Concrete Breakout with ACI 318 D 5.2 is not required Strength in Shear, Vob or Vobe: The nominal concrete 4.1.4 Requirements for Static Pullout Strength in breakout strength of a single anchor or group of anchors in Tension, Np: The nominal pullout strength of a single shear, Va, or Vcb9, respectively, must be calculated in 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 25 of 44 • Project Name: COSTCO #111 STRUCTURAL ENGINEERING - Location: TIGARD, OR CALCULATIONS TAMARACK` `GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G ESR-3027 I Most Widely Accepted and Trusted Page 3 of 14 accordance with ACI 318 D 6 2, with modifications as ACI 318 D.6 1 2, the appropriate value for nominal steel described in this section. The basic concrete breakout strength for seismic loads, V�,,,p or Vsa,deckaq described in strength in shear, Vb, must be calculated in accordance with Tables 4 and 5 for KWIK HUS-EZ, respectively; and in ACI 318 D.6.2 2 using the values of C.and da (do)given in Tables 4 and 6 for KWIK HUS-EZ I, respectively, must be Table 4 used in lieu of Vse For anchors installed in the lower or upper flute of the 4.1.9 Requirements for Interaction of Tensile and soffit of sand-lightweight or normal-weight concrete-filled Shear Forces: For anchors or groups of anchors that are steel deck floor and roof assemblies, as shown in Figure 5, subject to the effects of combined tensile and shear forces, calculation of the concrete breakout strength in accordance the design must be determined in accordance with ACI 318 with ACI 318 D 6 2 is not required D.7 4.1.7 Requirements for Static Concrete Pryout 4.1.10 Requirements for Minimum Member Thickness, Strength in Shear, Vcp or Vcpy: The nominal concrete Minimum Anchor Spacing and Minimum Edge Distance: pryout strength of a single anchor or group of anchors, Vcp In lieu of ACI 318 D 8.1 and D 8 3, values of smn and c,,,,,,, or VcP9, respectively, must be calculated in accordance with respectively,as given in Table 2 of this report must be used ACI 318 D.6.3, using the coefficient for pryout strength, kcp In lieu of ACI 318 D.8.5, minimum member thicknesses,hm,,, provided in Table 4 and the value of Ncb or Nog as as given in Table 2 must be used Additional combinations calculated in Section 4 1 3 of this report for minimum edge distance, cm,n, and minimum spacing For anchors installed in the lower or upper flute of the distance, smn, may be derived by linear interpolation soffit of sand-lightweight or normal-weight concrete filled between the given boundary values as defined in Table 2 of this report. steel deck floor and roof assemblies, as shown in Figure 5, calculation of the concrete pryout strength in accordance For anchors installed through the soffit of steel deck with ACI 318 D.6 3 is not required. assemblies, the anchors must be installed in accordance 4.1.8 Requirements for Seismic Design: with Figure 5 and shall have an axial spacing along the flute equal to the greater of 3ha,or 1 5 times the flute width. 4.1.8.1 General: For load combinations including seismic, the design must be in accordance with ACI 318 D 3 3. For Y.-inch and 3/8-inch KWIK HUS-EZ (KH-EZ) anchors For the 2012 IBC, Section 1905.1.9 shall be omitted. installed on the top of steel deck assemblies, values of Modifications to ACI 318 D 3.3 shall be applied under Cac,ded{tap, Smin,deckiop, and cmm.decktop, as given in Table 7 of Section 1908 1 9 of the 2009 IBC, Section 1908 1.16 of the this report must be used. 2006 IBC,or the following,as applicable. 4.1.11 Requirements for Critical Edge Distance, cac: In ACI 318 SECTION applications where c<cac and supplemental reinforcement CODE D.3.3 SEISMIC CODE EQUIVALENT to control splitting of the concrete is not present, the REGION DESIGNATION concrete breakout strength in tension for uncracked Seismic Design concrete, calculated in accordance with ACI 318 D 5.2, 2003 IBC and Moderate or high must be further multiplied by the factor Vicp,,5 as given by 2003 IRC seismic risk Categories C,D,E and F Eq-3 The nominal steel strength and nominal concrete breakout 'cp,N_cc (Eq-3) strength for anchors in tension, and the nominal concrete ec breakout strength and pryout strength for anchors in shear, where the factor Vfcp,5 need not be taken as less than must be calculated in accordance with ACI 318 D 5 and D.6, Sher For all other cases, (Ka,,,= 1 0. In lieu of using ACI respectively, taking into account the corresponding values cac in Tables 2 through 7 of this report The anchors comply 318 D.8.6,values of cac must comply with Tables 3 and 7 with ACI 318 D 1 as brittle steel elements and must be 4.1.12 Sand-lightweight Concrete: For ACI 318-11 and designed in accordance with ACI 318-11 D 3 3 4 or D 3.3 5, ACI 318-08, when anchors are used in sand-lightweight ACI 318-08 D 3 3.5 or D 3 3.6 or ACI 318-05 D 3 3.5, as concrete,the modification factor for concrete breakout,Aa or applicable. A, respectively, must be taken as 0.6 in lieu of ACI 4.1.8.2 Seismic Tension: The nominal steel strength and 318-11 D 3 6(2012 IBC) or ACI 318-8 D 3.4 (2009 IBC) In nominal concrete breakout strength for anchors In tension addition,the pullout strength Np,,,,,c,, &o,, and N,,ep must be must be calculated in accordance with ACI 318 0.5 1 and multiplied by 0.6,as applicable. D.5 2, as described in Sections 4 1.2 and 4 1 3 of this For ACI 318-05 the values Nb, NN,,,nc,-, N,,c, Np,aa, and Vb report In accordance with ACI 318 D 5 3 2,the appropriate determined in accordance with this report must be multiplied value for pullout strength in tension for seismic loads, Np,,,q by 0.60,in lieu of ACI 318 D.3.4. or Npdc-ck,c,described in Tables 3 and 5 for KWK HUS-EZ, respectively, and in Tables 3 and 6 for KWIK HUS-EZ I, For anchors installed in the lower or upper flute of the respectively, must be used in lieu of Np. Npeg or Np,ded;,c, soffit of sand-lightweight concrete-filled steel deck and floor may be adjusted by calculations for concrete compressive and roof assemblies,this reduction is not required strength in accordance with Eq-1 of this report in addition for 4.2 Allowable Stress Design(ASD): concrete-filled steel deck floor and roof assemblies the value of 3,000 psi (20 7 MPa) must be substituted for the 4.2.1 General: Design values for use with allowable stress value of 2,500 psi (17.2 MPa) in the denominator Where design load combinations calculated in accordance with values for N,,e,7 are not provided in Table 3 of this report,the Section 1605.3 of the IBC must be established using the pullout strength in tension for seismic loads need not be following equations evaluated Tellowable ASD — n (Eq-4) 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength in shear must be calculated in Vaiawebla,ASO- (Eq-5) accordance with ACI 318 D.6 2 and D 6 3, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with where: 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 26 of 44 Project Name: COSTCO #111 STRUCTURAL ENGINEERING Location: TIGARD, OR CALCULATIONS TAMARACK'f GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G ESR-3027 I Most Widely Accepted and Trusted Page 4 of 14 Tana„abra,ASD = Allowable tension load (Ib,N) restrictions for installations into the soffit of concrete on VarbwabreASD = Allowable shear load (Ib,N) steel deck assemblies,see Figure 5. ¢N = Lowest design strength of an anchor or For installation of 'h-inch and 3/8-inch KWK HUS-EZ anchor group in tension as determined in (KH-EZ) anchors on the top of steel deck assemblies, see accordance with ACI 318 Appendix D, Table 7 for installation setting information Section 41 of this report and 2009 IBC 4.4 Special Inspection: Section 19081 9 or 2006 IBC Section Periodic special inspection is required, in accordance with 1908.1 16,as applicable Section 1705 1 1 and Table 1705.3 of the 2012 IBC,Section OV,, = Lowest design strength of an anchor or 1704 15 of the 2009 IBC or Section 1704 13 of the 2006 or anchor group in shear as determined in 2003 IBC, as applicable.The special inspector must be on accordance with ACI 318 Appendix D, the site periodically during anchor installation to verify Section 41 of this report and 2009 IBC anchor type,anchor dimensions, hole dimensions, concrete Section 1908 1.9 or 2006 IBC Section type, concrete compressive strength, drill bit type and size, 19081.16,as applicable hole dimensions, hole cleaning procedures, anchor spacing(s), edge distance(s), concrete member thickness, a = Conversion factor calculated as a anchor embedment, installation torque, impact wrench weighted average of the load factors for power and adherence to the manufacturer's printed the controlling load combination In installation instructions and the conditions of this report (in addition, a must include all applicable case of conflict,this report governs). The special inspector factors to account for nonductile failure must be present as often as required in accordance with the modes and required over-strength "statement of special inspection." Under the IBC, additional Limits on edge distance, anchor spacing and member requirements as set forth in Sections 1705, 1706 and 1707 thickness as gwen in Table 2 of this report must apply An must be observed,where applicable example of Allowable Stress Design tension values is given 5.0 CONDITIONS OF USE in Table 8 and Figure 6 The Hilti KWIK HUS-EZ (KH-EZ) and KWK HUS-EZ I 4.2.2 Interaction of Tensile and Shear Forces: The (KH-EZ I) concrete anchors described in this report comply interaction must be calculated and consistent with ACI 318 with, or are suitable alternatives to what is specified in, D 7,as follows those codes listed in Section 1 0 of this report,subject to the For shear loads Vapphed < 0 2Vanowabk,ASD, the full allowable following conditions- load in tension Taaowab/PASD shall be permitted 5.1 The anchors must be installed in accordance with the For tension loads Teppl,ad 5 0 2Taliwabre,45D,the full allowable manufacturer's published installation instructions and load in shear Velbweble,ASD shall be permitted this report In case of conflict,this report governs For all other cases 5.2 Anchor sizes, dimensions, and minimum embedment depths are as set forth in this report. rappned + vepp/ed 1.2 (Eq-6) 5.3 Anchors must be installed in accordance with Section T47bwabk.ASD velbweble,A n 4.3 of this report in uncracked or cracked normal- 4.3 Installation: weight concrete and sand-lightweight concrete having Installation parameters are provided in Tables 1, 2 and 7 a specified compressive strength, f'c, of 2,500 psi to and Figures 1, 4A, 4B and 5.Anchor locations must comply 8,500 psi (17.2 MPa to 58.6 MPa), and cracked and with this report and plans and specifications approved by uncracked normal-weight or sand-lightweight concrete the code official. The Hilti KWIK HUS-EZ (KH-EZ) and over metal deck having a minimum specified KWK HUS-EZ I (KH-EZ I) must be installed in accordance compressive strength,f,of 3,000 psi(20.7 MPa) with the manufacturer's published instructions and this 5.4 The value of f,used for calculation purposes must not report In case of conflict this report governs Anchors exceed 8,000 psi(55 2 MPa) must be installed in holes drilled into concrete perpendicular to the surface using carbide-tipped masonry drill bits 5.5 Strength design values must be established in complying with ANSI B212 15-1994 The nominal drill bit accordance with Section 4.1 of this report. diameter must be equal to that of the anchor The minimum 5.6 Allowable stress design values must be established in drilled hole depth is given in Table 2. Prior to installation, accordance with Section 4.2 of this report. dust and debris must be removed from the drilled hole using a hand pump, compressed air or a vacuum The anchor 5.7 Anchor spacing(s) and edge distance(s), and minimum must be installed into the predrilled hole using a powered member thickness, must comply with Table 2 and impact wrench or installed with a torque wrench until Figure 5 of this report the proper nominal embedment depth is obtained. The 5.8 Reported values for the KWIK HUS-EZ I (KH-EZ I)with maximum impact wrench torque, T,mpacr,ma, and maximum an internally threaded hex washer head do not installation torque, T,esr,max for the manual torque wrench consider the steel insert element which must be must be in accordance with Table 2. The KWIK HUS-EZ verified by the design professional Shear design (KH-EZ) and KWIK HUS-EZ I (KH-EZ I) may be loosened values in this report for the KWIK HUS-EZ I (KH-EZ I) by a maximum of one turn and retightened with a torque are for threaded inserts with F„equal to or greater than wrench or powered impact wrench to facilitate fixture 125 ksi. For use with inserts with F„less than 125 ksi, attachment or realignment Complete removal and the shear values are multiplied by the ratio of F. of reinstallation of the anchor is not allowed. insert and 125 ksi For installation in the soffit of concrete on steel deck 5.9 Prior to installation, calculations and details assemblies, the hole diameter in the steel deck must not demonstrating compliance with this report must be exceed the diameter of the hole in the concrete by more the submitted to the code official. The calculations and 1/8 inch(3.2mm) For member thickness and edge distance details must be prepared by a registered design 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 27 of 44 Project Name: COSTCO #111 STRUCTURAL ENGINEERING � a \ Location:TIGARD, OR CALCULATIONS TAMARACK TT GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G ESR-3027 I Most W,dely Accepted and Trusted Page 5 of 14 professional where required by the statutes of the 5.14 Anchors have been evaluated for reliability against jurisdiction in which the project is to be constructed brrttle failure and found to be not significantly sensitive 5.10 Since an ICC-ES acceptance criteria for evaluating to stress-induced hydrogen embrittlement. data to determine the performance of anchors 5.15 Use of carbon steel anchors is limited to dry, interior subjected to fatigue or shock loading is unavailable at locations this time, the use of these anchors under such conditions is beyond the scope of this report 5.16 Special inspection must be provided in accordance with Sections 4.4 5.11 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates 5.17 KVVIK HUS-EZ(KH-EZ)and KWIK HUS-EZ I (KH-EZ I) cracking may occur(faf,), subject to the conditions of anchors are manufactured by Hilti AG, under a quality this report control program with inspections by ICC-ES 5.12 Anchors may be used to resist short-term loading due 6.0 EVIDENCE SUBMITTED to wind or seismic forces, subject to the conditions of Data in accordance with the ICC-ES Acceptance Criteria for this report Mechanical Anchors in Concrete Elements (AC193), dated 5.13 Anchors are not permitted to support fire-resistance- March 2012,and quality control documentation rated construction Where not otherwise prohibited in 7.0 IDENTIFICATION the code, anchors are permitted for use with fire- resistance-rated construction provided that at least one The HILTI KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ I of the following conditions is fulfilled: (KH-EZ I) anchors are identified by packaging with the • Anchors are used to resist wind or seismic forces manufacturer's name (Hilti, Inc) and contact information, only anchor name, anchor size, and evaluation report number (ESR-3027). The anchors with hex washer head have KH- • Anchors that support gravity load—bearing structural EZ, HILTI, and anchor size and anchor length embossed on elements are within a fire-resistance-rated envelope the anchor head Identifications are visible after installation, or a fire-resistance-rated membrane, are protected for verification. by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards • Anchors are used to support nonstructural elements. 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 28 of 44 STRUCTURAL ENGINEERING Project Name: COSTCO #111 Location: TIGARD, OR CALCULATIONS TAMARACK' GROVE TGE Job Number: TGE15-5208 E N G F N E E R I N G ESR-3027 I Most Widely Accepted and Trusted Page 6 of 14 TABLE 1—KW1K HUS-EZ(KH-EZ)AND KW1K HUS-EZ I(KH-EZ I)PRODUCT INFORMAI1ON Name and Size Diameter Total Length-under the Minimum Nominal anchor head(4,41 Embedment(h,,,,,) KH-EZ l/4"x1 5/8"11/4" 1/4"(1/4"UNC-20–Internal Thread Length- 375") 15/8" 154' KH-EZ l/4"xl 5/e"13/8" 1/4"(3/e"UNC-16–Internal Thread Length- 453") 15/8" 15/8" KH-EZ 1/4"x2'/2"I'/4" '4"(1/4"UNC-20–Internal Thread Length- 375") 2'/2" 2'/2" KH-EZ 1/4"x2'/2"13/8" 1/4"(3/8"UNC-16–Internal Thread Length-.453") 2'/2" 2'/2" KH-EZ 1/4"x1 7/8" 1/4" 17/8" 15/8" KH-EZ 1/4.x25/8" 1/4. 25/8" 15/8" KH-EZ'/4'x3" /," 3" 15/8" KH-EZ 1/4"x31/2" 1/4" 31/2" 15/8" KH-EZ 1/4"x4" '/4" 4" 15/8" KH-EZ 3/8"x17/8" 3/8. 17/8" 15/8" KH-EZ 3/4"x2'/9 3/8" 21/8" 15/8" KH-EZ 3/8"x3" 3/8. 3" 21/2" KH-EZ 3/8"x3'12" 3/8" 31/2" 2'/2" KH-EZ 3/8"x4" 3/8" 4" 31/4. KH-EZ 3/8"x5" 3/8" 5" 31/4" KH-EZ 1/2"x21/2" '6" 21/2" 2'/4" KH-EZ 112"x3" 1/2" 3" 2'14" KH-EZ 1/2 11x31/2" 1/2. 3'/2" 3" KH-EZ'/2"x4" h_" 4" 3" KH-EZ 112"x4'/2" /2" 41/2" 3" KH-EZ'/2"x5" 1/2" 5" 3" KH-EZ 1/2"x6" '6" 6" 3" KH-EZ 5/8"x3'/2" 5/8" 31/2. 31/4" KH-EZ 5/8"x4" 5/8" 4" 31/4" KH-EZ 5/8"x5'/2" 5/8" 51/2. 31/4. KH-EZ 5/8"x61/2" 5/8" 6'/2" 31/4" KH-EZ 5/8"x8" 5/8" 8" 31/4" KH-EZ 3/4"x4'/2" 3/4" 4'/2" 4" KH-EZ 3/4"x5'/ 3/4" 51/2" 4" KH-EZ 5/4'1)(7" 3/4" 7" 4" KH-EZ 3/3"x8" 3/4" 8" 4" KH-EZ 3/4"x9" 3/4' 9" 4" For SI:1 inch=25 4 mm 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 29 of 44 Project Name: COSTCO #111 STRUCTURAL ENGINEERING I ea Location: TIGARD, OR CALCULATIONS TAMARACK' 'GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G ESR-3027 I Most Widely Accepted and Trusted Page 7 of 14 dh _M • 1 l=a1 IL- : _r. , 1 1 1" 0 tench her h nom h 0 t d wt-.A_ t t FIGURE 1—KWIK HUS EZ ANCHOR i. li4Vll Ali fir` " v[ _ :)� IOW'rya VIll VI 1.011111111_i ,.t FIGURE 2—HILTI KWIK HUS EZ CONCRETE SCREW ANCHOR FIGURE 3—HILT1 KWIK HUS-EZ I ANCHOR 1J ES Dim nob in Dam tmtlml ewrg propsr aaanbr atm a Clan moo nab to mom mom 11 I CC:j . C'''.8._ elMIMMI.t !1M M milli t ��• � ., • I MN -*- mrtao a0enor Intl props Input t001 or toroth,nacn F.1721114002 tpnta spout rutsna pert 1 FIGURE 4A—INSTALLATION INSTRUCTIONS–HILTI KWIK HUS EZ(KH-EZ) 0 ti H.,.. cc:::::yo do I OM hole In base material using proper diameter ddlt bit Clean drilled hole to remove debris r < Eli XXX\ °. V 1 [Instaa anchor using proper Impact tool or torque verench lnsert threaded rod Into Installed anchor I FIGURE 4B—INSTALLATION INSTRUCTIONS-HILTI KWIK HUS EZ I(KH-EZ I) 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 30 of 44 \ , Project Name: COSTCO#111 STRUCTURAL ENGINEERING " :et Location: TIGARD, OR CALCULATIONS TAMARACK``fig GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G ESR-3027 I Most Widely Accepted and Trusted Page 8 of 14 TABLE 2—KWIK HUS-EZ(KH-EZ)AND KWIK HUS-EZ I(KH-EZ I)INSTALLATION INFORMATION AND ANCHOR SPECIFICATION' Nominal Anchor Diameter(Inches) Characteristic Symbol Units (KH'/4 I) /4 3/e /z 5/9 3/4 Head Style - .. Internally Standard Hex Standard Hex Standard Hex Standard Hex Standard Hex Threaded Head Head Head Head Head Nominal Diameter (I5 /4 in ' 3/8 1/2 5/8 9/4 Drill Bit Diameter d„, in '/4 1/4 ''2 5/e 1/4 Minimum Baseplate d„ in N/A' 3/e 1/2 5/e 3/4 7/6 Clearance Hole Diameter Maximum Installation T,,x,,,,,e,4 ft-Ibf 18 19 40 45 85 115 Torque Maximum Impact Wrench Tm ft-lbf 114 137 114 137 114 450 137 450 450 450 Torque Rating' •me Minimum Nominal h,,,,,, in. 15/e 21/2 15/e 21/2 15/a 2'/2 31/4 21/4 3 4'/4 31/4 5 4 6'/4 - Embedment depth Effective Embedment Depth her in 1.18 1 92 1 18 1 92 1 11 1.86 2 50 1 52 2.16 3.22 2 39 3 88 2.92 4 84 Minimum Hole Depth Nye in 2 2'43 2 27/e 1/ 23/4 31/3 25/8 33/e 45/e 35/e 53/e 43/e 65/e Cntical Edge Distance' c„, in. 2 00 2 78 2.00 2.78 2 63 2 92 3.75 2 75 3 75 5 25 3 63 5 82 4 41 7 28 Minimum Spacing at Critical sm81Cec3 in. 1 50 2.25 3 0 Edge distance` Minimum Edge Distance' c,„„e in 1.50 1 75 Minimum Spacing Distance sm,„8 in 3 0 4 0 at Minimum Edge Distance` Minimum Concrete h,„,, in 3.25 4 125 3 25 4 125 3.25 4 4.75 4 5 4 75 6 75 5 7 6 8 125 Thickness 14"Internal 3/8 Wrench socket size— Thread KH-EZ I Model 3/9 Internal in. / Not Applicable Thread ' Wrench socket size— in N/A '/,6 9/16 3/4 566 1'/y - KH-EZ Model '/4"Internal 5/8 Max Head height— Thread KH-EZ I Model 3/9 Internal in. i,/i6 Not Applicable Thread . Max Head height - in N/A 0 24 0.35 0 49 0 57 0 70 Effective tensile stress area A3e 5 in.' 0 045 0 086 0.161 0 268 0 392 (Ase,N) Minimum specified ultimate fi, strength (f„)8 psi 125,000 106,975 120,300 112,540 90,180 81,600 For SI:1 inch=25 4 mm,1 ft-lbf=1.356 N-m,1 psi=6 89 kPa,1 in'=645 mm2,1 Ib/in=0 175 N/mm. 'The data presented in this table is to be used in conjunction with the design cnteria of ACI 318 Appendix D 'For installations through the soffit of steel deck into concrete(see Figure 5)anchors installed in the lower flute may be installed with a maximum 1 1 inch offset in either direction from the center of the flute. 3 Because of vanability in measurement procedures,the published torque of an impact tool may not correlate properly with the above setting torques. Over-torquing can damage the anchor and/or reduce its holding capacity. 4T,nsi,ma applies to installations using a calibrated torque wrench 5The notation in parenthesis is for the 2006 IBC 'The notation in parenthesis is for the 2003 IBC. 'The KWIK HUS-EZ I(KH-FZ I)version is driven directly to the supporting member surface 'Additional combinations for minimum edge distance,cm,n and minimum spacing distance,sm,„or sm,,,4e„may be derived by linear interpolation between the given boundary values. 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 31 of 44 STRUCTURAL ENGINEERING Project Name: COSTCO #111 � :n' Location:TIGARD, OR CALCULATIONS TAMARACK GROVE TGE Job Number: TGE15-5208 E N G I N E E R i N G ESR-3027 I Most Widely Accepted and Trusted Page 9 of 14 TABLE 3—HILTI KWIK HUS-EZ(KH-EZ)and KWIK HUS-EZ I(KH-EZ I)TENSION STRENGTH DESIGN DATA'2•4'' Nominal Anchor Diameter(inches) Characteristic Symbol Units (KH/FZ q '/4 3/8 i/2 5/8 3/4 Anchor Category 3 1 3 1 1 1,2 or 3 Head Style _ _ Internally Standard Hex Standard Hex Standard Hex Standard Hex Standard Threaded Head Head Head Heed Hex Head Nominal 5 s Embedment Depth h,,,,,, in 1 /e 2/, 1/e 2/2 166 2/2 3/4 2/4 3 4/4 3/4 5 4 6/4 Steel Strength In Tension(ACI 318 D.5.1)7 Tension Resistance N94 lb. 5,660 9,200 10,335 18,120 24,210 32,013 of Steel _ Reduction Factor for Steel Strength3,e 4sa - 0.65 Concrete Breakout Strength in Tension(ACI 318 D.5.2) Effective he, in. 1 18 1 92 1 18 1 92 1 11 1.86 2 50 1 52 2 16 3.22 2.39 3 88 2 92 4.84 Embedment Depth Critical Edge ca, in. 2 00 2 78 2 00 2 78 2 63 2.92 3 75 2 75 3 75 5 25 3.63 5.82 4.41 7.28 Distance Effectiveness Factor –Uncracked k9,e, - 24 27 Concrete Effectiveness Factor 17 –Cracked Concrete Modification factor for cracked and P94 - 1.0 uncracked concrete' Reduction Factor for Concrete Breakout ¢ed - 0 45 0 65 0.45 0.65 Strength' Pullout Strength in Tension(Non Seismic Applications)(AC1318 D.5.3) Charactenstic pullout strength, 69 5 6 6 uncracked concrete N��,x., lb 1,305 2,348 1,3056 2,348 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A (2,500psi) - Charactenstic pullout strength, 69 5 6676 5 5 cracked concrete Nps, lb. 667' 1,166 667 1,166 727 N/A N/A N/A N/A N/A N/A N/A N/A N/A (2500 psi) • Reduction factor for pullout strength' 0.45 0 65 0.45 0 65 n Pullout Strength in Tension(Seismic Applications)(ACI 318 D.5.3) Charactenstic Pullout Strength, N,n� lb 5346° 1,1665 5346 1,1665 727' N/A' N/A N/A N/A N/A N/A N/A N/A N/A Seismic (2,500 psi) Reduction Factor for Pullout Strength' ¢e - 0.45 0 65 0.45 0 65 (2,500 psi) Axial Stiffness in Service Load Range Un cracked Concrete /3,,,x, 760,000 lb/in Cracked Concrete (3„ 293,000 For SI:1 inch=25 4 mm,1 ft-Ibf=1.356 N-m,1 psi=6 89 kPa,1 in2=645 mm2,1 Ibfin=0175 N/mm The data in this table is intended for use with the design provisions of ACI 318 Appendix D,for anchors resisting seismic load combinations the additional requirements of ACI D 3.3 shall apply `Values of q in this table apply when the load combinations for ACI 318 Section 9 2,IBC Section 1605 2.1 are used and the requirements of ACI 318-11 D.4.3 for Condition B are met For situations where reinforcement meets the requirements of Condition A,ACI 318-11 D 4.3 or D.4.4 provides the appropnate Qfactor,as applicable 3lf the load combinations of ACI 318 Appendix C are used,the appropnate value of Q must be determined in accordance with ACI 318-11 D 4 4. 4ln this report,N/A denotes that pullout resistance does not govern and does not need to be considered. 'The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by(f/500)°5 for psi or(PA 72)°5 for MPa 6The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by(f,/2,500)°3 for psi or(f9/17.2)03 for MPa 7For sand-lightweight concrete,calculate values according to Section 4 1 12 of this report 'The KWIK HUS-EZ(KH-EZ)and KWIK HUS-EZ I(KH-EZ I)is considered a bnttle steel element as defined by ACI 318 D 1 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 32 of 44 Project Name: COSTCO#111 STRUCTURAL ENGINEERING ��j:� Location: TIGARD, OR •=r CALCULATIONS TAMARACK' GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G ESR-3027 I Most Widely Accepted and Trusted Page 10 of 14 TABLE 4—HILTI KWIK HUS-EZ(KH-EZ)and KWIK HUS-EZ I(KH-EZ I)SHEAR STRENGTH DESIGN DATA'S Nominal Anchor Dlameter(Inches) Characteristic Symbol Units 1/4 1 3 , 5 3 (KH-EZ I) /e /e /2 /8 /4 Anchor Category 1,2 or 3 3 1 3 1 3 1 1 Embedment Depth h„,,,, in 15/8 21/2 156 2'/2 15/8 2'/2 15/8 2'/2 31/4 21/4 3 41/4 31/4 5 4 61/4 Internal Thread in. 1/4 3/8 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Diameter Steel Strength In Shear(ACI 318 D.6.1)" Shear Resistance of V,a' lb 1,3608 1,3158 1,548 3,669 5,185 9,245 11,221 16,662 Steel-Static Sheer Resistance of V ° lb 6058 1,1208 1,393 3,669 3,111 5,547 6,733 11,556 Steel-Seismic sa,eq Reduction Factor for Steel Strength3 pss - 0.60 Concrete Breakout Strength In Shear(ACI 318 D.6.2) Nominal Diameter dada)7 in. 0 250 0 375 0 500 0 625 0 750 Load Bearing Length of Anchor 44 in 1.18 1.92 1 18 1.92 1 18 1 92 1.11 1 86 2 50 1.52 2.16 3 22 2 39 3 88 2.92 4 84 Reduction Factor for Concrete Breakout duo - 0.70 Strength 2 Concrete Pryout Strength In Shear(ACI 318 D.6.3) Coefficient for k,c - 1 0 1 0 1.0 1 0 1 0 1 0 1.0 1 0 2.0 1 0 1 0 2 0 1.0 2 0 2 0 2 0 Pryout Strength - Reduction Factor for Pryout Strength' 91''P - 0 70 For SI:1 inch=25.4 mm,1 ft-lbf=1.356 N-rn.1 psi=6.89 kPa,1 in2=645 mm22,1 Ib/rn=0.175 N/mm 'The data in this table is intended for use with the design provisions of ACI 318 Appendix D 'Values of s in this table apply when the load combinations for ACI 318 Section 9 2,IBC Section 1605.2.1 are used and the requirements of ACI 318-11 D 4 3 for Condition B are met For situations where reinforcement meets the requirements of Condition A,ACI 318-11 D 4 3 or D 4.4 provides the appropriate 0factor,as applicable. 3lf the load combinations of ACI 318 Appends C are used,the appropnate value of l must be determined in accordance with ACI 318-11 D 4.4. For 2003 IBC code basis replace 4with/,Vsa with Vs,and 14a,a7wrth Vs5sers 'Reported values for steel strength in shear are based on test results per ACI 355 2,Section 9 4 and must be used for design in lieu of calculated results using equation D-29 of ACI 318-11 6The KWIK HUS-EZ(KH-EZ)is considered a brittle steel element as defined by ACI 318 0.1 'The notation in brackets is for the 2006 IBC. °Values are for threaded rod or insert with F, 125 km For use with inserts with Fu less than 125 km multiply the shear values by the ratio of Fu of insert and 125 ksi 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 33 of 44 Project Name: COSTCO #111 STRUCTURAL ENGINEERING :- .', .. �_ __-moo Location:TIGARD, OR CALCULATIONS TAMARACK Tr GROVE TGE Job Number: TGE15-5208 E N S i N E E R I N G ESR-3027 I Most Widely Accepted and Trusted Page 11 of 14 TABLE 5-HILTI KWIK HUS-EZ(KH-EZ)TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES'a'e'' Lower Flute Upper Flute Characteristic Symbol Units Anchor Diameter I/4 3/a 1/2 5/8 3/4 I/4 3/8 1/2 Head Style - - Standard Hex Head Standard Hex Head Embedment h,,,,,, in. 15/8 2'/2 15/8 21/2 31/4 21/4 3 41/4 31/4 5 4 15/8 21/2 154 2% 2'/4 Minimum Hole Depth Noe in 2 22/8 11/4 23 3V2 21/4 33 45/e 3'/8 53/8 43/8 2 22/ 12/e 22/E 25/ Effective Embedment ha in 1.18 1 92 1 11 1.86 2 50 1 52 2 16 3.22 2 39 3 88 2 92 1.18 1 92 1 11 1.86 1 52 Depth Pullout Resistance, (uncracked concrete)- NN,wckum, lb. 1,2101,875 1,300 2,240 3,920 1,305 3,060 5,360 4.180 9,495 4,180 1,490 1,960 1,490 2,920 1,395 Pullout Resistance (cracked concrete and Np,,,,k„ lb. 620 930 810 1,590 2,780 820 1,930 3,375 2,630 5,980 2,630 760 975 1,185 2,070 985 seismic loads)3 Steel Strength in Vsa,aecke Shear lb 1,2052,210 1,510 1,510 3,605 1,605 2,920 3,590 3,470 4,190 3,760 1,205 3,265 3,670 6,090 7,850 Steel Strength in 1./sa,si0.el lb 905 1,990 905 905 2,165 965 1,750 2,155 2,080 2,515 2,610 1,080 2,940 3,670 3,650 4,710 Shear,Seismic For SI:1 inch=25 4 mm,1 ft-Ibf=1.356 N-m,1 psi=6 89 kPa,1 in'-=645 mm2,1 Ibiiin=0 175 N/mm. 'Installation must comply with Sections 4.1.10 and 4.3 and Figure 5 of this report. -The values listed must be used in accordance with Section 4.1 4 of this report. 'The values listed must be used in accordance with Section 4.1 4 and 4.1.8 2 of this report. the values listed must be used in accordance with Section 4.1 5 and 4.1 8 3 of this report !The values for 4y,in tension can be found in Table 3 of this report and the values for¢,a in shear can be found in Table 4 of this report °For the'/4-inch-diameter(KH-EZ)at 2'/2-inch nominal embedment and the 3/8-inch-through 3/4-inch-diameter anchors the characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by(f2/3,000)12 for psi or (f,/20 7)"2 for MPa. For the'/4-inch-diameter anchors(KH-EZ)at 15/8-inch nominal embedment charactenstic pullout resistance for concrete compressive strengths greater than 3.000 pa may be increased by multiplying the value in the table by(f„2,500)°3 for psi or(f',/17.2)°3 for MPa. TABLE 6-KWIK HUS-EZ I(KH-EZ I)TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE- FILLED PROFILE STEEL DECK ASSEMBLIES'6'' Characteristic Symbol Units Lower Flute I Upper Flute Head Style _ - - Internally T hreaded Embedment h„,. in. 08 2812 15/8 21/2 1'/8 21/2 1%8 2'/2 Minimum Note h,,a in 2 2'/e 2 22/8 2 22/8 2 2218 Depth _ _ Internal Thread in I.h, a/a /° 318 -Diameter Effective het in 118 192 118 192 1.18 1.92 118 192 Embedment Depth , Pullout Resistance, (uncracked Np,,k,,,,,,,,,, lb 1,210 1,875 1,210 1,875 1,490 1,960 1,490 1,960 concrete)- - Pullout Resistance (cracked concrete Np,,nkc, lb 620 930 620 930 730 975 730 975 and seismic loads)3 _ Steel Strength in Vsaoack9 lb. 1.015 1,525 1,015 1.525 Shear Steel Strength in V , a lb 445 1,295 445 1,295 Shear,Seismic samoceq For SI:1 inch=25 4 mm,1 ft-Ibf=1 356 N-m,1 psi=6 89 kPa,1 in2=645 mm2,1 lb/in=0 175 N/mm 'Installation must comply with Sections 4 1 10 and 4 3 and Figure 3 of this report. 2The values listed must be used in accordance with Section 4 1 4 of this report 'The values listed must be used in accordance with Section 4 1 4 and 4 1 8 2 of this report. °The values listed must be used in accordance with Section 4 1 5 and 4 1.8 3 of this report 5The values for Op in tension can be found in Table 3 of this report and the values for rise in shear can be found in Table 4 of this report. 'For the'/4-inch-diameter(KH-EZ I)at 2-'/2inch nominal embedment and the 3/8-inch-through 3/4-inch-diameter anchors the charactenstic pullout resistance for concrete compressive strengths greater than 3,000 psi maybe increased by multiplying the value in the table by(f,/3,000)12 for psi or (fa/20.7)10 for MPa For the'/4-inch-diameter anchors(KH-EZ I)at 15/8-inch nominal embedment characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by(fa2,500)03 for psi or(f0/17 2,103 for MPa 'Values for the KWIK HUS-EZ I(KH-EZ I)are for threaded rod or insert with F4a125 ksi For use with inserts with Fu less than 125 ksi multiply the shear values by the ratio of Fu of insert and 125 ksi 812 S. La Cassia Dr. • Boise, Idaho 83705 . (208) 345-8941 • (208) 345-8946 FAX Page 34 of 44 STRUCTURAL ENGINEERING l}am� ^ Project Name: COSTCO #111 �1` -'— Location:TIGARD, OR CALCULATIONS � TAMARACK'TT GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G ESR-3027 I Most Widely Accepted and Trusted Page 12 of 14 TABLE 7–HILT!K1MK HUS–EZ(KH-EZ)SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES.14'''''b•' DESIGN Symbol Units Nominal Anchor Diameter INFORMATION /e /e Effective ho in. 118 1.11 Embedment Depth Minimum concrete thickness hmn,dxF in. 2'/2 2'h Critical edge c in. 4 3 distance Minimum edge cm in. 1'/4 1'/4 distance ,ANr. p Minimum spacing smnchtkton in. 3 3 For SI:1 inch=25.4 mm. 'Installation must comply with Sections 4 1 10 and 4.3 of this report. 'For all other anchor diameters and embedment depths refer to Table 2 for values of hmo,cm,,,and smn. 'Design capacity shall be based on calculations according to values in Tables 3 and 4 of this report. °Applicable for 216-inch<_hmn,dea<3'/4-inch For hm.,de4ks 31/1-Inch,use setting information in Tables 3 and 4 of this report. 'Minimum concrete thickness(hmn,eeu,)refers to concrete thickness above upper flute. 'Minimum flute depth(distance from top of flute to bottom of flute)is 3 inches. 'Steel deck thickness shall be minimum 20 gauge. CLR. MIN. 1-1/4" STRUCTURAL SAND-LIGHTWEIGHT CONCRETE OR NORMAL WEIGHT CONCRETE OVER STEEL DECK (MINIMUM 3,000 Psi) a • _ 2\ a °t ° 4 ° °a •° °d a n a °e I ° a °a a \° UPPER 41° a (VALLEY) MIN. 4-1/2" MIN. 4-1/2- (1'YP) MIN. NO. ANCHOR 20 GAGE (TYP) STEEL DECK FLUTE EDGE MIN 12" (TYP) LOWER FLUTE MIN. 1-1/4" (RIDGE) FIGURE 5—INSTALLATION OF KWIK HUS-EZ(KH-EZ)AND KWIK HUS-EZ I(KH-EZ I)IN SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied Anchors in the lower flute may be installed with a maximum 1-inch offset in either direction from the center of the flute.The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. 812 S. La Cassia Dr. . Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 35 of 44 Project Name: COSTCO#111 STRUCTURAL ENGINEERING Location:TIGARD,OR CALCULATIONS TAMARACK Tr GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G ESR-3027 I Most Widely Accepted and Trusted Page 13 of 14 TABLE 8—HILTI KWIK HUS-EZ(KH-EZ)AND KWIK HUS-EZ I(KH-EZ I)ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES''43'4'5.6'7. ,s Nominal Anchor Nominal Effective Allowable Tension Diameter Embedment Depth, Embedment Load h,m Depth,ha [in.] [in.] [In.] [Ibs] 1518 1.18 407 2'12 1 92 1,031 15I8 1.11 620 3/8 21/2 1 86 1,334 31/4 2 5 2,077 21/4 1 52 1,111 /2 3 2 16 1,882 41/4 3.22 3,426 31/4 2 39 2,192 /B 5 3 88 4,530 s 4 2 92 2,963 /4 61/4 4 84 6,305 For SI:1 inch=25 4 mm,1 lbf=4 45 N 'Single anchor with static tension load only. 'Concrete determined to remain uncracked for the life of the anchorage 'Load combinations are taken from ACI 318 Section 9 2(no seismic loading) 440%dead load and 60%live load,controlling load combination 1 2D+1 6L 'Calculation of weighted average for conversion factor a=1 2(0 4)+1 6(0 6)=1 44 6 f,=2,500 psi(normal weight concrete). Ca =Ca2>Ca, 8 ha hm,. 'Values are for Condition B where supplementary reinforcement in accordance with ACI 318- 11 D 4 3 is not provided. 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 36 of 44 A� Project Name: COSTCO #111 STRUCTURAL ENGINEERING ■ Location:TIGARD, OR CALCULATIONS TAMARACK 1'GROVE. TGE Job Number: TGE15-5208 E N G I N E E R I N G ESR-3027 I Most Widely Accepted and Trusted Page 14 of 14 Given:Two 1/3 diameter KH-EZ with static tension load A i r l A km=4.25 inches h,=3 22 inches — n 1.5 h„ Normal Weight Concrete ff=3,000 psi • " No supplementary reinforcement(Cond.B) No eccentricity,60%live load.40%dead load >r i + �_1; ,-- ,/�•� s_s- Assume cracked concrete since no other information %9�� is available. - 1- h in r -= �' ' fi,,,=6 375 _I— I >1.5 ha, c,,, ,, 1.75 in. ">1.5 h. C=4- s„,,,,=3 in A-A Needed: Allowable stress design(ASD) tension capacity Calculation perACI 318-11 and this report Code Reference ESR Reference Step 1' Calculate steel capacity D 5.1.2 Table 3 4 N a=n 4 N 53=2(0.65)(18,120)=23,5 56 lbs Step 2: Venfy minimum member thickness,spacing and edge distance: hm,n=.375 in.512 in. -'ok D 8 Table 2 cmin=l 75 in.54 in. -'ok smin=3 in.56 in. —Ok Step 3:Calculate concrete breakout strength of anchor group in tension: ANC D 5.2 1 4 1.3 iv. /—�eC,N Ted N TCN wcp,NNb ^NCO Step 3a.Calculate ANC and ANm ANC=(l.5her+4)(3her+6)=(8 83)(15.66)=138 3 in.2 D 5.2.1 Table 3 ANCO=9(h5)2=9(3 22)2=93 32 in.2 Step 3b Determine Ye<N—e —wecN=1.0 D.5.2 4 — Step 3c:Calculate 4 —O 7+0 3(4 B3)=0.948 D.5.2 5 Table 3 Step 3d:Determine Ycep-, 4'CPN=1.0 because concrete is cracked. D 5 3.6 — Step 3e. Calculate Alt; Nb=kcr2a fc(her)15=17(1 0)V3,1)0()(3 22)15=5,380 lbs D 5.2 2 Table 3 (Aa=1.0 for normal weight concrete) Step 3f Calculate 4,NCC9: D.5.2.1 4.1 3 ,NC55=(0 65)1e3 sz)(1 0)(0 948)(1 0)(1.0)(5,380)=4,914 lbs D 4 3(c) Table 3 Step 4'Check Pullout Strength-•per Table 3 does not control — Table 3 Step 5 Controlling Strength: D.4.1.2 Table 3 Lesser of n4Nsa and ,pNoba—4,914 lbs Step 6:Convert to ASD based on 1.6(0.60)+1 2(0.40)=1 44 60%Live Load and 40%Dead Load 4,914 — 4.2 1 Tanowade Aso= 1.44 =3,412 lbs FIGURE 6—EXAMPLE CALCULATION 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 37 of 44 Project Name: COSTCO #111 STRUCTURAL ENGINEERING -o�% Location: TIGARD, OR CALCULATIONS TAMARACK' GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G CITY OF LOS ANGELES BOARD OF CALIFORNIA DEPARTMENT OF BUILDING AND SAFETY BUILDING AND SAFETY COMMISSIONERS -1.11 - + 201 NORTH FIGUEROA STREET `i'•,.�`a –b 1y. LOS ANGELES,CA 90012 .14 4111116611?t, VAN AMBATIELOS ij ';!. V — PRESIDENT , Yom , RAYMOND S.CHAN.C.E.,S E. E.FELICIA BRANNON OECD GENERAL MANAGER VICE-PRESIDENT ERIC GARCETfI FRANK BUSH JOSELYN GEAGA-ROSENTHAL MAYOR EXECUTIVE OFFICER GEORGE HOVAGUIMIAN JAVIER NUNEZ Custom Cooler, Inc. RESEARCH REPORT: RR 25690 420 East Arrow Hwy (CST#13030) San Dimas, CA 91773 Expires: December 1, 2016 Attn: Steve Pearson Issued Date: February I, 2015 • (909)592-111 I Code: 2014 LABC GENERAL APPROVAL—Renewal -Custom Cooler Incorporated Prefabricated Model 300 Refrigeration Panels for Walk-In Coolers and Freezers. DETAILS The panels consist of 3-1/2"to 5-1/2"thick high density foam or wooden frames with foamed-in- place rigid plastic core material manufactured by Dow Chemical Company and designated as: Voracor CE 108,CE 151,CE 153, CE 128,CE 155, CE 152,CE 157 "A"side. Delta Therm AF4509 or Voracor CR1004"B"side. The skins are fabricated from 26 gauge galvanized steel with a minimum yield strength 33 ksi. The panels are held together by the use of cam-locking devises along the edges of the panels. Access holes for these devices are covered with metal or plastic plugs. Flame Spread and Smoke Development ratings per ASTM E84 are 20 and 300 respectively, for the foam (tested alone)and 15 and 250 respectively, for the foam with the skin described below. Density of the foam core is 2.2+or-.2 pet-. Custom Cooler Incorporated freestanding walk-in coolers and freezers constructed of panels described above are approved subject to the following conditions: 1. Use of the panels shall be limited to locations where combustible construction is permitted by the 2014 Los Angeles City Building Code. 2. The panels shall be fabricated in a shop of a licensed fabricator approved by the Los Angeles City Building& Safety Department. Fabrication in unlicensed shops will invalidate this approval. RR 25690 Page 1 of 5 IADOS G-5(Rev04/30I2014I AN EQUAL EMPLOYMENT OPPORTUNITY-AFFIRMATIVE ACTION EMPLOYER 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 38 of 44 Project Name: COSTCO #111 STRUCTURAL ENGINEERING ■ Location: TIGARD, OR CALCULATIONS TAMARACK`v GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G Custom Cooler Incorporated Re: Custom Cooler Incorporated Prefabricated Model Refrigeration Panels for Walk-in Coolers and Freezers 3. A thermal barrier is required per Section 2603.4 of the 2014 Los Angeles City Building Code unless exempted per Section 2603.4.1. 4. Complete plans and calculations, signed and stamped by a civil or structural engineer or architect registered in the State of California, shall be submitted to the Structural Plan Check for their approval for each job. 5. An approved fire retardant roof covering(Class "A"or"B")shall be placed over the panels when used as exterior roof panels. 6. A separate approval from the Electrical Testing Laboratory shall be required for electrical installations within the panels. 7. Design of building utilizing the panels shall be in accordance with the requirements of the 2014 Los Angeles City Building Code and the design data specified A.Panel Height Limitation(feet) and Maximum Concentric Axial Loads (PLF) Thickness Interior Panels Exterior Panels Maximum Axial (20 Ib/sgft) Load(PLF) 4"wood Frame 30 18 600 4" foam Frame 24 13 300 5"wood Frame 31 20 600 5"foam Frame 28 14 300 6"wood Frame 32 21 600 6" foam Frame 30 15 300 B. Maximum Allowable Loads for Roof or Ceiling Panels (W/F= Wood Frame)(F/F=Foam Frame) RR 25690 Page 2 of 5 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 39 of 44 STRUCTURAL ENGINEERING j Project Name: COSTCO #111 �s Location:TIGARD, OR CALCULATIONS TAMARACK`r GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G Custom Cooler Incorporated Re: Custom Cooler Incorporated Prefabricated Model Refrigeration Panels for Walk-in Coolers and Freezers Span t=4 in.W/F. t=4 in.F/F t=5 in.W/F t=5 in.F/F t=6 in.W/F t=6 in.F/F 10' 53 49 65 65 79 79 12' 50 36 55 48 66 62 14' 37 27 47 37 57 48 16' 28 20 40 29 50 38 18' 22 16 32 23 42 30 20' 18 13 25 18 34 24 22' 14 10 20 15 27 20 24' II 8 17 12 23 16 26' 9 7 14 10 19 13 28' 8 6 II 8 16 II 30' 6 - 10 7 13 10 32' - - 9 6 II 8 C. Maximum Allowable Shear Load of Wall Panels (PLF): Shape Factor(Height:Width)Ratio Allowable Shear(ppt) 0.5:1 400 1:1 200 1.5:1 133 2:1 100 D. Maximum Allowable Roof/Ceiling Diaphragm Shear Shape Factor(Height:Width)Ratio Allowable Shear(ppl) 0.5:1 400 I:I 200 I 5:1 133 2.1 100 3:1 MAXIMUM 67 The panels shall be continuous between exterior shear walls and shall not contain any openings or holes. RR 25690 Page 3 of 5 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 40 of 44 Project Name: COSTCO #111 STRUCTURAL ENGINEERING I �� / Location:TIGARD, OR CALCULATIONS TAMARACK ir GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G Custom Cooler Incorporated Re: Custom Cooler Incorporated Prefabricated Model Refrigeration Panels for Walk-in Coolers and Freezers E. Ceiling panel to wall panel connections are made with 3/8" dia. Lag screws or cam- locking devises,then a 26 gauge galvanized continuance angle cap is installed using#8 x 5/8" long tek screws(see attachment I).The allowable shear and tension loads for the lag bolt connection are 573 and 472 pounds respectively. The allowable shear and tension loads for the camlock connection are 464 and 123 pounds respectively. F. Maximum Allowable Loading for the Cam-Locking Devices: Wood Frame Foam Frame Tension parallel to panel face 386 168 Shear along longitudinal edge of panel in 280 147 • direction parallel to panel edge 8. Locations of connectors must be detailed on approved plans,the spacing of connections shall be calculated for each job but not less than two per width of panel (Width of panel = 46 1/2"). 9. Allowable loads for shear walls and diaphragms are not applicable to buildings incorporating structural steel framing. 10. No increase in allowable stresses is allowed for the values indicated above for short duration of loads due to wind or seismic forces. 11. All design values and methods not included in this report shall be in accordance with requirements of the 2014 Angeles City Building Code. DISCUSSION The report is in compliance with the 2014 Los Angeles City Building Code. The approval is based on tests on the foam per requirements of Sec.2603 of the 2014 Los Angeles City Building Code, tests conducted in accordance with ASTM E-84 on the finished panels,and load tests conducted in accordance with ASTM E-72. Addressee to whom this Research Report is issued is responsible for providing copies of it, complete with any attachments indicated,to architects,engineers and builders using items approved herein in design or construction which must be approved by Department of Building and Safety Engineers and Inspectors. This general approval of an equivalent alternate to the Code is only valid where an engineer and/or inspector of this Department has determined that all conditions of this Approval have been met in the project in which it is to be used. RR 25690 Page 4 of 5 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 41 of 44 Project Name: COSTCO#111 STRUCTURAL ENGINEERING / n Location:TIGARD, OR CALCULATIONS TAMARACK'TAMARACK T GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G Custom Cooler Incorporated Re: Custom Cooler Incorporated Prefabricated Model Refrigeration Panels for Walk-in Coolers and Freezers Quan Nghiem,Chief Engineering Research Section 20I N. Figueroa St.,Room 880 Los Angeles, CA 90012 Phone-213-202-9816 Fax-213-202-9943 E13 R122>h9(1 MSWo,,d2UIU RUli1='I5 :M3 Attachment.Panel Connection Detail(2 Pages). RR 25690 Page 5 of 5 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 42 of 44 Project Name: COSTCO #111 STRUCTURAL ENGINEERING ? � la Location: TIGARD, OR•CALCULATIONS TAMARACK 17 GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G RR 25690 4TTACHMENT PLNEL CONNECTIONS STUE SEXT EX1_ ._ . FOAM D 2X4 CAULKING FOAM FOAM �A 7 METAL mpg p�hl,.- Iti yr a lb*'o,,y .; e §II PLUG BUTTON/ CAM LOCK FASTENER PLUG BUTTON LOCK FASTENER CAM SILICONE SILICONE) INTERIOR INTERIOR WALL TO WALL FOAM FRAME WALL TO WALL WOOp FRAME X 6°CONT. 26GA 3/8' X b' LAG BOLT GAM STEEL TOP CAP WITH AND WASHER #8 X 5/8' TEK SCREWS 3/8°X 8° LAG BOLT METAL CONT. AND WASHER i��rr��r��S TOP CAP CAULKING i.'": ..." CEILING PANEL b ♦��1_ W/j8 X 5/8' METAL �b��♦+♦e TEK SCREWS . CEILING PANEL NSF GASKET E�♦ �+ i'I�, porn-' NSF GASKET 2x WOOD ,40:i FOAM o:gv? WALL PANEL WALL CEILING TO WALL CEILING TO FALL FOAM FRAME WOOD FRAME LAG SCREW CONT. TOP CAP W/8 X 5/8" METAL TEK SCREWS E�;c s s'f`} 'h'}f;:§. CEILING PANEL WALL CEILING TO WALL WOOD FRAME CAM LOCK 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 43 of 44 IL f �/ `� Project Name: COSTCO #111 .,r STRUCTURAL ENGINEERING ■ Afi&z.- `iL Location:TIGARD, OR CALCULATIONS TAMARACK'S GROVE TGE Job Number: TGE15-5208 E N G I N E E R I N G RR 25690 ATTACHME\T 2 WALL TO FLOOR CONNECTIONS EXTERIOR INTERIOR INTERIOR CLASS I WALL PANEL W POLYURETHANE 26GA. GALV.METAL POLYURETHANE 26GA. GALV. METAL FOAM CORE SKIN FOAM CORE SKIN 3/4° X 3/4'X 16a 3/4" X 3/4° X 16GA 0,14,-.-4, GALV. STEEL ANGLE EXTERIOR �,.,_;fc► GALV. STEEL ANGLE •i