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Specifications (23) m - ' .0\S-cON Project Name: DIN TAI FUNG STRUCTURAL ENGINEERING Location:TIGARD,OR CALCULATIONS TAMARACK-TrGROVE TGE Project Number;TGE18-11045 E N v ! N E E R I N G BRIAN J. SIELAFF, P.E. STRUCTURAL ENGINEERING CALCULATIONS FOR RECEIVED DIN TAI FUNG OCT 2 2 2018 TIGARD OREGON CITYrr TIGARD IMPERIAL-BROWN TGE PROJECT NUMBER: TGE18-11045 TGE FIRM NUMBER: 1078621-95 PRop&., OREGON 0/ <64Y 70,0 s 4,4r STAMP DESIGN CRITERIA: STRUCTURAL CODE: 2014 OSSC RISK CATEGORY: II SEISMIC PARAMETERS: Ss=0.976 g Si =0.425 g SEISMIC DESIGN CATEGORY: D MINIMUM INDOOR LATERAL LOAD: 5.0 PSF WALL/CEILING DEAD LOAD: 5.0 PSF CEILING LIVE LOAD: 10.0 PSF 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 1 of 47 STRUCTURAL ENGINEERING Project Name: DIN TAI FUNG -- -`' Location:TIGARD,OR CALCULATIONS TAMARACK ITGROVE TGE Project Number:TGE18-11045 . .. N ER IN ,a TABLE OF CONTENTS 2 PROJECT INFORMATION 3 1.1 TAMARACK GROVE ENGINEERING 3 1.2 PROJECT CLIENT INFORMATION 3 1.3 PROJECT SITE INFORMATION 3 2 SCOPE OF WORK 3 3 GENERAL STRUCTURAL NOTES 4 4 DESIGN CRITERIA 5 5 BOX i ANALYSIS(IB DRAWING NO.18-IB-11912-01) 8 5.1 GRAVITY ANALYSIS 8 5.2 LATERAL ANALYSIS 10 6 BOX 2 ANALYSIS(IB DRAWING NO.18-IB-11922-02) i6 6.1 GRAVITY ANALYSIS i6 6.2 LATERAL ANALYSIS 18 7 BOX 3 ANALYSIS(IB DRAWING NO.18-IB-11912-03) 24 7.2 GRAVITY ANALYSIS 24 7.2 LATERAL ANALYSIS 26 8 APPENDIXA 32 8.1 ANCHORAGE PRINTOUT 32 9 APPENDIX B 37 9.1 TESTING REPORT 37 9.2 ICC REPORTS AND DESIGN AIDS 47 812 S.La Cassia Dr. • Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 2 of 47 STRUCTURAL ENGINEERING Project Name:DIN TAI FUNG CALCULATIONS s<` Location:TIGARD,OR TAMARACK TGE •Project Number:TGE18-11045 PROJECT INFORMATION 1.1 TAMARACK GROVE ENGINEERING Project Number: TGE18-11045 Date: 8/30/2018 Contact: Kaleb Tackett, E.I. Engineer of Record: Brian J.Sielaff, P.E., P.Eng. 1.2 PROJECT CLIENT INFORMATION Company: Imperial-Brown Client Project Number: 18-IB-11912 Contact: Ken Rhoads Address: 2271 N.E.194th Portland, OR 97230 Phone: 503-665-5539 Email: KRhoads@imperial-brown.com Client Logo: • oBImperial® BROWN 1.3 PROJECT SITE INFORMATION Name: Din Tai Fung Address: 9677 SW Washington Square Rd. Tigard,OR 97223 Coordinates: (45.4481°N,122.7828°W) Building Code: 2014 Oregon Structural Specialty Code Reference ASCE 7-10 Chapter 15 for`Non-Building Structures Similar to Buildings". 2 SCOPE OF WORK Tamarack Grove Engineering is providing structural engineering calculations for the walk-in cooler manufactured by Imperial Brown Mfg. to verify the structural integrity of the panels and anchorage to the slab. The design of the slab/foundation is to be provided by others. Redline drawings provided to the client as needed based on calculations and code requirements. 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 3 of 47 • Project Name: DIN TAI FUNG STRUCTURAL ENGINEERING !� J= '„ Location:TIGARD,OR CALCULATIONS TAMARACK M GROVE TGE Project Number:TGE18-11045 ENGINEERING 3 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 STRUCTURAL MEMBER IN THE FIELD IS PROHIBITED,UNLESS PRIOR CONSENT IS GIVEN BY THE ENGINEER OF RECORD. E. ALL FUTURE ROOF/CEILING MOUNTED EQUIPMENT NOT CURRENTLY SHOWN ON THE APPROVED SHOP DRAWINGS SHALL BE COORDINATED WITH THE EOR PRIOR TO ANY INSTALLATION,TYP. F. THE ASSUMED THICKNESS OF EXISTING CONCRETE WILL BE 4"WITH AN f'c OF 2,500 PSI,UNLESS OTHERWISE NOTED IN CALCULATIONS. 2. SPECIAL INSPECTIONS&TESTING(QUALITY ASSURANCE PLAN): A. GENERAL: 1. INDEPENDENT TESTING LAB SHALL BE RETAINED BY OWNER TO PROVIDE INSPECTIONS AND SPECIAL INSPECTIONS AS DESCRIBED HEREIN. 2. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND PROVIDING ON SITE ACCESS TO ALL REQUIRED INSPECTIONS AND NOTIFIES TESTING LAB IN TIME TO PERFORM SUCH INSPECTIONS PRIOR. 3. DO NOT COVER WORK REQUIRED TO BE INSPECTED PRIOR TO INSPECTION BEING MADE. IF WORK IS COVERED,CONTRACTOR WILL BE RESPONSIBLE FOR UNCOVERING AS NECESSARY. 4. THE CONTRACTOR SHALL CORRECT ALL DEFICIENCIES AS NOTED WITHIN THE SPECIAL INSPECTION REPORTS AND/OR THE ENGINEER OF RECORD'S FIELD OBSERVATION (STRUCTURAL OBSERVATIONS) REPORTS TO BRING THE CONSTRUCTION INTO COMPLIANCE WITH THE CONTRACT DOCUMENTS, ADDENDUMS, REVISIONS, RFI'S AND/OR WRITTEN INSTRUCTIONS. THE CONTRACTOR IS RESPONSIBLE TO REQUEST SUMMARY REPORTS FROM THE SPECIAL INSPECTOR AND ENGINEER OF RECORD AT THE TIME OF THE PROJECT SUBSTANTIAL COMPLETION. PRIOR TO REQUESTING THE SUMMARY OF STRUCTURAL OBSERVATION REPORTS FROM THE ENGINEER OF RECORD,THE CONTRACTOR SHALL SUBMIT TO THE ARCHITECT AND ENGINEER OF RECORD A LETTER STATING THAT ALL OUTSTANDING ITEMS NOTED ON PREVIOUS STRUCTURAL OBSERVATION REPORTS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, ADDENDUMS,REVISIONS,RFI'S AND/OR WRITTEN INSTRUCTIONS. B. SPECIAL INSPECTIONS: 1. ALL SPECIAL INSPECTIONS SHALL BE PERFORMED TO MEET THE REQUIREMENTS OF THE 2014 OREGON STRUCTURAL SPECIALTY Code(2014 OSSC),AS RECOMMENDED BY THE LOCAL BUILDING JURISDICTION. 2. REQUIRED SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT CERTIFIED TESTING LABORATORY EMPLOYED BY THE OWNER PER SECTION 1704 OF THE 2014 OSSC. 3. THE INDEPENDENT CERTIFIED TESTING LABORATORY AND INSPECTORS SHALL BE A QUALIFIED PERSON WHO SHALL SHOW COMPETENCE TO THE SATISFACTION OF THE LOCAL BUILDING OFFICIAL, OWNER, ARCHITECT AND ENGINEER OF RECORD FOR THE PARTICULAR OPERATION. ALL SPECIAL INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT,ARCHITECT AND ENGINEER OF RECORD STATING THE PROJECT NAME AND ADDRESS. 4. THE CONTRACTOR AND SPECIAL INSPECTOR SHALL NOTIFY THE ENGINEER OF RECORD OF ANY ITEMS NOT COMPLYING WITH THE PROJECT SPECIFICATIONS,CONTRACT DOCUMENTS AND/OR APPLICABLE CODES BEFORE PROCEEDING WITH ANY WORK INVOLVING THAT ITEM. THE ENGINEER OF RECORD WILL REVIEW THE ITEM AND DETERMINE ITS ACCEPTABILITY. IF WORK INVOLVING THAT ITEM PROCEEDS WITHOUT PRIOR APPROVAL FROM THE ENGINEER OF RECORD,THEN THE WORK WILL BE CONSIDERED NON-COMPLIANT. 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 4 of 47 STRUCTURAL ENGINEERING Project Name:DIN TAI FLING CALCULATIONS �— a� 1%. q+ "ss._ Location:TIGARD,OR TAMARACK GROVE TGE Project Number:TGE18-11045 4 DESIGN CRITERIA PANEL SPECIFICATION Manufacturer Imperial Brown, Inc. Panel Type & Report Number HDU Frame Urethane Panel (Test Report Number 186265-1) PANEL DEAD LOADSteel Facing (ASTM-A-646) Weight 1.8 psf Insulation Weight 0.75 psf Rail Weight 0.45 psf Miscellaneous 2 psf Total Panel Dead Load, (DL panel) 5 psf LIVE Ceiling Panel Live Load, (LLpanel) 10 psf ASCE 7, Table 4-1 Indoor Lateral Live Load, (Linternal) 5 psf ASCE 7, Sec. 1.4.5 Concentrated Live Load 300 lbf ASCE 7, Table 4-1 SEISIVIIC LOAD Risk Category II ASCE 7, Table 1.5-1 Building Site Class D o 0 Mapped SRA Short Period Parameter, (Si) 0.976 g ASCE 7, Sec. 11.4.1 Mapped SRA 1 sec Period Parameter, (S1) 0.425 g ASCE 7, Sec. 11.4.1 0 Short Period Site Coeffecient, (Fa) 1.109 ASCE 7, Sec. 11.4.3 .p Long Period Site Coeffecient, (F„) 1.575 ASCE 7, Sec. 11.4.3 Long-period Transition Period(s), (IL) 16 s ASCE 7, Fig 22-12 to 16 Design SRA Short Period Parameter, (SDS) 0.722 g SDS =2/3*Fa 11.4-3) Q Design SRA 1 sec Period Parameter, (SD1) 0.446 g sDi =2/3*F„*Si(Eq 11.4_4) t Seismic Design Category D ASCE 7, Sec. 11.6 812 S.La Cassia Dr. •Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 5 of 47 Project Name: DIN TAI FUNG STRUCTURAL ENGINEERING Location:TIGARD,OR CALCULATIONS TAMARACK. GROVE TGE Project Number:TGE18-11045 ra E L A This=s a beta release of the new ATC Hazards by..Location website.Pease contact us volt.*feedbaci. arc Hazards by Location Search Information Address: 9677 SW Washington Square Rd,Tigard,OR 87223,USA Coordinates: 48.4481185.-122.78283160000001 Tlmesta mp: 2018-08-28115.11_37.879Z Hazard Type: Seismic Reference Document: ASCE7-10 Risk Category: II site class. D Report Title: Din Tai Fung redverd 0 wanks Vancouver aisvi rrarti EtszzUeildr t {,a;} - r 7-3 rrowita,y, Ung r rk Forest r,,,*Hillsboro Pttrtfand Gib-sham4ctaif tiiares Std r Tigard zr :-' Tuaiat-in Sandy zit Nord Eagle Creek arm rrr Eatrrada >�.:ai roast = st frior tacaaeiira G-6 gl (51;9w um z 3 ea xu, Three Lynx Alae aepertamaCar*ccr NICER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) fig) 1.00 0.60 0.80 0.60 0.40 0.40 0.20 0.20 0.061 ...® 0.00 0 5 10 15 Period(s) 0 5 10 Text Results Basic Parameters Name Value Description Ss 0.976 MCEe ground motion(pe€iod=0.2s) Si 0.425 MCEe ground motion(period=1.0s) Sus 1.083 Slte-modify spectral acceleration value Sui 0.669 Site-modified spectralacceleraiion value S00 0.722 Numeric seismic design value at 0.2s SA SDI 0.446 Numeric seismic design value at 1.0s SA Additional Information Name Value Description 812 S.La Cassia Dr. •Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 6 of 47 Project Name: DIN TAI FUNG STRUCTURAL ENGINEERING = - Location:TIGARD,OR CALCULATIONS TAMARACK'TT GROVE TGE Project Number:TGE18-11045 ENGINEERING SDC ID Seismic design category 1.109 Slle amplification factor at 0.2s 1.575 Sibs amplification factor at 1.0s PGA 0.427 MCEG peak ground acceleration FPGA 1.073 Site amplification factor at PGA PAM 0.458 Site modified peak ground acceleration TL 16 Long-period transition period(s) SsRT 0.976 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.088 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 2.213 Factored deterministic acceleration value(0.2s) S1RT 0.425 Probabilistic risk-targeted ground motion(1.0s) S1UH 0.488 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) $tf) 0.727 Factored deterministic acceleration value(1.05) PGAd 0.807 Factored deterministic acceleration value(PGA) The results indicated here DO NOT reflect any stale of local amendments tc the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the United States Geological Survey agmalassiggtigtagiyica. While the information presented on this website is believed to be con-ed,ATC and its sponsors and contributors assume no responsiblity or lability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy.suitability and applicability by engineers or other licensed professionals.MC does not intend that the use of this information replace the sound lodgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care requited of such professionals in interpreting and applying the results of me report provided by this website.Users of the information from this website assume all liability arising from such ose.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 7 of 47 Project Name:DIN TAI FUND STRUCTURAL ENGINEERING =F'�` i Location:TIGARD,OR CALCULATIONS TAMARACK V GROVE TGE Project Number:TGE18-11045 5 BOX i ANALYSIS(IB DRAWING NO.18-IB-11912-oi) 5.1 GRAVITY ANALYSIS Manufacturer Imperial Brown, Inc. Testing Information Appendix B - IB Span Chart Note:HDU= Foam Frame, WFU= Wood Frame ROOF/CEILING PANEL ANALYSIS I ROOF/CEILING PANEL 15.5 ft Panel Thickness/Type 4" HDU Panel Span, (L) 15.5 ft Tributary Width of Ceiling Panel, (Tceiling) 3.92 ft Allowable Deflection L/240 Allowable Load, (LLall) 11.8 psf Allowable Moment, (Mall) 1383.2 /bf*ft M all = w*L 2/8 Where, w=LL all *T Ceiling PANEL SPAN CHART(IMPERIAL BROWN) Allowable Superimposed Load(psf) Span(ft) 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 3.5"HDU L/240 54.5 43.8 35.7 29.4 24.4 20.3 16.9 14.1 11.8 9.9 8.2 6.8 5.6 4.6 3.7 2.9 2.2 1.6 1.1 0.7 0.3 0.0 0.0 L/180 73.9 59.6 48.8 40.4 33.7 28.2 23.8 20.0 16.9 14.4 12.1 10.2 8.7 7.3 6.1 5.1 4.2 3.4 2.7 2.1 1.6 1.1 0.7 4"HDU L/240 64.0 51.8 42.6 35.3 29.6 24.9 21.0 17.7 15.0 12.7 10.8 9.1 7.7 6.4 5.3 4.4 3.6 2.9 2.2 1.7 1.2 0.8 0.4 L/180 86.6 70.3 58.0 48.4 40.6 34.4 29.2 24.9 21.3 18.2 15.6 13.3 11.4 9.8 8.4 7.1 6.0 5.1 4.2 3.5 2.8 2.3 1.7 L/240 83.0 67.9 56.4 47.3 40.1 34.2 29.3 25.1 21.6 18.6 16.1 13.9 12.0 10.3 8.9 7.6 6.5 5.5 4.6 3.9 3.2 2.6 2.0 5"HDU L/180 112.1 91.8 76.5 64.5 54.8 46.9 40.3 34.9 30.2 26.2 22.8 19.9 17.3 15.1 13.2 11.5 10.0 8.7 7.5 6.5 5.6 4.7 4.0 3.5"WFU L/240 299.3 255.9 184.6 129.0 93.2 69.2 52.5 40.5 31.6 25.0 19.9 16.0 12.8 10.3 8.3 6.6 5.2 4.1 3.1 2.3 1.6 1.0 0.5 L/180 299.3 255.9 209.5 165.3 125.6 93.6 71.3 55.3 43.5 34.7 27.9 22.6 18.4 15.1 12.4 10.1 8.3 6.8 5.5 4.4 3.5 2.7 2.0 4"WFU L/240 298.6 255.3 222.8 170.8 123.6 92.0 69.9 54.1 42.4 33.7 26.9 21.7 17.6 14.2 11.6 9.4 7.5 6.0 4.7 3.7 2.7 2.0 1.3 L/180 298.6 255.3 222.8 190.8 154.2 124.2 94.8 73.6 58.1 46.4 37.5 30.5 25.0 20.5 17.0 14.0 11.6 9.6 7.9 6.4 5.2 4.1 3.2 5.5"WFU L/240 298.0 254.6 222.2 196.9 176.7 160.1 140.1 109.3 86.6 69.5 56.4 46.2 38.1 31.6 26.4 22.1 18.5 15.5 13.1 10.9 9.1 7.6 6.3 L/180 298.0 254.6 222.2 169.9 176.7 160.1 146.3 128.8 110.5 94.4 77.0 63.3 52.6 43.9 36.9 31.2 26.5 22.5 19.2 16.4 14.0 11.9 10.1 Ceiling Panel Live Load, (LLp21ei) 10.0 psf Governing Live Load Ceiling Panel Live Load, (PLL) 300.0 1bf Maximum Moment, (Mmax) 1177.2 ibf*ft Mmax= w*L^2/8 Where, w=LLpanel * Tceiling Check PASS M aN>M max 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 8 of 47 Project Name:DIN TAI FUNG STRUCTURAL ENGINEERING § ' Location:TIGARD,OR CALCULATIONS TAMARACK IT GROVE TGE Project Number:TGE18-11045 L C, v Manufacturer Imperial Brown, Inc. Testing Information Testing Report Number 186265-1 Note:HDU= Foam Frame, WFU= Wood Frame -WALL PANEL ANALYSISROOF/CEILING PANEL WALL PANEL Hw= 8.92 ft Panel Thickness/Type 4" HDU Panel Height, (Hu,) 8.92 ft Tributary Width of Ceiling on Wall, (Twaii) 8.085 ft Ceiling Panel Dead Load, (D11„„i) 5.0 psf p Roof Panel Live Load, (LLpanel or P« ) 10.0 psf Applied Axial Force, (Pmax) 121.3 pif Pmax=(LLpanel+DLpanel) *Twall Indoor Lateral Live Load, (Linternai) 5 psf Ultimate Failure Load 15200 Ibf See Appendix B Testing Report, Pg. 10 Panel Width Tested, (W) 4 ft See Appendix B Testing Report, Pg. 9 Factor of Safety, (FOS) 3 Failure Mechanism:Skin Wrinkling Allowable Axial Force, (Pali) 1267 pif P 1=Ultimate Fatlure Load w*FOS Allowable Transverse Force, (Lail) 49.2 psf Interpolated From Table Above Pmax ',InternalCheck PSS + < 1 Pall Lall 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 9 of 47 STRUCTURAL ENGINEERING , _ , Project Name:DIN TAI FLING CALCULATIONS — Location:TIGARD,OR TAMARACK'r GROVE TGE Project Number:TGE18-11045 5.2 LATERAL ANALYSIS B. wtg w20 i w21 wzz wza YP _ es S 1 � [RI ID, W15 } 10r 1 �` 1MAIN COOLER a� i 1 .51/ 2 2 do 151:9 • Pk. l!1S,1515 W1 [A] W a� 1 O It FREEZER g SW = SHEAR mL WALL d '4.S W WB.. 71.7 wfi ..WBS W34 ....y .._ 0 0 4. W 812 S.La Cassia Dr. • Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 10 of 47 Project Name:DIN TM FLING STRUCTURAL ENGINEERING Location:TIGARD,OR CALCULATIONS TAMARACK b GROVE TGE Project Number:TGE18-11045 SEISMIC LOAD GENERATION PER ASCE 7-10 - SEISMIC DESIGN.,. REQUIREMENTS FOR NONBUILDING STRUCTURES DESIGN DATA: Width 24.39 ft Length 21.17 ft Ceiling Panel Thickness 4 in Wall Panel Thickness 4 in Mean Ceiling Height, (H) 9.62 ft Mean Wall Height, (HW) 8.92 ft EFFECTIVE SEISMIC WEIGHT (SECTION 12.7.2): Roof Area 397.0 ft 2 Length of Wall 110.8 ft Total Dead Load of Panel 4455.8 Ibf Total Weight of Coil 0 lbf Total Weight of Steel 0 lbf Effective Seismic Weight, (W) 4455.8 Ibf Section 12.7.2 SEISMIC DESIGN REQUIREMENTS (SECTION 15.4): BEARING WALL SYSTEMS-Light-frame walls cheated with wood Seismic Force-resisting System structural panels rated for shear resistance or steel sheets per Table 12.2-1 Response Modification Coefficient, (R) 6.5 Table 12.2-1 Overstrength Factor, (C)0*) 2.5 *(-)o reduced by subtracting 0.5 for Deflection Amplification Factor, (Cd) 4 flexible diaphragms Importance Factor, (le) 1.00 Table 1.5-2 STRUCTURAL ANALYSIS PROCEDURE SELECTION (SECTION 15.1.3): Analysis Procedure Used Equivalent Lateral Force Procedure per Section 12.8 Approximate Period Parameters, (Cr, x) 0.02, 0.75 Table 12.8-2 Approximate Fundamental Period, (Ta) 0.109 s Section 12.8.2 Long-period Transition Period(s), (TL) 16 s Figure 22-12 thru 16 Seismic Response Coefficient, (C5) 0.111 Section 12.8.1.1 Cs max 0.628 Eq 12.8-3 & 12.8-4 Cs min 0.032 Eq 12.8-5 & 12.8-6 Design Seismic Response Coefficient, (C5) 0.111 Seismic Base Shear, (V) 494.7 Ibf Section 12.8.1 812 S.La Cassia Dr. • Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 11 of 47 STRUCTURAL ENGINEERING Project Name: DIN TAI FUNG Location:TIGARD,OR CALCULATIONS TAMARACK'r GROVE TGE Project Number:TGE18-11045 GOVERNING LATERAL FORCE EVALUATION: Width:=24.4 ft Unit Width Length:L=21.17 ft Unit Length H:=9.62 ft Mean Ceiling Height :=8.92 ft Mean Wall Height Linternal'=5 psi Minimum Indoor Lateral Load (ASCE 7, Sec. 1.4.5) SHEAR WALL SYSTEMS: V:=494,4 Ibf Seismic Base Shear Fx_asd:=0.7-V 346.1 Ibf ASD Lateral Seismic Design Force H •Length•L, rui 509.1 Ibf Lateral Force from Minimum Load F„:=max(Fx_asd,Fx_rrin)=509.1 Ibf Lateral Design Force Governing_Force_1_1="Minimum Indoor Lateral Load" Fx Wdestgn_l:= =24.1 ph f Design Load in 1-1 Length H Fxmin:=—•Width•L,,,,T4=586.8 Ibf Lateral Force from Minimum Load 2 Fx:=max(F =586.8 Ibf Lateral Design Force Governing_Force_2_2="Minimum Indoor Lateral Load" Fx Wdesign_2 =24.1 plf Design Load in 2-2 Width SHEAR WALL CALCULATIONS: 5 ft L1:=6.22 ft Length of Wall Line 1 TwIdth_l 2 :=2.5 ft Tributary Width Vvdesign 1•Twidth 1 — =9.67 Pt/ In-Plane Force on Wall 1 13 ft e 2:= °.5 ft Tributary Width L2:=18.17 ft Length of Wall Line 2 Twidth 2 WdesIgn 1 Twidth 2 f2:= -1 - =8.6 Plf In-Plane Force on Wall 2 2 812 S.La Cassia Dr. •Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 12 of 47 / Project Name: DIN TAI pVmo STRUCTURAL ENGINEERING '�� TIGARD,OR . CALCULATIONS TAMARACK'tf GROVE TGE Project Number:Tos18-110*5 16.17 ft La:=l2]� Length ofVVaUUne3 T°�� x== =8.l]t Tributary Width 2vv . / fs= a�� mm- =162pif In-Plane Force on WaIl 3 8.17 1*.=20.47 ft Length nfVVa|| Line T�u��.= ' =4.1jt Tributary Width 2 f,:= m/aw/mm_1^T*/mh-* =4.8 p// In-Plane Force onWall 4 L4 H„,w =1.43 VVomtCase Shape Factor RaMo L2 Fall_Inplan,_l'=293Allowable In-Plane Shear(Testing Report-App B.) Width LA:=16.17 ft Length of Wall Line A 1-width_*'= =12.2 ft Tributary Width 2 f.'= «««w/»"-x^Tw/m:-^ 18.1 p/f In-Plane Force on Wall Line A LA Width Lo'=13.67ft Length of Wall Line B T~mm o"= =12,2}t Tributary Width - 2 f"�= »»m""*"- ��^T°"u�»-e=I1.5 pIn-Plane Force nnVVa | Line B _ Lo R:= ''w =0.65 VVumtCase Shape Factor Rabo rn/n(LA.Lu\ F"KJ"p/°ne_2.;=411 OfAllowable In-Plane Shear(Testing Report-App B.) CHECK F�oj, /»"ez��max Ax'fx.f»,f^\==1 F^/U"n|anv4��max(f 'f]=1 SUMMARY: THEREFORE,SHEAR WALLS ARE ADEQUATE FOR LATERAL RESISTANCE. 812 S.LaCassia Dr. • Boise,Idaho xuroo•(208)345-8941 •(208)345-8946 FAX Page 13 of 47 Project Name: DIN TAI FUNG STRUCTURAL ENGINEERING -' P"'' '.1*---.".`,..— -,' Location:TIGARD,OR CALCULATIONS TAMARACK Tc GROVE TGE Project Number:TGE18-11045 TYPICAL FLOOR TO WALLCONNECTION (DETAILS 1/5 & 2/5) I 1 1 PM ft. tIt Mt La.C.*a:rUC 4'0,16,*-1*Fie*NO , *Ze Oc ty4 4'1 ,14' 4Z1:11'1.7.7.:;:Ths, t:Vg /1- k . -,'IW Ttin 0 V 5x rt.Ow-2 ir 1.4.7 r.rtrIxPet* Wei !I II IIIME ' : 1 t t" ' . '.; ' !" \ TWOoVamtlo -1,1. , . . . '.. L oc 4,e, 1111 LOCK SCREED tad COVE BASEITIE-DM 1 Vit,-O 8,L1E-DOM DETAIL .14•,4e,w4 104,, H,,,,8.9 ft Design Height LOADS: H, Ptrans:=—.1-internal---22-9 p/f Transverse Shear Force on Floor-Wall Connection 2 finplane=7'max(fi-f2 1 f3'f4,fA,fel)=21,5 ph f In-Plane Shear Force on Floor-Wall Connection - fmax:—max(Ptrans-tnplane)—22.3 pif Governing Shear Force on Floor-Wall Connection #8 TEK SCREWS: S,,,,,,,,„:=12 in Spacing of Anchor :=48 ibf Vall_screw =48 pif Maximum Allowable Load (SSMA Ailowables) S,„€.,„ Tan 29 ibf screw"---- c =29 Pii Maximum Allowable Load (SSMA Allowables) -'screw CAM LOCK CONNECTION: S :=24 in Spacing of Camlocks vall_cam;= c 575 10=287.5 plf Allowable Shear(See Appendix B,Testing Report) ocarn 3/8"TITEN HD ANCHOR: flo:=2.5 Overstrength Factor Saathor i=96 in Spacing of Anchor Oo•fmax•Sancher //anchor:= =238.9 ibf LRFD Maximum Shear Force on Anchor 0.7 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 14 of 47 1 Project Name:DIN TAI FUNG STRUCTURAL ENGINEERING • Location:TIGARD,OR CALCULATIONS TAMARACK r GROVE TGE Project Number:TGE18-11045 E E Max Allowable Load(See Appendix A,Simpson VaiL,ndm,:=1400 Ibf Design Software) CHECK VaiL, >fm,„=1 TaiLscrew>Ptrain=1 VI anchor Vanchor=1 SUMMARY:THEREFORE, THE WALL-FLOOR CONNECTION IS ACCEPTABLE FOR RESISTING DESIGN LOADS. TypicAL CEILING PANEL TO WALL PANEL CONNECTION (DETAILS 2j43/4) E44.1 tow if& tim 0.66t11 _1- ar\\*Ts?*tart gltiK nirgMErt#P2;9. Si4§1.11DMTAtVagir.."...g VIIrtin4MSO'rEK*114.. SPLICE DETAIL aft V.itt r 000.1 Na0 (1)CEILING EC CfiCiElILLNGIE D0,4,71L COMMON f4LL4 „ : u ra p, Hw=8.9 ft Design Height LOADS: Ptrans I-internal =22.3 plf Transverse Shear Force on Wall-Ceiling Connection inpiarie max(f1,f2f3,f4,f .fB)=21.5 plf In-Plane Shear Force on Wall-Ceiling Connection fm„:=max(.D trans t falp la ne)=22.3 pit Governing Shear Force on Wall-Ceiling Connection #8 TEK SCREWS: Swew i=12 in Spacing of Anchor 48 Ibf Vaii strew= =48 14 Maximum Allowable Load (SSMA Allowables) cscraw 29 lbf Tall_scrow =29 Pt, Maximum Allowable Load(SSMA Allowables) Swew, CAM LOCK CONNECTION: 5cam24 in Spacing of Camlocks 575 ibf Vaii_cam:= tt:287.5 pif Allowable Shear(See Appendix B,Testing Report) ocarn CHECK Vall_carn Vali_screw>frnax= Vaftca rn Tallscrew>Ptrans=1 SUMMARY: THEREFORE. THE WALL-CEILING CONNECTION IS ACCEPTABLE FOR RESISTING DESIGN LOADS. 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 15 of 47 STRUCTURAL ENGINEERING Project Name:DIN TAI FUNG CALCULATIONS -� Location:TIGARD,OR TAMARACK'S GROVE TGE Project Number:TGE18-11045 E _ 6 BOX 2 ANALYSIS(IB DRAWING NO.18-IB-3.193.2-o2) 6.1 GRAVITY ANALYSIS Manufacturer Imperial Brown, Inc. Testing Information Appendix B- IB Span Chart Note:HDU=Foam Frame, WFU= Wood Frame ROOF/CEILING PANEL ANALYSE; ...... ..:, .. :,: __.. ROOF/CEILING PANEL 13.75 ft Panel Thickness/Type 4" HDU Panel Span, (L) 13.75 ft Tributary Width of Ceiling Panel, (Tceiiing) 3.92 ft Allowable Deflection L/240 Allowable Load, (LLaii) 15.7 psf Allowable Moment, (Mali) 1452.1 Ibf*ft M =w*L 2/8 Where, w=LL all *T ceiling P N .SPAN CHART(IMPERIAL BRO WN),. Allowable Superimposed Load(psf) Span(ft) 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 3.5"HDU L/240 54.5 43.8 35.7 29.4 24.4 20.3 16.9 14.1 11.8 9.9 8.2 6.8 5.6 4.6 3.7 2.9 2.2 1.6 1.1 0.7 0.3 0.0 0.0 L/180 73.9 59.6 48.8 40.4 33.7 28.2 23.8 20.0 16.9 14.4 12.1 10.2 8.7 7.3 6.1 5.1 4.2 3.4 2.7 2.1 1.6 1.1 0.7 4"HDU L/240 64.0 51.8 42.6 35.3 29.6 24.9 21.0 17.7 15.0 12.7 10.8 9.1 7.7 6.4 5.3 4.4 3.6 2.9 2.2 1.7 1.2 0.8 0.4 1/180 86.6 70.3 58.0 48.4 40.6 34.4 29.2 24.9 21.3 18.2 15.6 13.3 11.4 9.8 8.4 7.1 6.0 5.1 4.2 3.5 2.8 2.3 1.7 1/240 83.0 67.9 56,4 47.3 40.1 34.2 29.3 25.1 21.6 18.6 16.1 13.9 12.0 10.3 8.9 7.6 6.5 5.5 4.6 3.9 3.2 2.6 2.0 5"HDU L/180 112.1 91.8 76.5 64.5 54.8 46.9 40.3 34.9 30.2 26.2 22.8 19.9 17.3 15.1 13.2 11.5 10.0 8.7 7.5 6.5 5.6 4.7 4.0 3.5"WFU L/240 299.3 255.9 184.6 129.0 93.2 69.2 52.5 40.5 31.6 25.0 19.9 16.0 12.8 10.3 8.3 6.6 5.2 4.1 3.1 2.3 1.6 1.0 0.5 L/180 299.3 255.9 209.5 165.3 125.6 93.6 71.3 55.3 43.5 34.7 27.9 22.6 18.4 15.1 12.4 10.1 8.3 6.8 5.5 4.4 3.5 2.7 2.0 4"WFU L/240 298.6 255.3 222.8 170.8 123.6 92.0 69.9 54.1 42.4 33.7 26.9 21.7 17.6 14.2 11.6 9.4 7.5 6.0 4.7 3.7 2.7 2.0 1.3 L/180 298.6 255.3 222.8 190.8 154.2 124.2 94.8 73.6 58.1 46.4 37.5 30.5 25.0 20.5 17.0 14.0 11.6 9.6 7.9 6.4 5.2 4.1 3.2 5.5"WFU L/240 298.0 254.6 222.2 196.9 176.7 160.1 140.1 109.3 86.6 69.5 56.4 46.2 38.1 31.6 26.4 22.1 18.5 15.5 13.1 10.9 9.1 7.6 6.3 1/180 298.0 254.6 222.2 169.9 176.7 160.1 146.3 128.8 110.5 94.4 77.0 63.3 52.6 43.9 36.9 31.2 26.5 22.5 19.2 16.4 14.0 11.9 10.1 Ceiling Panel Live Load, (LLpanel) 10.0 psf Ceiling Panel Live Load, {P LL) 300.0 lbf Governing Live Load Maximum Moment, (Mmax) 1031.3 Ibf*ft Mmax=PLL*L/4 Check PASS Mall>M max 812 S.La Cassia Dr. • Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 16 of 47 STRUCTURAL ENGINEERING Project Name:DIN TAI FUNG CALCULATIONS • x �- Location:TIGARD,OR TAMARACK GROVE TGE Project Number:TGE18-11045 Manufacturer Imperial Brown, Inc. Testing Information Testing Report Number 186265-1 - Note:HDU=Foam Frame, WFU= Wood Frame • ANALYSIS ROOF/CEILING PANEL WALL PANEL HW= 8.92 ft Panel Thickness/Type 4" HDU Panel Height, (HW) 8.92 ft Tributary Width of Ceiling on Wall, (Twaii) 7.04 ft Ceiling Panel Dead Load, (DLpanel) 5.0 psf Roof Panel Live Load, (LLpanel or Ptd ) 300.0 Ibf Applied Axial Force, (Pmax) 105.6 pif Pmax=(LLpanel+DLpanel) *Twall Indoor Lateral Live Load, (L;nternai) 5 psf Ultimate Failure Load 15200 Ibf See Appendix B Testing Report, Pg. 10 Panel Width Tested, (W) 4 ft See Appendix B Testing Report, Pg. 9 Factor of Safety, (FOS) 3 Failure Mechanism:Skin Wrinkling Allowable Axial Force, (Pali) 1267 plf Pall=U ltimate Failure Load W*FOS Allowable Transverse Force, (Lail) 49.2 psf Interpolated From Table Above Check SPAS max+ ',internal < 1 Pali Lau 812 S.La Cassia Dr. • Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 17 of 47 Project Name:DIN TAI FUNG STRUCTURAL ENGINEERING _',! • Location:TIGARD,OR CALCULATIONS TAMARACK GROVE TGE Project Number:TGE18-11045 6.2 LATERAL ANALYSIS 11110 f7W1a 11/19 w211 1 2 2 +n I h' COOLER m 1 1 1< W = SHEAR 47 WALL rc tOi FREEZER 0 A`S w4.WO w7 WO s SW 2 a S W 812 S.La Cassia Dr. •Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 18 of 47 Project Name:DIN TAI FUNG STRUCTURAL ENGINEERING 4 Location:TIGARD,OR CALCULATIONS TAMARACK'74-f GROVE TGE Project Number:TGE18-11045 SEISMIC LOAD GENERATION PER ASCE 7-10 SEISMIC DESIGN REQUIREIVIENTS STRUCTURES(CHAPTER DESIGN DATA: Width 27 ft Length 7.83 ft Ceiling Panel Thickness 4 in Wall Panel Thickness 4 in Mean Ceiling Height, (H) 9.6 ft Mean Wall Height, (HW) 8.92 ft EFFECTIVE SEISMIC WEIGHT (SECTION 12.7.2): Roof Area 211.4 ft2 Length of Wall 77.49 ft Total Dead Load of Panel 2785.1 lbf Total Weight of Coil 0 lbf Total Weight of Steel 0 lbf Effective Seismic Weight, (W) 2785.1 lbf Section 12.7.2 SEISMIC DESIGN REQUIREMENTS (SECTION 15.4): BEARING WALL SYSTEMS-Light-frame walls sheated with wood Seismic Force-resisting System structural panels rated for shear resistance or steel sheets per Table 12.2-1 Response Modification Coefficient, (R) 6.5 Table 12.2-1 Overstrength Factor, (10*) 2.5 * C20 reduced by subtracting 0.5 for Deflection Amplification Factor, (Cd) 4 flexible diaphragms Importance Factor, (le) 1.00 Table 1.5-2 STRUCTURAL ANALYSIS PROCEDURE SELECTION (SECTION 15.1.3): Analysis Procedure Used Equivalent Lateral Force Procedure per Section 12.8 Approximate Period Parameters, (Cr, x) 0.02, 0.75 Table 12.8-2 Approximate Fundamental Period, (Ta) 0.109 s Section 12.8.2 Long-period Transition Period(s), (TL) 16 s Figure 22-12 thru 16 Seismic Response Coefficient, (Cs) 0.111 Section 12.8.1.1 Cs max 0.629 Eq 12.8-3 & 12.8-4 Cs min 0.032 Eq 12.8-5& 12.8-6 Design Seismic Response Coefficient, (C5) 0.111 Seismic Base Shear, (V) 309.2 lbf Section 12.8.1 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 19 of 47 ` . . . STRUCTURAL ENGINEERING , Location: CALCULATIONS --- --- uArARACm.'FT GROVE TGE ProjecTGE18-11045 GOVERNING LATERAL FORCE EVALUATION: Width=27ft Unit Width Length=7.83 ft Unit Length H`=9.6Z}t Mean Ceiling Height H.;=8.92ft Mean Wall Height Limmmp| 5As/ Minimum Indoor Lateral Load (ASCE 7' Sec. l.4.5) SHEAR WALL SYSTEMS: V:=309.2 Ibf Seismic Base Shear Fx_a,a'=U.7'V=J16.4lbf ASD Lateral Seismic Design Force F" �/^'=--H `Length~�"wIbfofrom Minimum,no/=188.� Lateral FoefMinimumLuad - J F,;=max/F,_,,a,F,_„m/\ =216.4 lbƒ Lateral Design Force Governing_Force_i_i "Seismic Force" F" w wue~ "_1`= =Z7.6 p/f Design Load in 1-1 Length F, �.o'=--H ^VVidth^L",,r",/=64g.4 Ibf Lateral Force from Minimum Load - Z F"=max yF,_,a.F"_m/"\=649.4 lbf Lateral Design Force Governing_Force_2_2="Minimum Indoor Lateral Load" F, vvap`/xn_z.= =Z4.1 plf Design Load in 2-2 Width SHEAR WALL CALCULATIONS: Length L�:=�Vidth=Z7/� Length ofVVa|| Une 1 r-,�n z= =3.9ƒt Tributary Width 2 »«u=/u° z^T=/^mz y�'= =4.01 plf In-Plane Force on Wall 1 Lz Length '=1Q.21 ]� Length ofVVa|| Line 2 Twmt�//= =3.8ƒk Tributary Width 3 »«u,`/o"_�^Tw/a,k_z f2:= =E94 p/f In-Plane Force on Wall 2 L2 H. R= =8.49 Worst Case Shape Factor Ratio min/Lz,'2) ] 812 S.La Cassia Dr. • Boise,Idaho ooroo•(oou)o*o'xo*1 •(zou)x*oou*sFAX Page 20 of 47 Project Name: DIN TAI pumm` ' STRUCTURALENGINEERING � �. -- - --- ' ��K�� Location:T�—'—' ' CALCULATIONS ° TAMARACK �ssProject Number:7GE18-11045 =411 plf Allowable In-Plane Shear(Testing Report-App B.) 1Z'Bft�:=�n�h=7�� Len�hofWaUUn�A Tributary Width 2 wu� "�^Tw�h » /A= ` =19.8In-Plane Force on Wall Line A LA Lm==4j}4}t Length ofWall Line B T width u;=0Ndth =13.5 ft Tributary Width 2 »«uv~��^T�u'��o fo'= =67.1 plf In-Plane Force on Wall Line B LB Le=Len8¢h=7.8 ft Length ofWall Line[ Twu�_c.= 14'08jt=7ft Tributary Width 2 a/u"".n* z`Tw/u`hc � = -- ` ~ --` =Zl.G p/f In-Plane Force on Wall Line C Hw R:= on/n/iA.Ln./] =I.Q4 Worst Case Shape Factor Ratio ) Fv/U"n/are_2:=224Allowable In-Plane Shear(Testing Report-App B.) CHECK /Lmpla,,_l max 0 .f\=1 Fall j,v/a^e_2z'max A `f 'fc\=1 SUMMARY: THEREFORE,SHEAR WALLS ARE ADEQUATE FOR LATERAL RESISTANCE. 812 S.LuCassia Dr. • Boise,Idaho xoroo (208)345-8941 •(208)345-8946 FAX STRUCTURAL ENGINEERING %–.1‘.,.. -,' Project Name: DIN TAI FUNG ifei,ao.. Location:TIGARD,OR CALCULATIONS TAMARACK'T.;GROVE TGE Project Number:TGE18-11045 ENGINELRIN , TYPICAL FLOOR TO WALL CONNECTION (DETAILS 3/3 &4/3) IRO Conctlact,W7C . #,4 ,4 C...VCFC 9.1...4 tc:tilictc— V-,,,. r crt:VIrrctl%r=—Ns fe,c; 1741L4c.tocamc nowNcro ..,,,...,.....a,r... 18:51, RI -It •, ,, .. ...1 P . 3 , *. t:ki '. . . . . 4 * 4O. , . ... : 4. . \\2:: theccOicocircitwccot*ccm C0........2...- (1)CALILOCK SCREED vi COVE OW/TIE AXON (1),CtrLOCt; TIE-DOWII DETAIL 1-1„...-4.9 ft Design Height LOADS: H, Ptrans:=—*linternal=22-3 plf Transverse Shear Force on Floor-Wall Connection 2 max(f1.f2 f4/fo,f )=67.1 Of In-Plane Shear Force on Floor-Wall Connection fmax:=maxGoverning Shear Force on Floor-Wall Connection (Ptrans,finplane)=67.08 pli #8 TEK SCREWS: S„,,,,,:=8 in Spacing of Anchor 48 Ibf Vali := e„ =72 phi Maximum Allowable Load (SSMA Allowables) 3screw 29 ibf TaiLscrew =43.5 Of Maximum Allowable Load(SSMA Allowables) Sscrew CAM LOCK CONNECTION: So,:=24 in Spacing of Cam locks 575 Ibf Vcam =: =287.5 pif Allowable Shear(See Appendix 84 Testing Report) an_ Scam 3/8"TITEN HD ANCHOR: 00:=2.5 Overstrength Factor S,,,d,,:=36 in Spacing of Anchor C.20•fmax•5anchor Vanchor= =718.7 ibf LRFD Maximum Shear Force on Anchor 0.7 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 22 of 47 Project Name:DIN TAI FUNG STRUCTURAL ENGINEERING Location:TIGARD,OR CALCULATIONS TAMARACK GROVE TGE Project Number:TGE18-11045 ENGINEERING Max Allowable Load (See Appendix A,Simpson Volt anchor=1400 ibf Design Software) CHECK Va , >fmn=1 Tall screw Ptrons-7=1 ValLanchor vanchor=1 SUMMARY:THEREFORE,THE WALL-FLOOR CONNECTION IS ACCEPTABLE FOR RESISTING DESIGN LOADS. TYPICAL CEILING PANEL TO WALL PANEL CONNECTION (DETAILS 1/4& 2/4) A- A AA% G.4,4 NN4 ummitG A 100.00 \--Gx.rsoAAAA0 Gonave.A2fipi G 7 kAARTAG4/2R,A* kt9 wettx'VNAGM45612GAGIGAA00, ants tfLe Ar xica.1.19 SPLICE DETAIL Wat Alm Mem* VAErril ftjAt v Tf!'E'l)p(all DETAIL (TELE!LiiN vTIE;Dro, DETAILIta COMA WALL f N2171011 Hy.,=8.9 ft Design Height LOADS: PtranLmternal H„, —22.3 pif Transverse Shear Force on Wall-Ceiling Connection s 2 f,„piane:=max(11,f2,fA,f fc)=67.1 pif In-Plane Shear Force on Wall-Ceiling Connection fmax:=max(p5 fenplane)=67.1 plf Governing Shear Force on Wall-Ceiling Connection t8 TEK SCREWS: Ssue,„,:=12 i Spacing of Anchor 48 Ibf screw:= =48 Plf Maximum Allowable Load (SSMA Allowables) 29 Ibf Tait screky'= =29 Of Maximum Allowable Load (SSMA Allowables) S s4reliv CAM LOCK CONNECTION: Scrn:=24 in Spacing of Camlocks =575 lbf=287.5 plf Allowable Shear(See Appendix B,Testing Report) CHECK Vail cam±ValLscrew f max=1 ValLcarn±TalLscrew Ptrans=1 SUMMARY: THEREFORE. THE WALL-CEILING CONNECTION IS ACCEPTABLE FOR RESISTING DESIGN LOADS. 812 S.La Cassia Dr. Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 23 of 47 STRUCTURAL ENGINEERING Project Name:DIN TM FLING CALCULATIONS ` Location:TIGARD,OR TAMARACK GROVE TGE Project Number:TGE18-11045 7 BOX 3 ANALYSIS(IB DRAWING NO.18-IB-11912-03) 7.1 GRAVITY ANALYSIS Manufacturer Imperial Brown, Inc. Testing Information Appendix B - IB Span Chart Note: HDU=Foam Frame, WFU= Wood Frame ROOF/CEILING PANEL ANALYSIS ROOF/CEILING PANEL 41-1V-H 7f Panel Thickness/Type 4" HDU Panel Span, (L) 7 ft Tributary Width of Ceiling Panel, (Tceiiing) 3.92 ft Allowable Deflection L/240 Allowable Load, (LLall) 51.8 psf Allowable Moment, (Mali) 1243.7 Ibf*ft M all = w*L 2/8 Where, w=LL ail *T ceiling PANEL SPAN CHART(IMPERIAL BROW Allowable Superimposed Load(psf) Span(ft) 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 3.5"HDU L/240 54.5 43.8 35.7 29.4 24.4 20.3 16.9 14.1 11.8 9.9 8.2 6.8 5.6 4.6 3.7 2.9 2.2 1.6 1.1 0.7 0.3 0.0 0.0 L/180 73.9 59.6 48.8 40.4 33.7 28.2 23.8 20.0 16.9 14.4 12.1 10.2 8.7 7.3 6.1 5.1 4.2 3.4 2.7 2.1 1.6 1.1 0.7 4"HDU 1/240 64.0 51.8 42.6 35.3 29.6 24.9 21.0 17.7 15.0 12.7 10.8 9.1 7.7 6.4 5.3 4.4 3.6 2.9 2.2 1.7 1.2 0.8 0.4 1/180 86.6 70.3 58.0 48.4 40.6 34.4 29.2 24.9 21.3 18.2 15.6 13.3 11.4 9.8 8.4 7.1 6.0 5.1 4.2 3.5 2.8 2.3 1.7 L/240 83.0 67.9 56.4 47.3 40.1 34.2 29.3 25.1 21.6 18.6 16.1 13.9 12.0 10.3 8.9 7.6 6.5 5.5 4.6 3.9 3.2 2.6 2.0 5"HDU L/180 112.1 91.8 76.5 64.5 54.8 46.9 40.3 34.9 30.2 26.2 22.8 19.9 17.3 15.1 13.2 11.5 10.0 8.7 7.5 6.5 5.6 4.7 4.0 3.5"WFU L/240 299.3 255.9 184.6 129.0 93.2 69.2 52.5 40.5 31.6 25.0 19.9 16.0 12.8 10.3 8.3 6.6 5.2 4.1 3.1 2.3 1.6 1.0 0.5 L/180 299.3 255.9 209.5 165.3 125.6 93.6 71.3 55.3 43.5 34.7 27.9 22.6 18.4 15.1 12.4 10.1 8.3 6.8 5.5 4.4 3.5 2.7 2,0 4"WFU L/240 298.6 255.3 222.8 170.8 123.6 92.0 69.9 54.1 42.4 33.7 26.9 21.7 17.6 14.2 11.6 9.4 7.5 6.0 4.7 3.7 2.7 2.0 1.3 1/180 298.6 255.3 222.8 190.8 154.2 124.2 94.8 73.6 58.1 46.4 37.5 30.5 25.0 20.5 17.0 14.0 11.6 9.6 7.9 6.4 5.2 4.1 3.2 5.5"WFU L/240 298.0 254.6 222.2 196.9 176.7 160.1 140.1 109.3 86.6 69.5 56.4 46.2 38.1 31.6 26.4 22.1 18.5 15.5 13.1 10.9 9.1 7.6 6.3 1/180 298.0 254.6 222.2 169.9 176.7 160.1 146.3 128.8 110.5 94.4 77.0 63.3 52.6 43.9 36.9 31.2 26.5 22.5 19.2 16.4 14.0 11.9 10.1 Ceiling Panel Live Load, (LL panel) 10.0 psf Ceiling Panel Live Load, (P11) 300.0 Ibf Governing Live Load Maximum Moment, (Mmax) 525.0 Ibf*ft Mmax=PLL*L/4 Check PASS M aN>M max 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 24 of 47 STRUCTURAL ENGINEERING ` Project Name:DIN TAI FUNG CALCULATIONS Location:TIGARD,OR TAMARACK t GROVE TGE Project Number:TGE18-11045 Manufacturer Imperial Brown, Inc. Testing Information Testing Report Number 186265-1 - Note:HDU=Foam Frame, WFU= Wood Frame WALL PANEL ANALYSIS ROOF/CEILING PANEL WALL 11 PANEL niFiw= 8.92 ft Panel Thickness/Type 4" HDU Panel Height, (H,,) 8.92 ft Tributary Width of Ceiling on Wall, (Tu„aii) 3.835 ft Ceiling Panel Dead Load, (DLpanel) 5.0 psf Roof Panel Live Load, (LLpanel or P« ) 300.0 ibf Applied Axial Force, (Pmax) 57.5 plf Pmax=(LLpanel+Dipanel) *Twall Indoor Lateral Live Load, (Linternai) 5 psf Ultimate Failure Load 15200 lbf See Appendix B Testing Report, Pg. 10 Panel Width Tested, (W) 4 ft See Appendix B Testing Report, Pg. 9 Factor of Safety, (FOS) 3 Failure Mechanism:Skin Wrinkling Allowable Axial Force, (Paid) I 1267 Ip(f pall=Ultimate Failure Load W*FOS Allowable Transverse Force, (Lail) 49.2 psf Interpolated From Table Above Check PASP + Llnte.nal < 1 Pall Lall 812 S.La Cassia Dr. • Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 25 of 47 STRUCTURAL ENGINEERING Project Name:DIN TAI FUNG Location:TIGARD,OR CALCULATIONS TAMARACK 1r GROVE TGE Project Number:TGE18-11045 7.2 LATERAL ANALYSIS . B s . -tai 63 1 ilk if lik 5' , VP 2 2 COOLER 4 1 A S , W = SHEAR WALL 1 2. SW 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 26 of 47 STRUCTURAL ENGINEERING , : x` f = Project Name:DIN TAI FUNG Location:TIGARD,OR CALCULATIONS TAMARACK_ GROVE TGE Project Number:TGE18-11045 SEISMIC LOAD GENERATION PER ASCE 7-10 - SEISMIC DESIGN REQUIREIVIENTS FOR NONEIUILDING STRUCTURES(CHAPTER 15) DESIGN DATA: Width 7.67 ft Length 6 ft Ceiling Panel Thickness 4 in Wall Panel Thickness 4 in Mean Ceiling Height, (H) 9.27 ft Mean Wall Height, (HW) 8.92 ft EFFECTIVE SEISMIC WEIGHT (SECTION 12.7.2): Roof Area 46.0 ft 2 Length of Wall 27.34 ft Total Dead Load of Panel 839.8 Ibf Total Weight of Coil 0 Ibf Total Weight of Steel 0 Ibf Effective Seismic Weight, (W) 839.8 Ibf Section 12.7.2 SEISMIC DESIGN REQUIREMENTS (SECTION 15.4): BEARING WALL SYSTEMS-Light-frame walls cheated with wood Seismic Force-resisting System structural panels rated for shear resistance or steel sheets per Table 12.2-1 Response Modification Coefficient, (R) 6.5 Table 12.2-1 Overstrength Factor, (no*) 2.5 *Qo reduced by subtracting 0.5 for Deflection Amplification Factor, (Cd) 4 flexible diaphragms Importance Factor, (le) 1.00 Table 1.5-2 STRUCTURAL ANALYSIS PROCEDURE SELECTION (SECTION 15.1.3): Analysis Procedure Used Equivalent Lateral Force Procedure per Section 12.8 Approximate Period Parameters, (Cr, x) 0.02, 0.75 Table 12.8-2 Approximate Fundamental Period, (Ta) 0.106 s Section 12.8.2 Long-period Transition Period(s), (TL) 16 s Figure 22-12 thru 16 Seismic Response Coefficient, (C5) 0.111 Section 12.8.1.1 Cs max 0.646 Eq 12.8-3 & 12.8-4 Cs min 0.032 Eq 12.8-5& 12.8-6 Design Seismic Response Coefficient, (C5) 0.111 Seismic Base Shear, (V) 93.2 Ibf Section 12.8.1 812 S.La Cassia Dr. • Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 27 of 47 Project DIN FUNG STRUCTURAL ENGINEERING ^° ' Location:TIGARD,�m CALCULATIONS GROVE TGE Project TGE.18-11045 c GOVERNING LATERAL FORCE EVALUATION: Width=7.G7ft Unit Width Length:=^6}t Unit Length H==9.Z7Jt Mean Ceiling Height H='=8.92 ft Mean Wall Height I-Internal==5 Pof Minimum Indoor Lateral Load (ASCE 7, Sec1.4.5) SHEAR WALL SYSTEMS: V:=93.2 lby Seismic Base Shear F,L,m/=O.7'V=65.2 lbf ASD Lateral Seismic Design Force E �^=—H `Len�h^L,,,,rw=139.l Hof Lateral Force from Minimum Load - Z F,'=max(Fx_a,a,Fx.inm)=1]g.1 ibƒ Lateral Design Force Govern|n8_For e_1_1=1Ninimum1ndoorLutera| Lood" F` vvu°,�_/= =23.2 plf Design Load in 1-1 Length f,_"«^:=--^VVidth`L,nter,,=/=177.8 lbf Lateral Force from MinimumLoad F,'=max/F,_*,u.F"_„,/"\=177.8Ibƒ Lateral Design Force Governing_Force22="Minimum Indoor Latera' Load" F, w«upmm"-2:= =23.2 Plf Design Load in 2-2 Width SHEAR WALL CALCULATIONS: Length L1:=4.66 ft Length ufVVa|| Line 1 T~.d� ~~ = =3J� Tributary Width 2' »«u=�°_z^ |wa,x_z = =14.92 plf In-Plane Force on Wall 1 L1 Length Lz'=VV�{h=7.7/� Length ofVVa|| UneZ T=m��:= =, ]� Tributary Width ««u.,/^°_z^Tw/u�k_x f,'= =9.06 p/f In-Plane Force on Wall 2 L2 812 S.LaCassia Dr. • Boise,Idaho oomo•(208)345-8941 •(uo8)o*s-8o*oFAX Project Name: DIN TAI FUNG STRUCTURAL ENGINEERING Location:TIGARD,OR CALCULATIONS TAMARACK'r GROVET TGE Project Number:TGE18-11045 N , H R: W , =1.91 Worst Case Shape Factor Ratio min(Li.L2) Fall_inplane_l:=216 plf Allowable In-Plane Shear(Testing Report-App B.) LA:=Length=6 ft Length of Wall Line A Twidth A'=" Width 3.8 ft Tributary Width 2 fA:= Wdesign_2 Twidth-A =14.8 ph f In-Plane Force on Wall Line A LA LB:=Length=6 ft Length of Wall Line B Twidth_s: Width =3.8 ft Tributary Width 2 Wrie5ign 2•Twidth fB:= - =14.8 p/f In-Plane Force on Wall Line B LB H, R:= , =1.49 Worst Case Shape Factor Ratio min(LA,LB) Fall_rriplane_2:=277 Allowable In-Plane Shear(Testing Report-App B.) CHECK F Aunpiar,ei>max(fi,f2)=1 Faunplane2>max(fA fB)=1 SUMMARY: THEREFORE.SHEAR WALLS ARE ADEQUATE FOR LATERAL RESISTANCE. 812 S.La Cassia Dr. • Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 29 of 47 ilk Project Name:DIN TM FUNG STRUCTURAL ENGINEERING . %,-. -411,---., ,..., A r I ,_ Location:TIGARD,OR CALCULATIONS TAMARACK*GROVE TGE Project Number:TGE18-11045 TYPICAL FLOOR TO WALL CONNECTION (DETAIL 1/2) =,..Tr't' to a 06.4. 7 V1,191S g 1Z 0,1*it zed m,* nal?*2 ilger-C.,PFI.0 ir x It,C ,t, tte qaroltm=ma 8 241*-. ntor*it / IIMMI1 TVINYL TRACK wi COVE BASE/TIE-90M K.,=8.9 ft Design Height LOADS: H,,,, Ptrans=.-—'Ltnternat 22-3 ph Transverse Shear Force on Floor-Wall Connection f,„prarie,:=max(f1,f2,fA,fa)=14.9 plf In-Plane Shear Force on Floor-Wall Connection - f max:=max(Ptrans-fa-10a ne)=22.3 Pali Governing Shear Force on Floor-Wall Connection #8 TEK SCREWS: Sscrew:=12 in Spacing of Anchor 48 ibf Va := =48 ph f Maximum Allowable Load (SSMA Allowables) 5screw Tarf strew=29 ibf=29 pil Maximum Allowable Load (SSMA Allowables) Sscrew 3/8"WEN HD ANCHOR: 00=2.5 Overstrength Factor Sand tor r=36 in Spacing of Anchor Clo*frnax.Sanchnr Vanchor== =23&9 ibf LRFD Maximum Shear Force on Anchor 0,7 Max Allowable Load(See Appendix A,Simpson V,0_ ,h„,,:=1400 tbf Design Software) CHECK VA,,,,screw>fmax=1 Tastrew>Ptrans=1 Va I Lanchar>Va nchor—1 SUMMARY:THEREFORE.THE WALL-FLOOR CONNECTION IS ACCEPTABLE FOR RESISTING DESIGN LOADS. 812 S.La Cassia Dr.-Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 30 of 47 STRUCTURAL ENGINEERING Project Name:DIN TAI FUNG Location:TIGARD,OR CALCULATIONS TAMARACK rr GROVE TGE Project Number:TGE18-11045 TYPICAL CEILING PANEL TO WALL PANELCONNEMON(DETAIL Z1,24. . �.,41, t11It! III 1 Y'k2',MM ENO t,r te*140 SPLICE DETAIL WA pomp VEILING TIE-DOWN DETAILe es, tiaoxity#r*am rowto,., cot l eti FL=8.9 ft Design Height LOADS: latrans'=Linternai =22.3 p/f Transverse Shear Force on Wal[-Ceiling Connection finaiane:=max(f1 f2,fA,f8)—14.9 p/f In-Plane Shear Force on Wall-Ceiling Connection fax max(p ,fp )=22,3 p/f Governing Shear Force on Wall Ceiling Connection #8 TEK SCREWS: Sstrew 12 in Spacing of Anchor 48 Ibf Uall_screw"= 48 p/. Maximum Allowable Load (SSMAAllowables) 5sew 29 lbf Tair_serew'= =29 p/f Maximum Allowable Load (SSMA Allowables) Sstireve CAM LOCK CONNECTION: Seam 24 in Spacing of Camlocks 57S Ibf all_tam = =287.5 p/f Allowable Shear(See Appendix B,Testing Report) Scam CHECK Van cam-1-Vail„seraw frnax= Va[I ram+Tall strew Ptrans=1 SUMMARY: THEREFORE, THE WALL-CEILING CONNECTION/S ACCEPTABLE FOR RESISTING DESIGN LOADS, 812 S.La Cassia Dr. • Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 31 of 47 Project Name:DIN TAI FUNG STRUCTURAL ENGINEERING 41(116-... Location:TIGARD,OR CALCULATIONS TAMARACK T,. GROVE TGE Project Number:TGE18-11045 8 APPENDIX A 8.1 ANCHORAGE PRINTOUT SIMPSON Anchor DesignerTM Company: TGE Date' 8128)2018 Eng Enneer: KT Page: 115 - strartagie Software Project DIN TAI FUND Version 2.6.6703,0 Address: ' Phone; E-mail: 1.ProJect Information Customer company: Project description: Customer contact name: Location, Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General , Base Material Design method:ACI 318-14 Concrete:Normal-weight Units Imperial units Concrete thickness,h(inch):4.00 StateCracked Anchor Information: Compressive strength,f'.:-(psi):2500 Anchor type:Concrete screw fK,:,1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(Inch) 0,375 Supplemental reinforcement Not applicable Nominal Embedment depth(inch):2.500 Reinforcement provided at corners;No Effective Embedment depth,he(inch):1.770 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear.No Anchor category:1 Ignore Edo requirement Not applicable Anchor ductility:No Build-up grout pad:No h- (inch):4.00 ciii (inch):2,69 Base Plate C.,,,,(inch):1.75 Length s Width s Thickness(inch):1.50 x 36.00 x 0 05 Sr.,(inch),300 Recommended Anchor Anchor Name:Titer Hoe-31810 Titer)HD,hnorn:2,5'(64mm) Code Report ICC-ES ESR-2713 Input data and results must he checked for agreement with the existing orcurnsfances,the standards and guidelines must tie checked for ofausibliity 5956 W Las Positas Boulevard Pleasanton.CA 94580 Phone'925,560 9000 Fax-925 6.47 3871 awe strongoe Qom 812 S.La Cassia Dr.-Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 32 of 47 • Project Name:DIN TAI FUNG STRUCTURAL ENGINEERING Location:TIGARD,OR CALCULATIONS TAMARACK GROVE TGE Project Number:TGE18-11045 EliG ; NIEER S$MPSON Anchor Designer TM Company: TGE Date 8/28/2018 CPage. 215 Engineer KT Strong-Tie*e — Project. DIN TA1 FLING Version 2,6.6703,0 Address: Phone: E-mail Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension:17,2.3.4.2 not applicable Ductility section for shear.172.3.5.2 not applicable Da factor not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads,No Strength level loads: N. [lb]:0 [lb]:0 VA,[141:1400 M.,[ft-lb]:0 Muy[ft-lb]:0 <Figure 1> .,. 1 1400 0 ft4b 4, Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be87,111 www abwi ecked for piagbecorn usibility COn,N--, I 5956W,Las Positas Boulevard Pleasanton,CA 94588 Phone;925.5699000 Fax 925m7a , 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 33 of 47 STRUCTURAL ENGINEERING , , Project Name:DIN TAI FUNG .. ...--,..,, - Location:TIGARD'OR CALCULATIONS TAMARACK'r GROVE TGE Project Number:TGE18-11045 ETENGI ,JECRINCE SIMPSON Anchor Designerim Company: TG[ I Date j8/2812018 Engineer: KT Page. 3/5 'apmiarv,,u,,..6riv Software Project: ON rAi FUNG I., Version 2 6_6703,0 Address Phone. E-mail: <Figure 2> ...i. .. .. ili'll'iNtikiltiNciti ItivliNielt,it\;iNIt 'iikati„‘Nti.t,t. ttiii..*.l't ii t,=.. .tili,tilii t.t t . -t9i.iiiit- i.:. is'f-tt s: - ii'i'Alti.4iIii.itixti ii iiiiiilisiit ,‘,ii,-, ='3, t t i- 'iit'tit-'1‘,,,*?„ ,,t,-. ,..,'E P EPP. PiVt'EPT:PPEPPPE*PP,i Pi.'"E'l-it"EI\xittPEEEA'z cEE P;?;1,PP,4"PEPE, VPP Pi N!---,:-.,-fe---.-,----c-cv,i1--4--..A-,1,---,,,i-,--.....-,-,--,,,,--.,i,!...-.,,,,t,,,,ti, -•,,..„•}:t'.„:1..---.-„,-,,:„-i-,i zi-4.„s „%,,,- -.s,-,--„,,,, ,,,,„,-:„.-1 input data and results must be checked Mr agreement with the existing cipmmstancms,Sic standards and guidelines must be checked, for plausibility. klikkkr.,,,ill-- --,T,E IPTEArr E.ly II, 5956 W Las Posites Boulevard Pleasanton,CA 9.4.588 Phone325 560 0000 Fax-920,847 3971 www strongtie tom 812 S.La Cassia Dr. •Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 34 of 47 Project Name:DIN TAI FUNG STRUCTURAL ENGINEERING -' .'.,.........111111"*"''.'‘,'-.._ .,=':,---.., Location:TIGARD,OR CALCULATIONS TAMARACK M. GROVE TGE Project Number:TGE18-11045 SIMPSON Anchor Designer?" Company: TGE Date: 8/28/2018 Engineer: KT Page: 415 Software Straarrie Project: DIN TAI FUNG Version 2.6,6703,0 Address: ix Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load. Shear load x, Shear load y. Shear load combined. N.(lb) V..(lb) V. (lb) 'seill2+.(Vii,.)'(to) 1 0.0 0.0 1400,0 1400,0 Sum 0.0 0.0 1400.0 1400.0 Maximum concrete compression strain(f/...):0 00 <Figure 3> Maximum concrete compression stress(psi) 0 Resultant tension force(Ib):0 Resultant compression force(1b):0 Eccentricity of resultant tension forces in x-axis,e's.(inch):0.00 Eccentricity of resultant tension forces in y-axis.eii)(inch):0.90 Eccentricity of resultant shear forces in x-axis,e'i.i.(inch):0.00 I Eccentricity of resultant shear forces M y-axis,e'i.i,,(inch):0.00 8.Steel Strength of Anchor in Shear(Sec,17,5,11 lb) 09,-... 0 09,-,..x0V..(Ib) 2855 1.0 0.60 1713 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3i 014=Ok--eN.b=Acp(Aw/Ark.)PwrvP,uSk.p NtrVb(Sec. 17.3.1&Eq.17.5.3.1a) kcp AN,(it17) API.(I(12) it'ff l'Ai Pr V V',',0 N Alt(b) 6 014(lb) 1.0 28.20 28_20 1.000 1.000 1.000 2002 0.70 1401 11.Results 11.Interaction of Tensile and Shear Forces(Sec.0.7)? Shear Factored Load,V.(lb) Design Strength,eV,(Ib) Ratio Status Steel 1400 1713 0,82 Pass Pryout 1400 1401 1.00 Pass(Governs) 3/6"0 Titan HD,tinom:2,5"(64mm)meets the selected design criteria. Input data .,.andtesults must b5e9c1186evvdtesiLat:agtosietaems serQiuli::i ahrdthepel_ttats5tiaringtoncirccuAmsznces,pthhoenstae.qn0d5ar5d6soand guiFd:xlin2ss925m8u4s7t b3 8e7c1:11edsedw:rot plzvu:tbinty ceni 812 S.La Cassia Dr. • Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 35 of 47 Project Name: DIN TAI FUNG STRUCTURAL ENGINEERING Location:TIGARD,OR CALCULATIONS TAMARACK'T GROVE TGE Project Number:TGE18-11045 EERI . SIMPSON Anchor DesignerTM Company: TGE Date: ,8128/2018 Engineer: KT Page: 5,5 strengene Software Project- DIN TAI FUNG Version 2,6,6703,0 Address: Phone: E-mail: 12.Warnings -Per designer Input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of ACI 318 1723,4,2 for tension need not be satisfied-designer to verify, -Per designer Input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 17,2,3,5,2 for shear need not be satisfied-designer to verify. •Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility, z'-;-rr.nq-TIFt Cor r iI lc 5956 W.Las Positas Snulevard Pleasanton,CA 94566 Phone-925,560,9900 Fax:925.647,5871 YA.Av strongbe corn 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 36 of 47 N. ..4 0 N co a) to CO co .=. 01 .r- C9 00 n• W U. 0 t- ..-R Be ... • 0 ti z ci -0 a ce E a . ii 0 z 1-17 5. SPAN CHART(Allowable Superimposed Load [psi]) z . co 01. Y 8.art fleet) .. .4- <a ti . If 8 W( 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 25 29 27 28 29 30 31 32 °P ul CL -1 1.,, Maxm ,. 1,,,to 3..0 EIECIEEM 0 40 EzEitianalCuitui3O.70 G 7 6 80 EmED ass 1,66 105 110 Ulj 23 FRIUMEMED 1 45 linge4 1 60 Max.A(L/;40 7.rk 0 40,flianD omo Emma o 80 no Zibi 1 co OMEMIUMMEEDIM 14n. 1 4/all 66 1 67 1.76 usecamo 213 ,.., L141.41.11,1a.117111111‘1..1,, C7J. 38 L1240 Max Live Load(64,1) 54 5 43.5 35 7 294 244 n a 16 9 14 1 11 6 9 tOW?....17,„.4C,11 NI HOU L1180 Max.Live Load(pal) 710 59E 48.8 404 337 28 2 238 20 0 551 144 12.1 10.2;4 x,4j 4;x..,....,.x,4 42;,,x., x,x.,.xx 4, A )id 17 7 16 0 12 7 10B 7'741.77',7::':',..",4,1:',,ivriCN 11k4,t'i•tl,l1`,,,, 0,'',.'''' .:$ 7r 4' L/240 Max Live Load(pal) 64 5 51.8 42 9 353 29 6 24,9 21E . , 7 ,, ,.„,,, ,m, am.,.,,7,7 mammamma,4„„ammomam ma a HDU 1/180 Max Liva Load(pal) `66 6 70 3 68 0 4514 4344 292 248 21.3 15.2 MEE=,,,',;.!„.„-A.,,:la to, .,a.,a „ y 1 la cn T Lo r 11240 Max Live Load(FaD 83 5 679 594 47.3 40.1,14.2 253 a 1 21 6 188.16 1 13 9 t2 0 10 3,..Ls,,,;;..L„..0 .. ,, , ,,,,,, ,, , ,o5t.,I.,40,,, ,7 MU 11180 Max.Live Load(pat) 112 1 3'8''76 5 64E 548 4134 40.3 34 9 30.2 26 2 22 8 19 0 17 3151 13 2 11.5 10 0,11.11,1ea1.11,1 ','1,...„,,,,,A;,,,, „1,1,,P,.1 •, , .1, ,...., :, 01 '0 „ 03 ..,. 4 ;,; 15" 1J240 M4x.Livq Loadpst) 299 3258 154 5 129.0 932 Sifl 52 5 415 BlE 209199 13 3 12 8 10 3 z‘.,ae...,h) .,!z., ,:i.„,.„,....„,„.,„,,,„:„..,„., es( WED 11180 Max,Live Load Dd) 299 1.2559 209 5 165.3 1256 93.6 71 5 56 3 435. 34 7 27 9 27.3 18 4 15 1 Ifflitatm ., liaxuah,l, Atil. • 4i,-,..-- 6-, t, . 4' 17240 Max,Live Load . 296 5 255.3 222 8 1 ro 5 1236 92 0 899 541 42 4 33 26 9 21 7 17 6 14 2_11 6.''7.777/77.,,! . „, ...,...„...,..„4„.,, ,- ..,,,,. ..,„ m„,,, WFU 1.1180 Max.Live Load ..' no 6 255.3 2224. 190.0 1942 124 2 948 736 68.1 40 4 37 5 33 5 25 0 23 6 17 6 nuar ,j,,t.7.,,t‘,..,...,....,tin ,,, nutrai o o r. cn Ls- 11240 Max,Live Load(pst) 298 6 254.6 222 2 196 97:70 7 159.1 14o i 109 3 i151 69 5 554451 2 392 31.625 4,22.1 lab 15 5 111 '49 .-........-,-1 , , ....,7,124i„M21,777i cg C ,:% ..*. WFU ON Max.MaxLive Load ,. 208 6 254 6 222 2 196 9 176 7 1601 1453 128 5 110:94.4 77 0 633 52 6 43 9 9119 31.2 2E5 22.5 19.2 1E4 Ha 11 9 10 1 C 4 t M11.6 Live Load Allowed(Zero Access) r '13 IC .- }- Controlled By Bearing Limitations 0 .. . 03 r-CE ILA G PANLL Dead Loads;(Accounted For in Chan) I I -, 3.6"HU O 16 psf 3E'WFU.4 pat , 4"HOU,3 7 psi 4"WFU;4 85 psi 0 0 HOU 4 ad 5.6*WFU;5.3 psf .- 0 to 0 SPAN -0:,113Etiitt vt,10,, OF At "Akk o co a.,„st pRar f -.1 '<CI.. so3FESSN) .A.1t-' "743,1 la ,,,,,, '*: '5 -WAIT l,ME i TYP . 07 Z Z ....._ ' Korot /: Exp 03,0/0, 1 7VAT ON VI'vv % - ,,,,, 1142 \..,... N * ..-..ii,z,e w. w 'F DAS . 14,11 ....;..77,,,,,(64,,, 0.4 10-,#., -1 Ca o _........ . -- 65.neLV 's- -.1 IX'11=1.e.t47,4ertne 7'ciFA.'W. 'PlaM < a. tY° Itel -.I 1!ammo:oa-oo-200 1 imtkS,00274007 d IR 0 0 0 0 Z z LLI 1--- 1Z ii. 1/1 UJ (1) fl• I- .-I m ai . . . , . Project Name: DIN TAI FUNG STRUCTURAL ENGINEERING , ✓ Location:TIGARD,OR CALCULATIONS TAMARACK GROVE TGE Project Number:TGE18-11045 v EC United States Testing Company, Inc. 5555 Telegraph Road Los Angeles,CA 90040 Tel: 213-723-7181 Fax: 213-722- 251 REPORT OF TEST IMPERIAL MANUFACTURING COMPANY 2271 NE 194th Avenue Portland, OR 97230 4-INCH HIGH-DENSITY URETHANE FRAME, URETHANE CORE REFRIGERATION PANELS • July 30, 1993 • TEST REPORT Na 186265-1 SIGNED FOR THE COMPANY NY BY )1L,4.4(44.X avid Pere f Michael Beaton,g n, P.E. Project Engineer Manager, Engr. Dept. Page 1 of 28 ma ilipses member of the SGS Group(SocibtL+Generale eTe Survaivanca) NIS REPORT APPLIES ONLY TO THE STANDARDS OR PROCIOUIU IDENTIFIED AND TD THE IAMPLEI II TESTED.THE TEST RESULTS.All NOT NECESSARILY INDICATIVE OR REPRESENTATIVE OF THE QUALITIES OF THE LOT IRO. WHICH TME SAMPLE WAS TAKEN OR OF APPARENTLY IDENTICAL OR SIMILAR PRODUCTS.NOTHING CONTAINED IN TRIS REPORT SHALL MEAN THAT UNITED STAT[!TESTIER COMPANY, IMC„COMOUCTS ANT QUALITY CONTROL PR0411AM POR THE CLIENT TO WHOM THIS TEST RE. PORT Is ISSUED, UNLESS SPECIFICALLY SPECIFIED. OUR REPORTS AMD LETTERS ARE FOR THE EICLUSIVE USE OF TME CLIENT TO WHOM TREY ARI AOORWED, ND THEY AND THE MANE OF TEE UNITED STATES TESTING COMPANY, INC. OR ITS S[ALS OR INSIGNIA.ARC NOT TO lE USED UNDER ANT CIRCUMSTANCES IN ADVER- ISING TO THE GENERAL PUBLIC AND NAY NOT II USED IM ANT OTHER MANNER WITHOUT OUR P11101 WRITTEN APPROVAL., SAMPLES MOT DESTROYED IN TESTING RE RETAINED A MAXIMUM OF THINTY OATS.. 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 38 of 47 STRUCTURAL ENGINEERING Project Name: DIN TAI FUNG :' !:, "' Location:TIGARD,OR CALCULATIONS TAMARACK ` GROVE TGE Project Number:TGE18-11045 'United States Testing Company, Inc. 186265-1 7/30/93 1. RACKING SHEAR STRENGTH TEST Procedure: Two sample 4-foot by 14-foot panels were fastened and assembled together vertically to form a shear wall. An increasing load was applied parallel to the face plane at the top left hand side corner of the panel assembly with a hydraulic ram. The magnitude of the applied load was measured with a calibrated pressure gauge connected in-line with the ram. The horizontal displacements of the top and bottom right-hand- side corners of the panel assembly, and the vertical displacement of the panel on the left side, were recorded for each load increment until the horizontal displacement of the top right- hand-side corner reached 3.00 inches. Loading was continued, without taking deflection measurements, until the maximum sustained load of the panel assembly was reached. The shifting of one panel relative to the other along their common joint was noted at each load increment. Load increments of 100 pounds were used for testing the first panel assembly and 200-pound load increments were used for testing the second and third panel assemblies. The total deflection was calculated as the horizontal displacement at the top right corner less the sum of the horizontal and vertical displacements at the bottom right and • bottom left corners, respectively. Appr'd by 4 Page 4 812 S.La Cassia Dr. Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 39 of 47 STRUCTURAL ENGINEERINGProject Name: DIN TAI FUNG CALCULATIONS F Location:TIGARD,OR TAMARACK''€GROVE TGE Project Number:TGE18-11045 United States Testing Company, Inc, 186265-1 7/30/93 1. RACKING SHEAR STRENGTH TEST (CONT. ) Results: Horizontal Deflection (in.) Load Load (Cont. ) Panel #1 (lbs) Panel #1 (lbs) (Cont.) 0 0.000 100 0.000 1,700 0.786 200 0.019 1,800 0.823 300 0.064 1,900 0.879 400 0.110 2,000 0.934 0 0.043 0 0.348 500 0.135 2,100 1.026 600 0.171 2,200 1.065 700 0.195 2,300 1.112 800 0.235 2,400 1.177 ` 0 0.084 0 0.507 900 0.295 2,500 1.291 1,000 0.383 2,600 1.313 1,100 0.462 2,700 1.378 1,200 0.556 2,800 1.476 0 0.149 0 0.680 1,300 0.596 2,900 1.662 1,400 0.642 3,000 1.725 1,500 0.685 3,100 1.818 1,600 0.740 3,200 1.902 0 0.249 0 0.943 3,300 2.109 3,400 2.198 Appr'd by !if Page 6 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 (208)345-8946 FAX Page 40 of 47 Project Name: DIN TAI FUNG • STRUCTURAL ENGINEERING Location:TIGARD,OR CALCULATIONS TAMARACK GROVE TGE Project Number:TGE18-11045 ENGINEL .. • United States Testing Company, Inc. 186265-1 7/30/93 1. RACKING SHEAR STRENGTH TEST (CONT.) Results (Cont.) : Horizontal Deflection (in.). Load (lbs) Panel #2 Panel #3 0 0.000 0.000 200 0.000 0.000 400 0.011 0.134 600 0.045 0.234 800 0.074 0.303 1,000 0.140 0.414 0 0.048 0.377 1,200 0.236 0.528 1,400 0.338 0.673 1,600 0.496 0.802 1,800 0.623 0.894 2,000 0.779 1.058 0 0.648 0.741 2,200 1.056 1.178 2,400 1.231 1.320 2,600 1.413 1.433 2,800 1.564 1.562 3,000 1.698 1.675 0 0.846 1.037 3,200 1.850 • 3,400 1.965 Note: These results are shown graphically in Figure No. 5. Ultimate Shear Shear Panel Failure Strength Stiffness Number Load (lbs) (lbf./ft.) (lbf./in.) 1 5,000 639 3,867 2 4,400 562 7,406 3 4,700 600 3,567 4,700 600 4,947 Note: The Failure Load is the maximum load sustained by the panel assembly. Appr'd by4) Page 7 812 S.La Cassia Dr. • Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 41 of 47 Project Name:DIN TM FUNG STRUCTURAL ENGINEERING Location:TIGARD,OR CALCULATIONS TAMARACK GROVE TGE Project Number:TGE18-11045 Reference: UNITED STATES TESTING COMPANY, INC. TEST REPORT NO. 186265-1 Panel specificatoin:4-INCH HIGH-DENSITY URETHANE FRAME, URETHANE CORE REFRIGERATION PANELS Testing Report Data Panel Type 4-IN HDU Failure Load, (F) 4700 lbf Length of Panel, (L) 8 ft Height of Panel, (H) 14 ft Height to Width Ratio, (HAL) 1.75 Factor of Saftey (FOS) 2.5 Allowable In-plane Shear,(R) 235 p/f Refering to the diagram below and the testing data listed above, the allowable compressive bearing, B, was calculated. Based on the calculated B, the allowable in-plane shear loads for different height to width ratio are determined using the formula below. Taking Moment about Point Y, B = 6R(— H) Compressive Bearing, (B) 2468 I♦ 1111 I . 4"1‘11111111 B Maximum Height Allowable To Width Ratio In-plane Shear 1:1 411 1.5:1 274 1.75:1 235 2:1 206 2.5:1 165 3:1 137 812 S.La Cassia Dr.• Boise,Idaho 83705 (208)345-8941 •(208)345-8946 FAX Page 42 of 47 Project Name: DIN TAI FUNG STRUCTURAL ENGINEERING ,r• , t Location:TIGARD,OR CALCULATIONS TAMARACK Tr GROVE TGE Project Number:TGE18-11045 E R United States Testing Company, Inc. 186265-1 7/30/93 2. COMPRESSIVE BEARING STRENGTH TEST Procedure: Three 4-foot by 14-foot sample panels were individually tested for bearing strength as a column. Four compressometers, as described in Section 9.1 of the referenced ASTM E72 Standard were attached to the two faces of the panels, one near each lower corner, to measure the shortening of the specimen. The test arrangement and location of the compressometers were as shown in Figure No. 2 of the referenced ASTM E72 Standard. Lateral deflection was measured at the midpoint of both edges on the front face using a steel ruler to determine the distance between the panel and the stretched vertical wire of the compressometer. Each sample panel was loaded in 1,000-pound increments up to 5,000 pounds and in 2,500-pound increments up to 15,000 pounds. Shortening and lateral deflection measurements were taken after 5-minutes at each load. The shortening of the panel was calculated as the average reading of the four compressometers (reading at a given load less the initial reading at no load) multiplied by the ratio of specimen length divided by compressometer gage length. Lateral deflection was calculated as the average reading of the differences between deflection readings under load and the initial readings on one side of the panel. • Appr'd by :/ Page 9 812 S.La Cassia Dr. •Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 43 of 47 Project Name: DIN TAI FUNG STRUCTURAL ENGINEERINGArt _ , Location:TIGARD,OR CALCULATIONS TAMARACK` `GROVE TGE Project Number:TGE18-11045 United States Testing Company, Inc. 186265-1 7/30/93 i 2. COMPRESSIVE HEARING STRENGTH TEST (CONT.) Results; Panel #1 Panel #2 Panel #3 Lateral Lateral Lateral Load Shortening Deflection Shortening Deflection Shortening Deflection (lbs. ) (in. ) (in.) (in.) (in.) (in.) lin. ) 200 0.000 0.00 0.000 0.00 0.000 0.00 1,200 0.004 0.00 0.004 0.00 0.005 0.00 2,200 0.009 0.01 0.010 0.00 0.007 0.00 3,200 0.011 0.01 0.015 0.00 0.008 0.00 4,200 0.012 0.03 0.021 0.01 0.011 0.01 - 5,200 0.017 0.05 0.023 0.00 0.013 0.01 7,700 0.028 0.07 0.026 0.01 0.020 0.02 - 10,200 0.030 0.08 0.039 0.01 0.032 0.03 12,700 0.059 0.16 0.061 0.10 0.049 0.03 15,200 0.087 0.33 0.053 0.11 Note: These results are shown graphically in Figure No. 6. Panel #1 failed at a load of 15,700 pounds, at which time the panel snapped across its width, approximately 6 feet above the bottom of the panel (See Photograph No. 2) . Testing was terminated after Panel #2 reached a load of 13,700 pounds due to fixture limitations. Crushing was noted at the top and bottom of the panel at the 13,700-pound load. Testing was terminated after Panel #3 sustained the 5-minute, 15,200-pound load due to fixture limitations. Crushing was noted at the top and bottom of the panel at the 15,200-pound load. Appr'd by ' Page 10 812 S.La Cassia Dr. • Boise,Idaho 83705•(208)345-8941 (208)345-8946 FAX Page 44 of 47 STRUCTURAL ENGINEERING Project Name:DIN TAI FUNG CALCULATIONS * t Location:TIGARD,OR TAMARACK'7. GROVE TGE Project Number:TGE18-11045 I United States Testing Company, Inc. 186265-1 7/30/93 I 3. UNIFORM TRANSVERSE LOAD TEST PKocedure: Three sample 4-foot by 14-foot panels were individually mounted on the face of a sealed box utilizing an airbag system as i outlined in the Section 11 of the referenced ASTM E72 Standard. Dial indicators were mounted at the center of the panel and over each support. { The airbagsystem was Y pressurized to a preload of 5 psf. , held for 5 minutes, and released to provide an initial no-load reading. The system was then pressurized in 10 psf. increments to failure. j After a 5 minute holding period at each increment, the deflection reading from each dial indicator was recorded. After each 10 psf. increment, the load was removed from the panel and a set reading was taken after a 5-minute holding period. Midspan panel deflection was calculated by subtracting the { average deflection of the supports from the midspan deflection, i using the initial no-load deflection reading as a reference. 1 Results: Pressure (psf.) $idspan Panel Deflection (in.) Panel 1 Panel 2 Panel 3 Average 5 0.131 0.111 0. 126 0.123 15 0.421 0.458 0.425 0.434 25 0.768 0.910 0.774 0.817 35 1.028 1.199 45 1.366 Note: These results are shown graphically in Figure No. 7. _anel 1 Panel 2 Panel 3 Average Failure Load (psf) : 52 42 35 43 All three panels failed as a result of the foam snapping across its width under the applied load. . Appr'd by_40 Page 11 812 S.La Cassia Dr. Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 45 of 47 Project Name: DIN TAI FUNG STRUCTURAL ENGINEERING "0' _.e Location:TIGARD,OR CALCULATIONS TAMARACK 11.GROVE TGE Project Number:TGE18-11045 United States Testing Company, Inc. 186265-1 7/30/93 7. FASTENER STRENGTH TEST (Cont.) Wall Panel to Ceiling Panel - Shear Test Procedure: The shear test was performed on an Instron machine by securing the wall panel section of a wall panel-ceiling panel assembly onto a steel plate such that the ceiling panel hung over the edge of the steel plate. A shear load was then applied to the joint of the unsupported ceiling panel section through a wooden 2x4, placed flatwise along the joint, at a crosshead separation rate of 0.5 inches per minute until failure. The ultimate load sustained by the joint assembly was recorded (See Figure No. 3) . Results: Specimen Maximum Mode of Number Load (lbs.) Failure 1 1,650 Latch assembly tore foam, latch bent 2 1,800 Latch assembly tore foam, latch bent 3 1,700 Latch assembly tore foam, latch bent Average: 1,725 144 /////////// 1 i n g Fastener Shear Test (Figure No. 3) APpr'd by Awl Page 20 • 812 S.La Cassia Dr. •Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 46 of 47 STRUCTURAL ENGINEERING rz Project Name:DIN TAI FUNG CALCULATIONSLocation:TIGARD,OR TAMARACK IT GROVE TGE Project Number:TGE18-11045 9.2 ICC REPORTS AND DESIGN AIDS • ICC ESR-27a3,"TITEN HD SCREW ANCHOR AND TITEN HD ROD HANGER FOR CRACKED AND UNCRACKED CONCRETE." • STEEL STUD MANUFACTURERS ASSOCIATION(SSMA) 812 S.La Cassia Dr. • Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 47 of 47