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?U?ao\ t x. 80 sv3 RECEIVED NOV 0 8 2018 CITY OF TIGARD UILDING DIVISION STRUCTURAL CALCULATIONS for Voluntary Seismic Strengthening Oregon Business Park 1 - Bldg 11 16580-16598 SW 72nd Avenue Tigard, Oregon for Pacific Realty Associates, LP 15350 SW Sequoia Parkway, Sutie 300 Portland, Oregon 97224 by MHP, Inc. Structural Engineers R u c T U •q Long Beach, California PROFFs ; su� `��G 4 Nk'Fp /ply 4 . '4$PE ` „- October 10, 2018 i j/ MHP JN: 17-0192-00 ► ►; c. ,c„ AT 14 1� Opti FTy D 0 EXPIRATION DATE: 12-31-18 STRUCTURAL ENGINEERS CALCULATION SHEET :I SUBJECT: Voluntary Seismic Strengthening DATE. Oct-18 JOB NO. 17-0192 STRUCTURAL ENGINEERS Oregon Business Park 1 - Bldg 11 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 SeismicB Strengthening DATE Oct-18 f: No• 17-0192 STRUCTURAL ENGINEERS Oregon Business Park 1 -Bldg 11 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 41-13 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] 10/10/2018 Design Maps Summary Report jsGs Design Maps Summary Report f€�' User-Specified Input Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-1E (which utilizes USGS hazard data available in 2008) Site Coordinates 45.40185°N, 122.74618°W Site Soil Classification Site Class D - "Stiff Soil" Beaver on , irk r � . € Lake Oswego .� pry. feyr 3v„ heod +d. �D� •,y.My JR • Neik bet'tI, USGS-Provided Output S5,Z01so 0.291 g Sx5,555 0.456 g 51,20150 0.109 g Sx1,135e-15 0.258 g Horizontal Spectrum V,erticat Spectrum tcss 04, 'r I> 1111; ln fu" - +„,4 P�ri�d T tux.) YcrH d,T lsw 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-knovmlerige, https://prod02-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=45.401846&longitude=-122.746177&siteclass=3&risk... 1/1 10/10/2018 Design Maps Summary Report • "j,LJSGS Design Maps Summary Report 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 " 10 Tigard . „ LakOswe ; ego 9 40, 9 tIn Shervvioci -9/4( Oregon City 1,44 Newb#ro USGS-Provided Output S5,5150 0.703 g Sxs,BsE..2E 0.870 g Si,5150 0.306 g Sx,,,BsE-2E 0.547 g Ho rtzon tat Spectrum N'ert kz11 Spectrum 1)1,1 4,14 lee„,„ ,*.24 11)11 Pc•ri4141,1 Isect Prri44d,T (see) 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-earthquake.cr.usgs.goy/designmaps/us/summary.php?template=minimal&latitude=45,401846&longitude=-122.7461778,siteclass=3&risk... 1/1 Mi CALCULATION SHEET ril SUBJECT: Oregon Business Park 1 Bldg 11 DATE: Oct 18 JOB 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 dwap= 5.5 in wwa„= 150 pcf h,,,h= 9 ft —s, Wp= 619 plf hp= 0 ft L1= 173 ft (Minimum Diaphragm Length) _—I./r_ ka=1+Lf/100= 2.73 (ASCE 41-13,Eq.7-11) ♦ \ use k,= 2 (k,max=2) Fn.Eoor za" 18 ft (Height of Anchorage) -_0. kh=1/3(1+2*(za/hn))= 1 (ASCE 41-13,Eq.7-12) BSE-1E hazard level(Life Safety) —. S,s= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) h,= 18 ft Fp=0.4 Sps kaki,X Wp= 296 plf (ASCE 41-13,Eq.7-9) ____4. Fro"=0.2 ka X Wp= 322 plf (ASCE 41-13,Eq.7-10) BSE-2E hazard level(Collapse Prevention) _4, S,, = 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,n„n=0.2 ka X Wp= 248 plf (ASCE 41-13,Eq.7-10) • Fp ma,= 431 plf n J= 2 (ASCE 41-13,Section 7.5.2.1.2) C1C2= 1 {ASCE 41-13,Tbl 7-3) Anchor spacing(s)= 6 ft QV=(Fp hoax*S)/C1C2J= 1292 Ibf {ASCE 41-13,Eq.7-35) Holdown (Member t): HDU$-SDS2.5(3") Number of Holdowns: 1 Kf= 1.40 (Strength Conversion Factor-ESR-2330) FHoldown= 1 x 5645 lbf= 5645 lbf (Simpson Strong Tie) Qa=Fhodown*K1= 7903 Ibf QM, > QUF O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.16 (Demand Capactiy Ratio) Use: HDUS-SDS2.5 at 6 ft O.C. Anchor Embedment: J= 1 QEF=(Fprna,*s)/C1C21= 2584 Ibf gyp= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 lbf (Profis) Min Embedment= 4 In (Profis) Bond Strength(Nag)= 7517 lbf (Profis) Breakout Strength(Ncbg)= 6800 lbf <---QcI (Profis) Qct > QuF O.K. Use: 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.38 Min Embedment 4" (See attached Profis Calcualtion for Threaded Rod in Concrete) www.hilti.us Profis Anchor 2.7.3 Z. Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: i Date: 10/10/2018 E-Mail: Specifier's comments: 1 Input data .11 .IELIIIM Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 ,..i,, y Effective embedment depth: he,act=4.000 in.(he;a„,i,=-in.) Material: 5.8 EvaluationService Report: ESR-3814 Issued I Valid: 1/1/2017 11/1/2019 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[lb,in.ib] V 0 cc, +r p �, .r► • 11, x Input data and results must be checked for agreement with the existing conditions and for plaueibilttyl PROI=IS Anchor(c 12003.2009 Huh AG,FL-9494 Schwan Hall Is a registered Trademark of Hilti AG,Schwan MIL MI www.hilti.us Profis Anchor 2.7.3 /-:12 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: ] Date: 10/10/2018 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2584 .—.........._.__..._o.._........._._ 0 0 max.concrete compressive strain: -[%e) max.concrete compressive stress: -[psi) resulting tension force in(x/y)=(0.000/0.000): 0[Ibj resulting compression force in(xiy)=(u.uuui0.000):0[ib] 3 Tension load Load Nua[Ib] Capacity 4,Nn[Ib] Utilization PN=Nuel+We Status Steel Strength* 2584 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 tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-3814 4, Nsa a Nua ACI 318-14 Table 17,3.1.1 Variables Ase,N[in.2) futa(psi) 0.23 72500 Calculations Nsa[Ib] 16385 Results Nsa[lb] steel 4, Nsa[lb] Naa[lb) 16385 — �� 106550 2584 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilt'is a registered Trademark of Hilti AG.Schaan H1`T1 www.hiiti.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 Na =(ANS)W ed,Na W cp,Na Nba ACI 318-14 Eq.(17.4.5.1a) a Na Z No ACI 318-14 Table 17.3.1.1 ANa =see ACI 318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b) ANao =(2 cua)2 ACI 318-14 Eq.(17.4.5.1c) cNa =10 daT°ncr ACI 318-14 Eq.(17.4.5.1d) 1100 1 tit ac:Ne= (1 +eNs1.0 ACI 318-14 Eq.(17.4.5.3) CNa W aa,Na'=0.7+0.3(col it)51.0 ACI 318-14 Eq.(17.4.5.4b) V cola=MAX(--t— ---)S 1.0 ACI 318-14 Eq.(17.4.5.5b) Oac cac/ NI,. =A a'T k,c'n'da•her ACI 318-14 Eq.(17.4.5.2) Variables T u,c,uncr[Psi1 da[in.] _ her[in.] ca,0. [in.] T km[Psi] 2210 0.625 4.000 6.000 1260 ec1,N[in.1. Oc2,N[In.I co[in.] A a 0.000 0.000 8.731 1.000 Calculations cNa[in,] ANa.[in.2] AN0[in.2] W aa Na 8.819 261.37 ��— 311,09 0.904 .�:_........ :- 1;Na_._--. W ec2,Na V ep,Na Nba[lb] _ 1.000 1.000 1.000 9896 Results Na[lb] Na bo,n,�t 4 Na[Ib] No[lb] �%6�" 4886 _— 2584 3.3 Concrete Breakout Strength N`a (ANco)w ed,N W c,N 4,coN Nb ACI 318-14 Eq.(17.4.2.1a) 4 Nth a R. ACI 318-14 Table 17,3:1.1 AN, see AC!318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) Awn =9 het ACI 318-14 Eq.(17.4.2.1c) 1 V ac.N = (—re')5 1.0ACI 318-14 Eq.(17,4.2.4) 3h V ed,N=0.7+0.3(15naha( ca' n)5 1.0 ACI318-14 Eq.(17.4.2.5b) W cam =MAX(caCac._'s�1.cac5hef\S 1.0 ACI'318-14'Eq.(17.4.2.7b) `` Nb =keXa A hers ACI 318-14 Eq.(17.4.2.2a) Variables har[in.] ecia[in.1 ears'[in.] Gaon[in.]] — --- 41 c,LL 4.000 0.000.'—� 0.000 6.000 1.000 co[in.] kc A a fc[psi] 8.731 17 1.000 2500 Calculations AN,[In.1 __ ANc0[111MW ec/;N W ac2,N V aa,N Vcp,N Nb[Ib) 144.00 T 144.00 1.000 1.000 1.000 1.000 6800 Results Nd,[lb] 4,concrete $ No[lb] No[lb] 6800 4420 2584 Input data and results must be checkedfor agreement with the existing conditions andfor plausibility! PROFIS Anchor I c}2003-2009 Hitti AG,FL-9494 Schaan Hull is a registered Trademark off-010 AG,Schaan CALCULATION SHEET el la SUBJECT. Oregon Business Park 1-Bldg 11 DATE. Oct-18 OB 17-0192 17-0192 STAUCTUAAL ENGINEERS Wall Anchorage E-W 9Y: SHEET: 2.5 Wall Anchorage E-W Basic Performance Objective of Existing Buildings(BPOE)per ASCE-41-13 dwa1= 5.5 in wwap= 150 pcf hub= 9 ft —► Wp= 619 plf hp= 0 ft Lf= 100 ft (Minimum Diaphragm Length) --+<.4-- k„ _ /.4_k,=1+Lf/100= 2 (ASCE 41-13,Eq.7-11) use ka= 2 (k,max=2) Fo.roof 4= 18 ft (Height.of Anchorage) I _.–,�, kh=1/3(1+2*(z,/hp))= 1 (ASCE 41-13,Eq.7-12) BSE-1E hazard level(Life Safety) SD,= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7.2) h,= 18 ft Fp=0.4 SD5 k,k5 X Wp= 296 plf (ASCE 41-13,Eq.7-9) Fp,m;n=0.2 k,X Wp= 322 plf (ASCE 41-13,Eq.7-10) BSE-2E hazard level(Collapse Prevention) SX,= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 Sm kaki,X Wp= 431 plf (ASCE 41-13,Eq.7-9) Fp,,nlp=0.2 k,X.Wp= 248 plf (ASCE 41-13,Eq.7-10) V Fpmaa= 431 plfA J= 2 (ASCE 41-13,Section 7.5.2.1.2) C1C2= 1 (ASCE 41-13,Tbl 7-3) Anchor spacing(s)= 8 ft QUF=(Fp max*s)/CLC2 J= 1723 Ibf (ASCE 41-13,Eq.7-35) Holdown (Member t): HDU2-S052.5(3^) Number of Hdldowns: 2 Kf= 1.40 (Strength Conversion Factor-IAPMO ER-0130) FHoldown= 2 x 3075 Ibf= 6150 Ibf (Simpson Strong Tie) QCL=Fholdown*Kf= 8610 Ibf QCL > QuF O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.2 (Demand Capactiy Ratio) Use: HDU2-SDS2.5 EA Side at 8 ft O.C. Anchor Embedment: J= 1 QUF=(Fp m,,*s)/C1C2 J= 3445.2 Ibf 4= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 Ibf (Prefix) Min Embedment 4 in (Profis) Bond Strength(Nag)= 10128 Ibf <---Governs (Profis) Breakout Strength(Ncbg)= 10271 Ibf (Profit) QCL > QUF 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.hllti.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: g U ► C 1 Input data MAXIM 1,411149r1 Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 Effective embedment depth: her,mt=4.000 In.(her,i;„,k=-In.) """ " ' Material: 5.8 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2017 1 1/1/2019 Proof: Design method AC1 318-14/Chem Stand-off Installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: I,x I 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,fti=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 EAt, 6:123 o x � .5 �' r.• - - 1 \ Jr 1 • �k •_ x data and Input .._.� —.._ _ _ _ ______..._. .......... .... .....:__ presults must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003.2009 HIMAG,FL-9494 Schwan Hilli is a registered Trademark of MSAG.Schwan Milani 2 -7 www.hilti.us Profis Anchor 2.7.3 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 10/1012018 E-Mail: 2 Load case/Resulting anchor forces ci)y Load case:Design loads 2 Anchor reactions OW 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 _ ---r>X Tension max.concrete compressive strain: -reoj max.concrete compressive stress: -(psij resulting tension force in(xiy)=(0.000/0.000): 3445[lbj resulting compression force in(x/y)=(0.000/0,000):0[lb] 0 1 3 Tension load Load Nu,[Ib] Capacity 4 Nn[Ib] Utilization 11N=NJ4 N„ Status Steel Strength' 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 4) Nsa z N„a ACI 318-14 Table 17.3.1.1 Variables ASSN[in.21 futa(psi] 0:23. 72500 Calculations Nsa(Ibl. 16385 Results — _ Nsa[Ib] N„[lb]. — N„[lb] 16385 0 10650 1723 - . r,Q Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hitli AG,FL-9494 Schaan Hiiii is a registered Trademark of Hilll AG,Schoen www.hilti.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 Nae =(t)W sc1,143 W ec2.Na W ed.Na W cp a Nba ACI 318-14 Eq.(17.4.5,1.b) 4) Nag's N,. ACI 318-14 Table 17.3.1.1 ANa =see ACI 318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b) ANeo =(2 cNa)2 ACI 318-14 Eq.(17.4.5.1c) obi. =10 d.' 17---'—'41ACI 318-14 Eq,(17.4.5.1d) 1001 W ec.Na= ( + arr.,)51.0 ACI 318-14 Eq.(17.4.5.3) CN. W ed,Na=0.7+0.3(ca'mn)5 1.0 ACI 318-14 Eq.(17.4.5.4b) Na W bp,Na=MAX(cJn",eac c a)5 1.0 ACI 318-14 Eq.(17.4.5.5b) Cac Nba ='a s'T k,o'7c'de•het ACI 318-14 Eq.(17.4,5.2) Variables .,,_ T k,c,una[Psi] da[in.] hef[in.] 4e,min[in.] T k,c[psi] 2210 0.625 4.000 6.000 1260 eor.N[in.] .._,_._ eau[in.] ..�..�.___, caa Um) ,....�._.._.�.. .7`..a 0.000 0.000 8:731 1.000 Calculations cNa.[In.] ANa[In.2] ANA[in.2] W ed,Na 8.819 352.14 311.09 0.904 y:ee1,Na W ec2}Na W cp,Na Nba[lb] 1.000 1.000 1.000 9896 Results Neg[Ibl tp Nag[Ib] N„a[Ib] 10128 S 0 6583 3445 3.3 Concrete Breakout Strength Nog =(t)w ec,N W ed,N W c,N W cp.N Nb ACI 318-14 Eq.(17.4.2.1b) 4 Nobe Z N; ACI 318-14 Table 17.3.1.1 Aix see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) ANco =9 her ACI 318-14 Eq.(17.4.2.1c) 1 W,,,,N2 eN}51.0 ACI 318-14 Eq.(17.4,2.4) = (1+3hef/ V ed,N =0,7+0.3(ca--1 -rn n)5 1.0 ACt 318-14 Eq.(17.4.2.5b) 5her W coy =MAX(c 1.5het`- 1.0 ACI 318-14 Eq.(17.4.2.7b) cao cad J Nb =kc).,a A h;,,5 ACI 318-14 Eq.(17.4.2.2a) Variables hat[in.] etn,N[in.] ec2.N[in.] ca,..n[in.] W 04 4.000 0.000 0.000 6.000 1;000 c.,[in.] kcA.0 f'.[psi] 8.731 17.:.- 1.000 2500 Calculations AN[in 21 ANco[in a1 1 ec1 N y ec2N V ed,N W eP,N Nb[Ib] 217.50 144.00 1.000 1.00l 1.000 1.000 6800 Results NfI[Ib) ._ 4), to _ N [Ib1 Nua[lb] ._._ ____. 10271 0 6676 344 . " 0 Input data and results must be checked for agreement with the existing conditions'and for plausibility! PROFtS Anchor(c)2003-2009 HIIb AG.FL-9494 Schaan Hiai is a registered Trademark of Hilt AG,Schaan CALCULATION SHEET SHRJECT: Oregon Business Park 1-Bldg 11 DATE: Oct-18 IOB NO: 17-0192 STRUCTURAL ENGINEERS N-S Subdiaphragm Analysis BY: SHEET: 3.1 N-S Subdiaphragm Analysis Foma><= 431 plf J= 2 (ASCE 41-13,Section 7.5.2.1.2) C1C2= 1 (ASCE 41-13,Tbl 7-3) Continuity Tip Sparing(s)= 74 SR ft Subdiaphragm Depth(d)= 11.25 ft Aspect Ratio(s/d)= 2.185 OK (2.5 max) QUF=(Famazts/2)/dCiC2 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) Qc =v/Cd= 640 plf Use: 11.25 ft long x 24.6 ft wide subdiaphragm QcL > QUF O.K. DCR= 0.368 Continuity Tie Fp„,„= 431 plf J= 2 C1Cz= 1 Continuity Tie Spacing(s)= 24.58 ft (effective spacing) QUF=(FR may"s)/C1C2 J= 5293 lbf Continuity Tie Force Holdown (Member t): HDU5-SDS2.5(3") Number of Holdowns: 2 Kf= 1.40 (Strength Conversion Factor-ESR-2330) FHomown= 2 x 5645 lbf= 11290 lbf (Simpson Strong Tie) DcL=Fholdown*Kt= 15806 lbf Qtt > Qur O.K. (ASCE 41-13,Eq. 7-37) DCR 0.335 Use: HDU5-5D52.5 EA Side (;7 *c. -1 7.. i 00 c " ) . 6,33 e �p ir�r I t_AL 1 ' s • CALCULATION SHEET miSUBJECT: Oregon Business Park 1-Bldg 11 DATE: Oct-18 JOBeo: 17-0192 STRUCTURAL ENGINE FRS E-W Subdiaphragm Analysis BY SHEET: 3.2 E-W Subdiaphragm Analysis Fp,„K= 431 plf J= 2 (ASCE 41-13,Section 7.5.2.1.2) C1C2= 1 (ASCE 41-13,Tbl 7-3) Continuity Tic Spacing(s)= 24 ft Subdiaphragm Depth(d)= 24 ft Aspect Ratio(s/d)= 1 OK (2.5 max) Qur=(Fp mos*5/2)/dC1C21= 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) Qa=v/Cd= 640 plf Use: 24 ft long x 24 ft wide subdiaphragm QCL > Qur O.K. DCR= 0.168 Continuity Tie Fp max= 431 plf J= 2 C1C2= 1 Continuity Tie Spacing(s)= 24 ft (effective spacing) Qui=(Fp maK*S)/C1C2J= 5168 lbf Continuity Tie Force Holdown (Membert): HDUS-SDS2.5(3") Number of Holdowns: 2 Kf= 1.40 (Strength Conversion Factor-ESR-2330) Ft oldown= 2 x 5645 lbf= 11290 lbf (Simpson Strong Tie) OCE=Fholdown*Kf= 15806 lbf Qct > QuF O.K. (ASCE 41-13,Eq. 7-37) DCR=0.327 Use: HDU5-5052.5 EA Side (7--)/1/Li ., - C..l C