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Ill. ,-cotl3 t 15° SUu 'DECEIVED `:OFFICE COPY NAY 6 202 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS for Voluntary Seismic Strengthening Oregon Business Park 2- Building D 15750-15786 SW Upper Boones Ferry Ave. Tigard, Oregon for Pacific Realty Associates, LP 15350 SW Sequoia Parkway, Sutie 300 Portland, Oregon 97224 by MHP, Inc. �D PROFFss Structural Engineers •70%N /p Long Beach, California 4 >: May 3, 2021 MHP JN: 17-0192-00 ``rH D o'� EXPIRATION DATE 12-31-22 BM :1 STRUCTURAL ENGINEERS CALCULATION SHEET miSUBJECT. Voluntary Seismic Strengthening DATE_ May-21 DBNO. 17-0192 15750-15786 SW Upper Boones Ferry Ave. av_ Table of Contents Section Page No. GENERAL Scope of Work — 1.1 USGS Ground Motion Data — -- -- 1.2- 1.3 STRUCTURE DESIGN: Wall Anchorage N-S (Case 1) 2.1 Hilti Anchor Check — 2.2-2.6 Wall Anchorage E-W (Case 1)------- 2.7 Hilti Anchor Check ---- — 2.8-2.12 N-S(Case 1)Subdiaphragm Analysis 3.1 E-W (Case 1)Subdiaphragm Analysis -- ---- 3.2 Wall Anchorage N-S(Case 2)------- ---- 4.1 Hilti Anchor Check ----------—-----------------— —-- ------— 4.2-4.6 Wall Anchorage E-W(Case 2) — ------- — -- 4.7 Hilti Anchor Check — — 4.8-4.12 N-S(Case 2)Subdiaphragm Analysis — — 5.1 E-W (Case 2)Subdiaphragm Analysis 5.2 CALCULATION SHEET Miul SUBJECT: Voluntary Seismic Strengthening DATE: May-21 JOS NO: 17-0192 STRUCTIIRAI FNr,INCER< 15750-15786 SW Upper Boones Ferry Ave. BY: SHEET: 1.1 Scope of Work This project is a voluntary seismic strengthening of the wall anchorage systems to reduce the potential for structural damage in an earthquake.The retrofit wall anchorage systems are designed to meet the Basic Performance Objective of Existing Buildings(BPOE)per the requirements of ASCE 41-17 Seismic Evaluation and Retrofit of Existing Buildings. The BPOE is defined as a Life Safety performance level during a BSE-1E seismic event[the BSE-1E is defined as an earthquake hazard with a probability of exceedance of 20 percent in a 50-year exposure period—alternately defined as having an average return period of 225-years]and a a Collapse prevention performance level during a BSE-2E seismic event[the BSE-2E is defined as an earthquake hazard with a probability of exceedance of 5 percent in a 50- year exposure period—alternately defined as having an average return period of 975-years] Mil la SUBJECT. 15750 15786 SW Upper Boones Ferry Ave. once May-27 oervo:CALCULATION SHEET 17-0192 iTIWCTURAL ENGINEERS Wall Anchorage N-S(Case 1) BY: SHEET. 2.1 Wall Anchorage N-S (Case 1) Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-17 dWell= 12 in (equivalent wall thickness including 4"brick veneer) wwap= 150 pcf hu,b= 9 ft Wp= 1350 plf hp= 0 tt LF= 100 ft (Minimum Diaphragm Length) ka=1+Lf/100= 2 (ASCE 41-17,Eq.7-11) 4 use ka= 2 (ka max=2) Fo,ro"t za 18 ft (Height of Anchorage) ► kh=1/3(1+2*(za/hn))= 1 (ASCE 41-17,Eq.7-12) BSE-1E hazard level(Life Safety) —1 5„,= 0.37 g (See Attached USGS Report) X= 1.30 (ASCE 41-17,Tbl 7-1) h"= 18 ft Fp=0.4 Sos kakh X Wp= 524 plf (ASCE 41-17,Eq.7-9) Fp,,;,,=0.2 ka X Wp= 702 plf (ASCE 41-17,Eq.7-10) BSE-2E hazard level(Collapse Prevention) ► 5,"= 0.80 g (See Attached USGS Report) X= 0.90 (ASCE 41-17,Tbl 7-1) Fp=0.4 Sus kakh X Wp= 779 plf (ASCE 41-17,Eq.7-9) _► Fp,,,,,=0.2 ka X Wp= 486 plf (ASCE 41-17,Eq.7-10) • Fp ma+= 779 plf A Anchor spacing(s)= 5 ft (Max Effective) O,uF=(Fp,,,a.*s)= 3893 Ibf (ASCE 41-17,Eq.7-35) Holdown (Members): HTT4 Number of Holdowns: 1 Kf= 3.32 (Strength Conversion Factor-NDS 2015 TBL 11.3.1&Ni) FHoldown= 1 x 3610 Ibf= 3610 lbf (Simpson Strong Tie) CtcL=0.85*(Fhomown/1.6)*Kt = 6367 lbf `QL > QuF O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.61 (Demand Capactiy Ratio) Use: HTT4 at 5 ft 0.C. Anchor Embedment: QUF=(Fpmax*s)= 3893 lbf (Ii= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 13110 lbf (Profis) Min Embedment= 6 in (Profis) Bond Strength(0.75*Nag)= 8457 lbf (Profis) 3893 Breakout Strength(0.75*Ncbg)= 7027 lbf < Qcl (Profis) Oct > Qur O.K. 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.55 Use: Min Embedment 6" (See attached Profis Calcualtion for Threaded Rod in Concrete) • • FII`TI 2.2 Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: 17-0192 OBP2-D Single Anchor 6"Embed Date: 4/16/2020 Fastening point: Specifier's comments: WALL TIE PERPENDICULAR TO EXISTING TRUSS (9-1/2"WALL PANEL) - N/S CASE 1 1 Input data _!,Mrs Anchor type and diameter: HIT-RE 500 V3+HAS-V-36(ASTM F1554 Gr.36)5/8 Item number: 2198025 HAS-V-36 5/8"x8"(element)/2123401 HIT-RE 500 V3(adhesive) Effective embedment depth: hetact=6.000 in. (hef,,mil=-in.) Material: ASTM A 1554 Grade 36 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2019 11/1/2021 Proof: Design Method ACI 318-08/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor platen: l x ly x t=6.000 in.x 6.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500, =2,500 psi;h=9.500 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C, D,E,or F) no R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib, in.lb] L {.Design loads Sustained loads -�;. �" 1111111*111111111116* r 0 N /` Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schwan 1 MII :11'I 2.3' Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: i E-Mail: Design: 17-0192 OBP2-D Single Anchor 6"Embed Date: 4/16/2020 Fastening point: 1.1 Design results Case Description • Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%J 1 Combination 1 N=3,893;V,=0;Vy=0; no 64 M,=0; My=0;M.=0; N.=0;M..sus=0;Mysus=0; 2 Load case/Resulting anchor forces Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 3,893 0 0 0 41, max.concrete compressive strain: -[%o] Ten ion max.concrete compressive stress: -[pail resulting tension force in(x/y)=(0.000/0.000): 3,893[lb] resulting compression force in(x/y)=(0.000/0.000):0(lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Naa[Ib] Capacity 4 N„[lb] Utilization l3N=N jI N, Status Steel Strength` 3,893 9,833 40 OK Bond Strength** 3,893 7,329 54 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Failure** 3,893 6,090 64 OK *highest loaded anchor **anchor group(anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hilti Is a registered Trademark of Hilti AG,Schaan 2 r■1`T♦ 2.4 Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: 17-0192 OBP2-D Single Anchor 6"Embed Date: 4/16/2020 Fastening point: 3.1 Steel Strength N. =ESR value refer to ICC-ES ESR-3814 41 N. a NUe ACI 318-08 Eq. (D-1) Variables Ase.N[In.2] fute[Psi] 0.23 58,000 Calculations N„.[Ib] 13,110 Results Nee[Ib] 4 steel 0 Nee[Ib] Nee[Ib] 13,110 S.►„S 3,e.,1 1.0 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schwan Hilti is a registered Trademark of Hilt,AG,Schwan 3 N1`'f♦ 2.5 Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: 17-0192 OBP2-D Single Anchor 6"Embed Date: 4/16/2020 Fastening point: 3.2 Bond Strength Na = (A Na y ed,Na w p,Na Nba ACI 318-11 Eq.(D-18) Alvan Na >_Nua ACI 318-11 Table D.4.1.1 ANa =see ACI 318-11,Part D.5.5.1,Fig.RD.5.5.1(b) ANaO =(2 cNe)2 ACI 318-11 Eq.(D-20) CNa = 10 do 1100 ACI 318-11 Eq.(D-21) eC Na =0.7+0.3 (c ")<_1-0 ACI 318-11 Eq.(D-25) V ANa =MAX(ca,mm cNa)S.1.0 ACI 318-11 Eq.(D-27) Cac Cac Nba =k e' t k c'rz ' de,• hef ACI 318-11 Eq.(D-22) Variables k,c,uncr[psi] de[in.] he[in.] Ca,min[in] ao,erhead tk,c[PSI] 2,210 0.625 6.000 6.000 1.000 1,260 cac[in.] X 13.234 1.000 Calculations cNa[in.] AN.[in.2] ANan[in.2] V ed,Na 8.819 261.37 311.09 0.904 V cp,Na NI,.[Ib] 1.000 14,844 Results Na[lb] bond 44 Na[Ib] Nua[lb] 11,276 e e -roe area 11,276#x 0.75 = 8457# 1.0 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 Ii6T1 2.6 Hilti PROFIS Engineering 3.0.58 www.hitti.com Company: Page: 5 Address: Specifier: Phone I Fax: I E-Mail: Design: 17-0192 OBP2-D Single Anchor 6"Embed Date: 4/16/2020 Fastening point: 3.3 Concrete Breakout Failure Ncb = (q oo) W ed,N Wc,N Wcp.N Nb ACI 318-08 Eq.(D-4) Ncb>_Nua ACI 318-08 Eq.(D-1) ANc see ACI 318-06,Part D.5.2.1,Fig.RD.5.2.1(b) AN„ =9 her ACI 318-08 Eq.(D-6) ed,N =0.7+0.3 (1.5her cam'")<-1.0 ACI 318-08 Eq.(D-11) W cp.N =MAx(c� "-' 1.Sher)5 1.0 ACI 318-08 Eq.(D-13) Oac Cac Nb =kc X yf�rc h 5 ACI 318-08 Eq.(D-7) Variables her[In.] cam,[in.] W c,N cac[in.] kc fc[Psi] 6.000 6.000 1.000 13.234 17 1 2,500 Calculations 'We[in.2] ANco[in.2] W ed,N W cn,N Ni,[lb] 270.00 324.00 0.900 1.000 12,492 Results N.[lb] 4)concrete 4' N.[lb] N.[lb] 9,369 0.111 p e,e a IAA 9,369#x 0.75 = 7027# Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hllti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schwan 5 CALCULATION SHEET SUBJECT. 15750.15786 SW Upper Boon es Ferry Ave. DATE' May-21 ,oB uo: 17-0192 STRUCTURAL FNGI NEE R5 Wall Anchorage E-W(Case 1) BY SHEET 2.7 Wall Anchorage E-W (Case 1) Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-17 cl,ii= 12 in (equivalent wall thickness including 4"brick veneer) ww,ii= 150 pcf hrb= 9 ft Wo= 1350 plf hp- 0 ft / Lf= 100 ft (Minimum Diaphragm Length) �< k,=1+Lf/100= 2 (ASCE 41-17,Eq.7-11) • ~ use k,= 2 (k,max=2) Fo,",f za 18 ft (Height of Anchorage) kh=1/3(1+2*(z,/ha))= 1 (ASCE 41-17,Eq.7-12) BSE-1E hazard level(Life Safety) Sa,= 0.37 g (See Attached USGS Report) X= 1.30 (ASCE 41-17,Tbl 7-1) h"= 18 ft Fe=0.4 Sus kaki,X Wf,= 524 plf (ASCE 41-17,Eq.7-9) —0 Fa.m;,,=0.2 k,X Wp= 702 plf (ASCE 41-17,Eq.7-10) 85E-2E hazard level(Collapse Prevention) S,s= 0.80 g (See Attached USGS Report) X= 0.90 (ASCE 41-17,Tbl 7-1) Fo=0.4 Sus kaki,X Wo= 779 plf (ASCE 41-17,Eq.7-9) _� Fp,m;,,=0.2 k,X Wp= 486 plf (ASCE 41-17,Eq.7-10) Fp max= 779 plf A Anchor spacing(s)= 8 ft Our=(Fp maz*s) = 6229 Ibf (ASCE 41-17,Eq.7-35) Holdown (Member t): HDSB(1.5") Number of Holdowns: 2 Kf= 3.32 (Strength Conversion Factor-NDS 2015 TBL 11.3.1&N1) FHompwn= 2 x 2405 lbf= 4810 lbf (Simpson Strong Tie) Cttt=0.85*(FhoIdown/1.6)*Kf= 8484 Ibf Q, > Qua O.K. (ASCE41-13,Eq. 7-37) DCR= 0.73 (Demand Capactiy Ratio) Use: HDSB EA Side at 8 ft O.C. Anchor Embedment: Our=(Fo ma,*s)= 6229 Ibf e= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 13110 lbf (Profit) Min Embedment= 6 in (Profis) Bond Strength(0.75*Nag)= 12593 lbf (Profit) Breakout Strength(0.75*Ncbg)= 10394 lbf <--Qcl (Profit) QCL > Our O.K. 5/B"Dia.with HIT-RE 500 V3 Epoxy OCR= 0.6 Use: Min Embedment 6" (See attached Profit Calcualtion for Threaded Rod in Concrete) 141`TI 2.8 Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: 17-0192 OBP2-D DBL Anchor 6"Embed Date: 4/16/2020 Fastening point: Specifiers comments: WALL TIE AT EXISTING TRUSS (9-1/2"WALL PANEL) - E/W CASE 1 1 Input data 4�Tp FYVTl Anchor type and diameter: HIT-RE 500 V3+HAS-V-36(ASTM F1554 Gr.36)5/8 Item number: 2198025 HAS-V-36 5l8"x8"(element)/2123401 HIT-RE 500 V3(adhesive) Effective embedment depth: hef.ect=6.000 in.(he limit=-in.) Material: ASTM A 1554 Grade 36 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2019 11/1/2021 Proof: Design Method ACI 318-08/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plateR: Ix x ly x t=6.000 in.x 12.000 in.x 0.500 in.;(Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete,2500,f,,=2,500 psi; h=9.500 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B; no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D, E,or F) no R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.] &Loading[lb,in.lbl fDesign loads Sustained loads 0 Y C.all, X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hilt is a registered Trademark of Hilti AG,Schaan 1 1111.111'*'1 2.9 Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: 17-0192 OBP2-D DBL Anchor 6"Embed Date: 4/16/2020 Fastening point: 1.1 Design results Case Description Forces[Ib]I Moments[in.lb] Seismic Max.Util.Anchor[°/u] 1 Combination 1 N =6,229;Vx=0;Vy=0; no 70 Mx=0;My=0; Mz=0; Nsus=0;Mx,ses=0;My.ses=0; 2 Load case/Resulting anchor forces 2 Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 3,114 0 0 0 2 3,114 0 0 0 Tension max. concrete compressive strain: -[%a] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 6,229[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] 01 Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nei[Ib] Capacity}Nn[Ib] Utilization t'N=Neal$Nn Status Steel Strength* 3,114 9,833 32 OK Bond Strength** 6,229 10,913 58 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Failure** 6,229 9,008 70 OK *highest loaded anchor **anchor group(anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-4494 Schaan Hild is a registered Trademark of Hilt!AG,Schaan 2 2.10 Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: 17-0192 OBP2-D DBL Anchor 6"Embed Date: 4/16/2020 Fastening point: 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-3814 di N. z N. ACI 318-08 Eq.(D-1) Variables b ' se,N[In 21 fete[psi] 0.23 58,000 Calculations N.[lb] 13,110 Results Nsa[lb] 0 steal ' Nsa[lb] Nun[lb] 13,110 T • Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilt AG,FL-9494 Schwan Hilt is a registered Trademark of Hilti AG,Schaan 3 Millar' .. 2.11 Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: 17-0192 OBP2-D DBL Anchor 6"Embed Date: 4/16/2020 Fastening point: 3.2 Bond Strength N ANa w w N ACI 318-11 Eq.(D-19) ag — (A) ect,Na act Na wedNa Vcp,Na Nba Na0 0 Nag >Naa ACI 318-11 Table D.4.1.1 ANa =see ACI 318-11,Part D.5.5.1,Fig. RD.5.5.1(b) ANan =(2 GNe)2 ACI 318-11 Eq.(D-20) cNa = 10 da Sun" ACI 318-11 Eq.(D-21) 1100 1 woo,. = (1 +eN)1 5 1.0 ACI 318-11 Eq. (D-23) cNa w edNa =0.7+0.3 (ca=min)c 1.0 ACI 318-11 Eq.(D-25) cNa w cp,Na =MAX(cs fo cNa)5 1.0 ACI 318-11 Eq.(D-27) Cac r cac Nba =X a' S k.a'n ' da- het ACI 318-11 Eq.(D-22) Variables T k,c,uncr[psi] da[in.] h.,[n.] ca.min[n.] aovadread ck,c[psi] 2,210 0.625 6.000 6.000 1.000 1,260 eo.N[in.] a.2,N[in.] cap[in.] A.a 0.000 0.000 13.234 1.000 Calculations cNe[in.] ANa[in 2] ANao[in?] V ed,Na 8.819 389.19 311.09 0.904 V eo1,Na Nec2,Na V cp,Na Nba fib] 1.000 1.000 1.000 14,844 Results Nap[Ib] $bond 4) Nag[Ib] Nua[Ib] 16,790 mialeilifilii. 16,790#x 0.75 = 12,593# 1.0 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 HIS AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 �■�III.TI 2.12 Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 5 Address: Specifier: Phone I Fax: E-Mail: Design: 17-0192 OBP2-D DBL Anchor 6"Embed Date: 4/16/2020 Fastening point: 3.3 Concrete Breakout Failure AN Nmg = (q g) W ec,N Wed.N Wc,N Wcp.N Nb ACI 318-08 Eq.(D-5) Ncbg N„e ACI 318-08 Eq.(D-1) AN, see ACI 318-08,Part D.5.2.1, Fig. RD.5.2.1(b) ANm =9 her ACI 318-08 Eq.(D-6) 1 ec,N = (1 +2eN)<1.D ACI 318-08 Eq.(D9) 3 he W ea N =0.7+0.3(Ca1=minher) 5 1.0 ACI 318-08 Eq.(D-11) W„PN = MAX(ca+mi"' 1.Shet1 5 1.0 ACI 318-08 Eq.(D-13) ��cac cc Nb =kc X Vfc h; ACI 318-08 Eq.(D-7) Variables her[in.] eci N[in.] ec2,N[in.] ca,min[in.] W c,N 6.000 0.000 0.000 6.000 1.000 cao[in.] kc >v fc[psi 13.234 17 1 2,500 Calculations NJ.[in.2] ANm[in 2] W ecl,N Wec2,N Wed,N W„p.N N,[Ib] 399.38 324.00 1.000 1.000 0.900 1.000 12,492 Results Nceg[Ib] 4,concrete 4' Ncb9[Ib] Nua[Ib] 13,859 I3469 .,,eoo o,eeo 13,859#x 0.75 = 10,394# 1.0 Input data and results must be checked for conformity with the existing conditions and for plausibilityl PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hilt is a registered Trademark of Hilt AG,Schoen 5 CALCULATION SHEET Mila SUBJECT 15750-15786 SW Upper Boones Ferry Ave. DATE May-21 JOB NO. 17-0192 sTxucU B ErrciNerns N-S(Case 1)Subdiaphragm Analysis SY. SHEET 3.1 N-S (Case 1) Subdiaphragm Analysis Fo ma:= 779 plf Continuity Tie Spacing(s)= 100 ft Subdiaphragm Depth(d)= 50 ft Aspect Ratio(s/d)= 2 OK (3.0 max) QUF=(Fp maa`s/2)/d= 779 plf (ASCE 41-17,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 19/32" Ply w/lad @ 4/6/12(2x) Nominal Unit Shear Capacity(v)= 850 plf (NDS Table 4.2A) Ca= 1 (Duration Factor) QcL v/Cd= 850 plf Use: 50 ft long x 100 ft wide subdiaphragm Qa > Qur O.K. DCR= 0.916 CALCULATION SHEET 15750-15786 SW Upper Boones Ferry Ave. ❑Are: May-21 Jos NO. 17-0192 STRUCTURAL ENGINEERS E-W(Case 1)Subdiaphragm Analysis BY: SHEET. 3.2 E-W (Case 1) Subdiaphragm Analysis Femax= 779 plf Continuity Tie Spacing(s)= S0 ft Subdiaphragm Depth(d)= 24 ft Aspect Ratio(s/d)= 2.083 OK (3.0 max) QuF=(Fo,,,*s/2)/d= 811 plf (ASCE 41-17,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 19/32"Ply w/10d @ 4/6/12(2x) Nominal Unit Shear Capacity(v)= 850 pif (NDS Table 4.2A) Ca= 1 (Duration Factor) QcL=v/Ca= 850 plf Use: 24 ft long x 50 ft wide subdiaphragm QCL QUF O.K. DCR= 0.954 . . A mia SU2 fC, 15750-15786 SW Upper Boones Ferry Ave. oATe May-21 foe NCU:LCULATION SHEET 17-0192 STRUCTURAL ENGPNEERS Wall Anchorage N-S(Case 2) ay. SHEET 4.1 Wall Anchorage N-S (Case 2) Basic Performance Objective of Existing Buildings(BPOE)perASCE41-17 dwa;i= 5.5 in wan= 150 pcf hLrro= 7 ft Wp= 481 plf h„= 0 ft Lf= 100 ft (Minimum Diaphragm Length) k,=1+Lf/100= 2 (ASCE 41-17,Eq.7-11) • use k,= 2 (k,max=2) Fo.roof za 14 ft (Height of Anchorage) r kh=1/3(1+2*(z,/h„))= 1 (ASCE 41-17,Eq.7-12) BSE-1E hazard level(Life Safety) -i Sx,= 0.37 g (See Attached USGS Report) X= 1.30 (ASCE 41-17,Tbl 7-1) h„= 14 ft Fp=0.4 Sus kaki,X Wp= 187 plf (ASCE 41-17,Eq.7-9) — 0. F,,,,,;,,=0.2 ka X Wp= 250 plf (ASCE 41-17,Eq.7-10) BSE-2E hazard level(Collapse Prevention) p Su= 0.80 g (See Attached USGS Report) X= 0.90 (ASCE 41-17,Tbl 7-1) Fp=0.4 Sus k,kh X Wp= 278 plf (ASCE 41-17,Eq.7-9) o. Fp,m,„=0.2 k,X Wp= 173 plf (ASCE 41-17,Eq.7-10) ♦Fp,„,„= 278 plf / \ Anchor spacing(s)= 5 ft (Max Effective) OW=(Fp max*5)= 1388 Ibf (ASCE 41-17,Eq.7-35) Holdown (Membert): HTT4 Number of Holdowns: 1 Kf= 3.32 (Strength Conversion Factor-NDS 2015 TBL 11.3.1&Ni) FHoldowa= 1 x 3610 lbf= 3610 Ibf (Simpson Strong Tie) Qa=0.85*(Fholdow„/1.61*Kf = 6367 Ibf Q.c > Qin O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.22 (Demand Capactiy Ratio) Use: HTT4 at 5 ft O.C. I Anchor Embedment: QuF=(Fpmax*s)= 1388 lbf 4= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 13110 lbf (Profis) Min Embedment= 4 in (Profis) Bond Strength(0.75*Nag)= 4510 Ibf (Profis) Breakout Strength(0.75*Ncbg)= 3825 Ibf < Qcl (Profis) QcL > QuE O.K. 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.36 Use: Min Embedment 4" (See attached Profis Calcualtion for Threaded Rod in Concrete) �1�T1 4.2 Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: 17-0192 OBP2-D Single Anchor 4"Embed Date: 4/16/2020 Fastening point: Specifier's comments: WALL TIE PERPENDICULAR TO EXISTING TRUSS (5-1/2"WALL PANEL) - N/S CASE 2 1 Input data CULT" MILTI • Anchor type and diameter: HIT-RE 500 V3+HAS-V-36(ASTM F1554 Gr.36)5/8 Item number:number: 2198024 HAS-V-36 5/8"x6"(element)/2123401 HIT-RE +� 500 V3(adhesive) Effective embedment depth: hefact=4.000 in. (hel,limit--in-) Material: ASTM A 1554 Grade 36 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2019 1 1/1/2021 Proof: Design Method Ad]318-08/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor platen: Ix x ly x t=6.000 in.x 6.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fc'=2,500 psi;h=5.500 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[lb,In.lb] Design loads Sustained loads 000.1. 4.PtS 11 I I Y „' 'Q ` •K x Input data and results must be checked for conformity with the existing conditions and for plausibility[ PROFIS Engineering(c)2003-2019 Hilt AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 Nt`T1 4.3 Hilti PROFIS Engineering 3.0.58 www.hitti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: 17-0192 OBP2-D Single Anchor 4"Embed Date: 4/16/2020 Fastening point: 1.1 Design results Case Description Forces[Ib]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=1,388;Vx=0;Vy=0; no 42 M,=0; My=0;M,=0; Nsnn=0;M,,sns=0;Mv.sus=0; 2 Load case/Resulting anchor forces Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1,388 0 0 0 max.concrete compressive strain: -(%a] Te ton max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 1,388[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nei[Ib] Capacity t N [Ib] Utilization� =Nea/+Nn Status Steel Strength` 1,388 9,833 15 OK Bond Strength" 1,388 3,909 36 OK Sustained Tension Load Bond Strength` N/A N/A N/A N/A Concrete Breakout Failure** 1,388 3,315 42 OK .highest loaded anchor **anchor group(anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt AG,Schaan 2 • 4.4 Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: 17-0192 OBP2-D Single Anchor 4"Embed Date: 4/16/2020 Fastening point: 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-3814 $ Nsa a N. ACI 318-08 Eq. (D-1) Variablesb 'Se.N[In.21 Fula[psil 0.23 58,000 Calculations N.[lb] 13,110 Results N„[lb] 40 steel $ Nsa[lb] Nea[lb] 13,110 1.0 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 II4II.I.TI 4.5 Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: 17-0192 OBP2-D Single Anchor 4"Embed Date: 4/16/2020 Fastening point: 3.2 Bond Strength Na = (ANa) W ed,Na W cp.Na Nba 4N'" ACI 318-11 Eq.(D-18) fi Na >NuB ACI 318-11 Table D.4.1.1 ANa =see ACI 318-11,Part D.5.5.1, Fig. RD.5.5.1(b) AN., =(2 cNa)2 ACI 318-11 Eq.(D-20) c =10 d T e"cr ACI 318-11 Eq.(D-21) Na a 1100 W ed,Na =0.7+0.3 (%m'—")55 1.0 ACI 318-11 Eq.(D-25) cNa W p,Na =MAX(o� " C—Na)5 1.0 ACI 318-11 Eq. (D-27) Cac Cac Nba =k a'Tk,c'a 'da'het ACI 318-11 Eq.(D-22) Variables T k,c,una[psi] do[in.] he[in.] ca,min[in.] aoverhead T k,c[psi] 2,210 0.625 4.000 4.000 1.000 1,260 Cac[in.] >,a 8.731 1.000 Calculations co,.[in.] AN.[in.2] ANa,[in!' W ad.Na 8.819 226.10 311.09 0.836 W cp.Na Nba Pt,] 1.000 9,896 Results Na[Ib] 4'bond Na[lb] Noa[Ib] 6,013 1.11108 SAM .,MI 6,013#x 0.75 =4510# Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 1111411161911.11 4.6 Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 5 Address: Specifier: Phone I Fax: E-Mail: Design: 17-0192 OBP2-D Single Anchor 4"Embed Date: 4/16/2020 Fastening point: 3.3 Concrete Breakout Failure Neb (ANm) W ed,N Wc,N Wop,N Nb ACI 318-08 Eq. (D-4) (I) Nnb >_N1b ACI 318-08 Eq. (D-1) ANc see ACI 318-08, Part D.5.2.1,Fig.RD.5.2.1(b) ANCo =9 h"f ACI 318-08 Eq.(D-6) ed,N =0.7+0.3 (ca="")<_1.0 ACI 318-08 Eq.(D-11) 1.5hef ap,N =MAX(c 1. .)5 1.0 ACI 318-08 Eq.(D-13) ��Cac 1 Cac Nb =km A. YTe hei5 ACI 318-08 Eq.(D-7) Variables he[in.] Ca.min[in.] W cN Cac[in.] ke a fe[psi] 4.000 4.000 1.000 8.731 17 1 2,500 Calculations ANe[in.2] AN [in.2] W ed,N Wcp,N Nb[lb] 120.00 144.00 0.900 1.000 6,800 Results Na [Ib] 4'concrete 4' Nc,[lb] Nua[lb] 5,100 8.861.0 .1 e0 e,ete 1,11118 5,100#x 0.75 = 3825# Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 5 CALCULATION SHEET MisueiEn: 15750-15786 SW Upper Boones Ferry Ave. once May-21 JOB eo. 17-0192 STRUCTURAL ENGINEERS Wall Anchorage E-W(Case 2) Rr. SHEET: 4.7 Wall Anchorage E-W (Case 2) Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-17 dwah= 5.5 in w„,00= 150 pcf hob= 7 ft Wo= 481 plf ho= 0 ft Lf= 100 ft (Minimum Diaphragm Length) 4144—_ k =1+Lf/100= 2 (ASCE 41-17,Eq.7-11) - use ka= 2 (ka max=2) F za= 14 ft (Height of Anchorage) kh=1/3(1+2*(za/ho))= 1 (ASCE 41-17,Eq.7-12) BSE-1E hazard level(Life Safety) Su= 0.37 g (See Attached USGS Report) X= 1.30 (ASCE 41-17,Tbl 7-1) h.= 14 ft Fp=0.4 5f t kak,,X Wp= 187 plf (ASCE 41-17,Eq.7-9) F,,min=0.2 ka X Wp= 250 plf (ASCE 41-17,Eq.7-10) BSE-2E hazard level(Collapse Prevention) S„S= 0.80 g (See Attached USGS Report) X= 0.90 (ASCE 41-17,Tbl 7-1) Fp=0.4 Sos kkh X Wp= 278 plf (ASCE 41-17,Eq.7-9) Fp.min=0.2 ka X W o= 173 plf (ASCE 41-17,Eq.7-10) • Fp max= 278 plf A Anchor spacing(s)= 8 ft Qv_(Fp may*s) = 2220 lbf (ASCE 41-17,Eq.7-35) Holdown (Member t): HDSB(1.5") Number of Holdowns: 2 Kf= 3.32 (Strength Conversion Factor-NDS 2015 TBL 11.3.1&N1) • FHnldown= 2 x 2405 lbf= 4810 lbf (Simpson Strong Tie) Cicc=0.85*(Fho down/1.6(*Kf= 8484 lbf Oct > QiF O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.26 (Demand Capactiy Ratio) Use: HDSB EA Side at 8 ft O.C. Anchor Embedment: QUF=(Foma.*s)= 2220 Ibf ¢= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 13110 lbf (Profit) Min Embedment= 4 in (Profit) Bond Strength(0.75*Nag)= 6716 lbf (Profis) Breakout Strength(0.75*Ncbg)= 6575 lbf <--QcI (Profit) Qct > law O.K. 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.34 Use: Min Embedment 4" (See attached Profit Calcualtion for Threaded Rod in Concrete) N1`T♦ 4.8 Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: 17-0192 OBP2-D DBL Anchor 4"Embed Date: 4/16/2020 Fastening point: Specifier's comments: WALL TIE AT EXISTING TRUSS (5-1/2" WALL PANEL) - ENV CASE 2 1 Input data iK.TI M1LT1 Anchor type and diameter: HIT-RE 500 V3+HAS-V-36(ASTM F1554 Gr.36)5/8 Item number: 2198024 HAS-V-36 5/8"x6"(element)/2123401 HIT-RE 500 V3(adhesive) Effective embedment depth: hef,ad=4.000 in.(hetiimit=-in.) Material: ASTM A 1554 Grade 36 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2019 1 1/1/2021 Proof: Design Method ACI 318-08/Chem Stand-off installation: eb=0.000 in. (no stand-off);t=0.500 in. Anchor plateR: Id(lY x t=6.000 in.x 12.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fe'=2,500 psi;h=5.500 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition: Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C, D,E,or F) no R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[lb,in.lb] Design loads Sustained loads Wp� 0 ,? •. MOO Y Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hid is a registered Trademark of Hilti AG,Scheer! 1 14111Lerfr1 4.9 Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: 17-0192 OBP2-D DBL Anchor 4"Embed Date: 4/16/2020 Fastening point: 1.1 Design results Case Description Forces[Ib]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=2,019;Vx=0;Vy=0; no 36 Mx=0;My=0;Mz=0; Nsus=0;Mx.sus=0;My,sus=0; 2 Load case/Resulting anchor forces 411 Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1,010 0 0 0 2 1,010 0 0 0 i` Tension max.concrete compressive strain: -[%0] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 2,019[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] 01 Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Naa[Ib] Capacity¢N„[Ib] Utilization PH=NJ.N„ Status Steel Strength* 1,010 9,833 11 OK Bond Strength** 2,019 5,820 35 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Failure" 2,019 5,698 36 OK *highest loaded anchor "*anchor group(anchors in tension) Input data and results must be checked for conformity With the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Heti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 N♦`T♦ 4.10 Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: 17-0192 OBP2-D DBL Anchor 4"Embed Date: 4/16/2020 Fastening point: 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-3814 (I) Nsa 2 N.a ACI 318-08 Eq.(D-1) Variables Ase.N[in.2] fuu[psi] 0.23 58,000 Calculations Nsa[Ib] 13,110 Results Nsa[Ib] 4)steel 4) Nu[Ib] Nua[lb] 13,110 1.0 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schwan Hilli is a registered Trademark of Hilti AG,Schoen 3 1■■111:1191 4.11 Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: 17-0192 OBP2-D DBL Anchor 4"Embed Date: 4/16/2020 Fastening point: 3.2 Bond Strength Nag = (AN o) ect,Na Wec2,Na Wed,Ne Wcg.Ns Nod ACI 318-11 Eq.(D-19) Ndg 2 Ned ACI 318-11 Table D.4.1.1 AN, =see ACI 318-11,Part D.5.5.1, Fig. RD.5.5.1(b) ANa0 =(2 cNa)2 ACI 318-11 Eq. (D-20) cNd tincr =10 dd 1100 ACI 318-11 Eq.(D-21) 1 Wec,Ne = ( eN) <_1,0 ACI 318-11 Eq.(D-23) 1 +— cNa ed,Na =0.7+0.3 (cam'—'")<_1.0 ACI 318-11 Eq.(D-25) CNa W p, d =MAX(c�-'" am)S 1.0 ACI 318-11 Eq.(D-27) cac cac Nba =a•e Zk,c'rz de'hdr ACI 318-11 Eq.(0-22) Variables t k,c uncr[psi] da[in.] he[in.] ca,min[in.] "overhead T k,c[psi] 2,210 0.625 4.000 4.000 1.000 1,260 ect,N[in.] ec2,N[in.] cac[in.] e 0.000 0.000 8.731 1.000 Calculations cue[in.] ANa[in.2] ANao[in.2] W ed,Na 8.819 336.66 311.09 0.836 W ec1,Na Wec2,Na Wcp,Na Nba Pb] 1.000 1.000 1.000 9,896 Results Neu[Ib] W bond 41 Naa [Ib] Nue[Ib] 8,954 8,954#x 0.75 = 6,716# 1.0 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hiiri AG,FL-9494 Schaan Hilt]is a registered Trademark of Hilt]AG,Schaan 4 1.111,1�, 4.12 Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 5 Address: Specifier: Phone I Fax: I E-Mail: Design: 17-0192 OBP2-D DBL Anchor 4"Embed Date: 4/16/2020 Fastening point: 3.3 Concrete Breakout Failure N ng = (ANc AN.) w ec,N wed,N wc,N wcp,N Nb ACI 318-08 Eq.(D-5) (I) Nob, 2 Nua ACI 318-08 Eq. (D-1) ANC see ACI 318-08, Part D.5.2.1,Fig.RD.5.2.1(b) '4Nc0 =9 hezf ACI 318-08 Eq.(D-6) 1 w ec,N = (1 +2 eN) 5 1.0 ACI 318-08 Eq.(D-9) 3 hef w ed,N =0.7+0.3 (cam1.Sher`—'"")51.0 ACI 318-08 Eq.(D-11) 1 w cp.N =MAX(S!!3" 1.5hef)5 to ACI 318-08 Eq.(D-13) ` cac ' cc Nb =kc 1. '��hej5 ACI 318-08 Eq.(D-7) Variables he[in.] e",N[in.] ec3N[in.] ca,min[in.] Ni c,N 4.000 0.000 0.000 4.000 1.000 Seo[in.] kc X to[psi] 8.731 17 1 2,500 Calculations ANc[In.2] ANw[in.2] w act.N 41ec2,N TKO W op,N Nb[lb] 206.25 144.00 1.000 1.000 0.900 1.000 6,800 Results Now[lb] Concrete $ Nwa[lb] N.[lb] 8,766 8,808 3,15-8 t,e,J 8,766#x 0.75 =6,575# Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hilt is a registered Trademark of Hilti AG,Schaan 5 CALCULATION SHEET MEI SUBJECT: 15750-15786 SW Upper Boones Ferry Ave. DATE: May-21 ,Oa No: 1 7-0192 SMUG TUEA.ENGMEERS N-S(Case 2)Subdiaphragm Analysis ay, SHEET. 5.1 N-S (Case 2) Subdiaphragm Analysis Fom„= 278 plf Continuity Tie Spacing(s)= 100 ft Subdiaphragm Depth(d)= 50 ft Aspect Ratio(aid)= 2 OK (3.0 max) `.UF=(Fo max*S/2)/d= 278 plf (ASCE 41-17,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 19/32" Ply w/10d @ 4/6/12(2x) Nominal Unit Shear Capacity(v)= 850 plf (NDS Table 4.2A) Cd= 1 (Duration Factor) QcL=v/Cd= 850 plf IUse: 50 ft long x 100 ft wide subdiaphragm I Qa > QUF O.K. DCR= 0.327 CALCULATION SHEET - 15750-15786 SW Upper Boones Ferry Ave. DATE: May-21 losso- 17-0192 iTRUCTURAs ENGINEERS E-W(Case 2)Subdiaphragm Analysis BY: SHEET. 5.2 E-W (Case 2) Subdiaphragm Analysis Fomax= 278 plf Continuity Tie Spacing(s)= 50 ft Subdiaphragm Depth(d)= 24 ft Aspect Ratio(s/d)= 2.083 OK (3.0 max) Qur=(Fn maxis/2)Id= 289 plf (ASCE 41-17,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 19/32"Ply w/10d @ 4/6/12(2x) Nominal Unit Shear Capacity(v)= 850 plf (NDS Table 4.2A) Cd= 1 (Duration Factor) C!cL=v/Cd= 850 plf Use: 24 ft long x 50 ft wide subdiaphragm QCr > QuE O.K. DCR= 0.34