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1 L.Q.N9q 9\\I"ed RECEIVED NOV 0 8 2.018 CITY Of:TIGARD BIT,DiNG DIVISION STRUCTURAL CALCULATIONS for Voluntary Seismic Strengthening Oregon Business Park 1 -Bldg 8 16364-16398 SW 72nd Avenue Tigard, Oregon for Pacific Realty Associates, LP 15350 SW Sequoia Parkway, Sutie 300 Portland, Oregon 97224 by MHP, Inc. Structural Engineers -tikucro,q4 PRo Long Beach, California „- October 10, 2018 lir /1 MHP JN: 17-0192-00 441to ei•G, • c5 14 «..`• o Ci‘C) EXPIRATION DATE: 12-31-18 FVHJ STRUCTURAL ENGINEERS CALCULATION SHEET Jmi SUBJECT: Voluntary Seismic Strengthening DATE Oct-18 JOB NO 17-0192 STRUCTURAL ENGINEERS _........... _._._........ Oregon Business Park 1 -Bldg Bldg 8 BY SHEET Table of Contents Section Page No. GENERAL Scope of Work 1.1 USGS Summary Report(BSE-1E) 1.2 USGS Summary Report(BSE-2E) 1.3 STRUCTURE DESIGN: Wall Anchorage N-S 2.1 Hilti Anchor Check - 2.2-2.4 Wall Anchorage E-W 2.5 Hilti Anchor Check ---- 2.6-2.8 N-S Subdiaphragm Analysis 3.1 E-W Subdiaphragm Analysis 3.2 CALCULATION SHEET SUBJECT. Voluntary Seismic Strengthening DATE Oct-18 JOB Na 17-0192 STRUCTURAL ENGINEERS ___. _ __ Oregon Business Park 1 - Bldg 8 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 4143 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 S0- year exposure period—alternately defined as having an average return period of 975-years] 10/10/2018 Design Maps Summary ReportSGSDesign Maps Summary Report )r 2 Ilk User-Specified Input Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-1E (whic:h utilizes USCGS hazard data available in 2008 Site Coordinates 45,40185°N, 122.74618°W Site Soil Classification Site Class D - "Stiff Soil" Beaverton ' ` -,::fili,,',„- -- i r' R ii ,,,,,,f,4'4.!,,t'' -,''' - . 4.,c,,, , 1 0 '' � - rr 1.'1 )1 r ,, Lake Oswego ,1 j Latin Sherwood 'NI�be i© W. ,. ,.�, < ,, a ._ _._, � USGS-Provided Output Ss,20150 0.291 g SXs,B5E-1E 0.456 g S1,„/so 0.109 g SX1,43SE-1E 0.25$ g Horizontal Sped rune Vertical S pert rum :,,i 2 ,, r ,,,4, n.ra et 5.4,, . 5,.J' z ss r 6 1 ,,, , ,.Ix 4..1', 11ti C,,Ii n1. ,,,u III" 14,1AI Perk d,T{sri) Periuxt,T!sec) Although this information is a product of the U.S. Geological Survey,we provide no warranty, expressed or implied,as to the accuracy of the data contained therein. This tool is not a substitute For technical subject-matter knowledge. } https://prod02-earthquake.cr.usgs.govldesig nmaps/us/summary.php?template=minimal&latitude=45.401846&longitude=-122.746177&siteclass=3&risk... 1/1 10/10/2018 Design Maps Summary Report USGS Design Maps Summary Report /1-) ag. User-Specified Input Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-2E (which utilizes USGS hazard data available in 2008) Site Coordinates 45.40185°N, 122.74618°W Site Soil Classification Site Class D - "Stiff Soil" Beaverton • r, 11 ill . , , . Tigard.',„ .` e . Lake Osvvego , 49 lati q . e:;) , .." • Sherwood r7f44-: '41/A Oregicitt '`44 " , • LLN imewickerci USGS-Provided Output Ss,5150 0.703 g SXS,BSE-2E 0.870 g 0.306 g sX1,BSE-2E 0.547 g Ftaiizona1 Sped run) Vertical Spectrutiti ‘4,41 r v.: • ,J3t1 il)r^ 01411 11,11 Pried,T(secl T ism) Although this information is a product of the U.S, Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. https://prod01-earthqueke.cr.usgs.govidesignmapstus/summary.php?templaterminimal&latitude=45,401846&longitude=-122.746177&siteclass=3&risk... 1/1 Mi a SUBJECT. Oregon Business Park 1-Bldg 8 GATE: Oct-18 ,oRNo:CALCULATION SHEET 17-0192 STRUCTURAL ENGINEERS Wall Anchorage N-S BY: SHEET: 2.1 Wall Anchorage N-S Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwau= 5.5 in woman= 150 pcf ht„e= 9 ft —r Wp= 619 plf hp= 0 ft L1- 19/ ft (Minimum Diaphragm Length) _o/;�_ lc,=1+L1/100= 2.97 (ASCE 41-13,Eq.7-11) A \ use k,= 2 (k,max=2) Fp,roof za= 18 ft (Height of Anchorage) kh=1/3(1+2*(za/h„))= 1 (ASCE 41-13,Eq.7-12) BSE-1E hazard level(Life Safety) _.. Sk,= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) h„= 18 ft Fp=0.4 Sps k,k,X W5= 296 plf (ASCE 41-13,Eq.7-9) —p, Fp,„,„,=0.2k,X Wp= 322 plf (ASCE 41-13,Eq.7-10) BSE-2E hazard level(Collapse Prevention) 0 SMS= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 Sps kakh X Wp= 431 plf (ASCE 41-13,Eq.7-9) ____* Fp,„„„=0.2 k,X Wp= 248 plf (ASCE 41-13,Eq.7-10) ♦ n Fpmaa= 431 plf 1= 2 (ASCE 41-13,Section 7.5.2.1.2) C1C2= 1 (ASCE 41-13,Tbl 7-3) Anchor spacing(s)= 6 ft `WF=(Fpmax*s)/C1C2 J= 1292 Ibf (ASCE 41-13,Eq.7-35) Holdown (Member t): HDU5-SDS2.5(3") Number of Holdowns: 1 Kf= 1.40 (Strength Conversion Factor-ESR-2330) FHoldown= 1 x 5645 lbf= 5645 Ibf (Simpson Strong Tie) ao.=Fholaown*KF= 7903 lbf QC1 > QuF O.K. (ASCE 41-13,Eq. 7-37) OCR= 0.16 (Demand Capactiy Ratio) Use: HDU5-SDS2.5 at 6 ft O.C. Anchor Embedment: 1= 1 °UF=(Fp m,K*s)/C1C2J= 2584 Ibf 4= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 lbf (Profis) Min Embedment= 4 in (Profis) Bond Strength(Nag). 7517 Ibf (Profis) Breakout Strength(Ncbg)= 6800 lbf <---QcI (Profis) 'au > QuF O.K. Use: 5/8"Dia.with HIT-RE 500 V3 Epoxy OCR= 0.38 Min Embedment 4” (See attached Profis Calcualtion for Threaded Rod in Concrete) HI16.T1 Z, 2- www.hilti.us Profis Anchor 2.7.3 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 10/10/2018 E-Mail: Specifier's comments: 5a.- Fid 3 ) AJC, 1 Input data +mom ettlefunre Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 <+--, Effective enrbedilei it de the li 4.000 in.(I'i in.) el,acl- el,limil Material: 5.8 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2017 1 1/1/2019 Proof: Design method ACI 318-14/Chem Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fc'=2500 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 Geometry[in.]&Loading(Ib,in.lbj z N ' l r e 1 ��.. 4,g ii r : X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003.2009 Hilti AG,FL-9494 Schoen Hilli is a regstered Trademark of Hilti AG,Schaan N1116:111111 www.hliti.us Profis Anchor 2/.3 __._-____-_.____. Company: Page: 2 Specifier: Project: Address: Sub-Project l Pos.No.: Phone I Fax: Date: 10/10/2018 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2584 _._._.o -dm— max. __�._ 0 max.concrete compressive strain: -[900] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.00010.000): 0[Ib] resulting compression force in(x/y)-(0.000/0.000):0[lbj 3 Tension load Load No[lb] Capacity+N,,[Ib] Utilization DN=N„a!+N„ Status Steel Strength* _ —258-4-- 10650 ---25 OK Bond Strength** 2584 4886 53 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** 2584 4420 59 OK *anchor having the highest loading '*anchor group(anchors in 3.1 Steel Strength No =ESR value refer to ICC-ES ESR-3814 No z.Nua ACI 318-14 Table 17.3.1.1 Variables ASSN NO] feta[Psi) 0.23 72500 Calculations No[Ib] 10385 Results Nse[Ib] n+�t _._.__4 No[lbj....__.._. No[lb] 16385 10650 2584 Input data and results must be checked for agreement with the existing conditions and for plausibtlky! PROFIS Anchor(c)2003.2009.Hilt AG,FL-9494 Schaan Hilt is a registered Trademark of Hitt AG,Schuss MILT ' 4 www.hiltt,us Profis Anchor 2.7.3 Company: Page: 3 Specifier: Project: Addreoa: Sub Project I Poo.No.: Phone I Fax: I Date: 10/10/2018 E-Mail: 3.2 BondStrenlgth ANa Na =(ANao/W�'Na W aa'Bond Nba ACI 318-14 Eq.(17.4.5.1a) e Na z Naa AGI 318-14 Table 17.3.1.1 ANa =see ACI 318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b) ANa0 =(2 cN„)2 ACI 318-14 Eq.(17.4.5.1c) f;Na =10 da 1100 ACI 318-14 Eq.(17.4.5.1d) 1 W ec,Na= ( TJ )51.0 ACI 318-14 Eq.(17.4.5.3) Chia W ed,Na=.0.7+0.3(Ca)5 1.0 ACI 318-14 Eq.(17.4.5.4b) V cp,Na= x(2 otni C'±s)5 1.0 ACI 318-14 Eq.(17.4.5.5b) cac Cac Nba =X a'T k,c'rr-de'haf ACI 318-14 Eq.(17.4.5.2) Variables _......_t Icc Ulla[psi] .--da[in.]]-. __-_-- hat[In.] ca,mlo[in.]-----____T k,c[Psi]----- 2210 0,625 4.000 6.000 1260 ecf,N[In.] ec2,N(in.] Gas[in.] X 0.000 0.000 8.731 1.000 Calculations CNe[in.] AN.[in.21 ANaa[in 2] w ed,Na-- 8.819 261.37 311.09 0.904 V ed1 Na 9/ec2.Na W rp,Na Nos[lb] 1.000 1.000 1.000 9896 Results Na[Ib] 4' e Na[Ib] _Naa[Ib] 7517 4886 2584 — 3.3 Concrete Breakout Strength Nob ....( °/W ed,N V c;N V cp,N Nb ACI 318-14 Eq.(17.4.2.1a) 4, Na,z Naa ACI 318-14 Table 17.3.1.1 AN, see ACI 318-14,Section 17.4.2.1,Fig,R 17.4.2.1(b) ANco =9 he, ACI 318-14 Eq.(17.4.2.1c) 1 w ec,N - 3 1 I.2 eN 5.1.0 ACI 318-14 Eq.(17.4.2.4) � W ed,N=0.7+0.3( 'j")5 1.0 ACI 318-14 Eq.(17.4.2.5b) ur cp,N =MAX(c�a , 1'5har)5 1.0 ACI 318-14 Eq.(17.4.2.7b) Nb =ko X a Vrc'hef ACI 318-14 Eq.(17,4.2.2a) Variables her[in.] ect,N,[in.] ec2,N[in.] ca,min fn] Yr c.N —_ 4.000 0.000 0.000 6.000 1.000 Cac[in.] kc A a tc[Psi] 8.731 17 1.000 2500 Calculations ANa[111.1 ANco[in 2] V ect,tu -W ec2:14 W ed,N W cs,N -- Nb[Ib]. 144.00 144.00 1.000: 1.000 1.000 1.000 6800 Results Nat,[lb] 4'canrsaia a kb[Ib] Naa[ib] 6800 0„ "- 4420 2584 — 4r.--1,0 Input data and results must bechecked for agreement with the existeg conditions and for plausibility[ PROFIS Anchor I c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of HftI AG,Schaan CALCULATION SHEET il a SUBJECT. Oregon Business Park 1-Bldg 8 pAre. Oct-18 Ionr,o. 17-0192 (TRIl(T111A4 FN(INFFR{ Well Anchorage C W fir. yNttl: 2.5 Wall Anchorage E-W Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwao= 5.5 in wwa11= 150 pcf h1,lb= 9 ft —* Wp® 619 plf hp= 0 ft Lf= 100 ft (Minimum Diaphragm Length) _'/4-- k, _k,=1+Lf/100= 2 (ASCE 41-13,Eq.7-11) use k,= 2 (k,max=2) Fp,rpal z,= 18 ft (Height of Anchorage) P. kh=1/3(1+2*(z,/h„))= 1 (ASCE 41-13,Eq.7-12) BSE-1E hazard level(Life Safety) Pi Si.' 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) h„= 18 ft Fp=0.4 Sbs k,kh X Wp= 296 plf (ASCE 41-13,Eq.7-9) —F Fp,,,,;„=0.2 k,X Wp= 322 plf (ASCE 41-13,Eq.7-10) BSE-2E hazard level(Collapse Prevention) —.. S.= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 Sps k,k1i X W,= 431 plf (ASCE 41-13,Eq.7-9) .-„_-„p, Fp,„11n=0.2 k,X Wp= 248 plf (ASCE 41-13,Eq.7-10) • Fo max= 431 plf n 1= 2 (ASCE 41-13,Section 7.5.2.1.2) C1C2= I (ASCE 41-13,Tbl 7-3) Anchor spacing(s)= 8 ft QUF=(Fpma,*s)/CSC?.1= 1723 Ibf (ASCE 41-13,Eq.7-35) Holdown (Membert): HDU2-SDS2.5(3") Number of Holdowns: 2 Kf= 1.40 (Strength Conversion Factor-IAPMO ER-0130) Flioldown= 2 x 3075 lbf= 6150 Ibf (Simpson Strong Tie) QCL=Fholdown*K1= 8610 Ibf Qcl > Quc O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.2 (Demand Capactiy Ratio) Use: HDU2-SDS2.5 EA Side at 8 ft 0.C. Anchor Embedment: 1= 1 CU=(Fp mac*s)/C1C2 J= 3445.2 Ibf 1t= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 lbf (Profis) Min Embedment= 4 in (Profis) Bond Strength(Nag)= 10128 lbf <---Governs (Profis) Breakout Strength(Ncbg)= 10271 lbf (Profis) QCL > Qur O.K. Use: 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.34 Min Embedment 4” (See attached Profis Calcualtion for Threaded Rod in Concrete) www.hilt►.us Profis Anchor 2.7.3 Company: . �..._. Page: -w-. 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 10/10/2018 E-Mail: Specifiers comments: 1 Input data . 11 Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 Effective embedment depth: he[act=4.000 in.(hf,li,,,(l=-in.) Material: 5.8 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2017 11/1/2019 Proof: Design method ACI 318-14/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 In. Anchor plate: Ix x ly x t=4.000 in.x 10.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,2500,fe'=2500 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 Geometry[in.]&Loading[Ib,in.lb] Z M _ 612' = _ _ o 5 0 K Input data and results must be checked for agreement with the existing conditions and fur plausibddy! PROFIS Anchor(c)2003-2009 Hill'AG,FL-9494 Schaan Milli is a registered Trademark of I f itt AG,Schaan I11.1111`T1 2- 7 www.hiiti.us Profis Anchor 2.7.3 Company: Page: 2 Specifier; Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 10/10/2018 E-Mail: 2 Load case/Resulting anchor forces y Load case:'Design loads Y Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1723 0 0 0 2 1723 0 0 0 Te cion px max,concrete compressive strain: -rod max.concrete compressive stress: [psi] resulting tension force in(x/y)=(0.000/0:000): 3445[lb] resulting compression force in(x/y)=(0.000/0;000):0[ib] 0 1 3 Tension load Load N„,[lb] Capacity 4,Nn[Ib) Utilization AN=N„af}N„ Status SteelStrengthx 1723_. ........_��__ 10650 17 OK Bond Strength” 3445 6583 53 OK Sustained Tension Load Bond Strength' N/A N/A N/A N/A Concrete Breakout Strength” 3445 6676 52 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-3814 Ni.z N„s ACI'318-14 Table 17.3.1.1 Variables _ ASe,N(in.2) fu,a[psi] 0.23 72500 Calculations N.,[Ib] 16385 Results Nse[lb] + lee+ Q, Nas[Ib] Na,[Ib] 1638 We 10650 1723 i.e..Ir o Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor(c)2003.2009 Hiili AG,FL-9494 Schaan HMI is a registered Trademark of Hilt AG,Schaan h■i11..T1 www.hllti.us Profis Anchor 2.7.3 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 10/10/2018 E-Mail: 3.2 Bond Strength Nag =(A )W ed;Na XV-ec2,Na W ed.Na W cp,Ne Nea ACI 318-14 Eq.(17.4.5.1.b) 4, Nag z Nua ACI 318-14 Table 17.3.1.1 ANa =see ACt 318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b) ANao =(2 CNa)2 ACI 318-14 Eq.(17.4.5.1c) cNa =10 da g100. ACI 318-14 Eq.(17.4.5.1d) 1 W ac,Ne 1 5 1.0 ACI 318-14 Eq.(17.4.5.3) CNa W ed;Na=0.7+0.3(Cmn)5 1,0 ACI 318-14 Eq.(17.4.5.4b) W cp.Na MAX(camin cup)5 1.0 ACI 318-14 Eq.(17.4.5.5b) Cac Gac Nba =7,.T k.,'It•de'Kg AC1 318-14 Eq.(17.4;5.2) Variables T kc,uncr[psi] da[In] her[in.] cam*,[in.] T xe[Psi] 2210 0.625 4.000 6.000 —. 60 ec1,14[in,] ecz,N[in,] cac[in.] ),a 0.000 0.000 8.731 1.000 Calculations cNa[in.1 ANa[in.2] ANao,[in.2] W ed,Na 8.819 352.14 311:09 0.904 iV ac1,Na W ec2,Na W cp.Na Nba[lb] 1.000 1.000 1.000 9896 Results Nag[Ib] (1)).0,____ (0 Neg(Ib)..............._._....._........Nye[lb) 101280 6583 3445 3.3 Concrete Breakout Strength Nog ((ANS!AN` u,ec,N tV ed,N W o,N W cv,N Nb ACI 318-14 Eq.(17.4.2,1b) \ 4 Nag 2 Nda ACI 318-14 Table 17.3.1.1 ANc see ACt 318-14,Section 17.4.2,1,Fig.R 17.4.2.1(b) ANch =9 hef ACI 318-14 Eq.(17.4.2.1c) 1 W ec,N = 1+ \ eN 1 51.0 ACI 318-14 Eq.(17.4.2.4) Ti /3 W ed,N =O.7+0.3 C Camilo)5 1.0 ACI 318-14 Eq.(17.4.2.5b) 1.5hat W cp,N =MAX(cam",1 ' )51.0 ACI 318-14 Eq.(17.4.2.7b) Nb =ka x ah®i5 ACI 318-14 Eq.(17,4.2.2a) Variables het fin.] ec,,N[in,] ec2,N[in.] ;MIN,lino c.N 4.000 0.000 0.000 6.000 1.000 cac(in.) kc 7,,a fc[Psi] 8.731 17 1.000 2500 Calculations ANc[in.21 a1[in:1 W ecy,N W ec2.N W ed.N — W sp,N Nb[lb] 217.50 144.00 1.000 1.000 1.000 1.000 6800 Results N [1b).. $ , $ Nog[IN Nue Db] 10271 • - a 1 6676 3445 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003.2009 Hiki AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt!AG,Schaan CALCULATION SHEET miSUBJECT. Oregon Business Park 1-Bldg 8 DATE: Oct-18 IOR No: 17-0192 STRUCTURAL ENGINEERS N-S Subdiaphragm Analysis BY: SHEET: 3.1 N-S Subdiaphragm Analysis Fp max= 431 plf J= 2 (ASCE 41-13,Section 7.5.2.1.2) C1C2= 1 (ASCE 41-13,Tbl 7-3) Continuity Tie Spacing(s)= 24.58 ft Subdiaphragm Depth(d)= 11.25 ft Aspect Ratio(s/d)= 2.185 OK (2.5 max) QUI=(Fa max*S/2)/dC1C2 J= 235 plf (ASCE 41-13,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 19/32"Ply w/10d @ 6/6/12(2x) Nominal Unit Shear Capacity(v)= 640 plf (NDS Table 4.2A) Cd= 1. (Duration Factor) Cic =v/Cd= 640 plf Use: 11.25 ft long x 24.6 ft wide subdiaphragm Qa > QUr O.K. OCR= 0.368 Continuity Tie Fp maR= 431 plf Jr 2 C1C2= 1 Continuity Tie Spacing(s)= 24.58 ft (effective spacing) QuF=(Fp meat*S)/CECT 1= 5293 Ibf Continuity Tie Force Holdown (Member t): HDUS-SDS2.5(3") Number of Holdowns: 2 Kf= 1.40 (Strength Conversion Factor-ESR-2330) FHoidow„= 2 x 5645 lbf= 11290 lbf (Simpson Strong Tie) Qa=Fholdown*Kf = 15806 lbf Qa > QUr O.K. (ASCE 41-13,Eq. 7-37) DCR=0.335 Use: HDU5-SDS2.5 EA Side .LL. U SE Si f°$/1 P50,4-} C µ 044: ( /1„,4,0„,,) ( pep_ E//y7 f.50 (A-4/4-6--0 ) I-LW() e 6L, bC;644': S I 11/11(7)6tj C"JA onsk 12., s ; CALCULATION SHEET NHa SUBJECT: Oregon Business Park 1-Bldg 8 DATE: Oct-18 JOB No: 17-0192 STRUCTURAL ENGINEERS E-W Subdiaphragm Analysis BY: SHEET: 3.2 E-W Subdiaphragm Analysis FB ma,= 431 plf 1= 2 (ASCE 41-13,Section 7.5.2.1.2) C1C2= 1 (ASCE 41-13,Tbl 7-3) Continuity Tie Spacing(s)= 24 ft Subdiaphragm Depth(d)= 24 ft Aspect Ratio(s/d)= 1 OK (2.5 max) QUI=(Fo mars/2)/dC1C2 J= 108 plf (ASCE 41-13,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 19/32"Ply w/10d @ 6/6/12(2x) Nominal Unit Shear Capacity(v)= 640 plf (NDS Table 4.2A) Cd= 1 (Duration Factor) Qct=v/Cd= 640 plf Use: 24 ft long x 24 ft wide subdlaphragm Qct > QUF O.K. DCR= 0.168 Continuity Tie F4ma„= 431 plf 1= 2 C1C2= 1 Continuity Tie Spacing(s)= 24 ft (effective spacing) QuF=IFS may*s)/C1C2 J= 5168 Ibf Continuity Tie Force Holdown (Member t): HDUS-SDS2.5(3") Number of Holdowns: 2 Kf= 1.40 (Strength Conversion Factor-ESR-2330) FHoldown= 2 x 5645 Ibf= 11290 lbf (Simpson Strong Tie) Qa=Fwd.,«KI= 15806 lbf Qct > QuF O.K. (ASCE 41-13,Eq. 7-37) DCR=0.327 Use: HDU5-SDS2.5 EA Side kr: 510,111930"- Cry) c+ ccs-p .µ 3� �cps 7 *N) c4 / . Cly