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Specifications (8) ar RECEIVED MAY 1 7 2011 cm/of T G , D 11./DING PIVISION STRUCTURAL CALCULATIONS for Voluntary Seismic Strengthening Oregon Business Park 1 Bldg 18 16100-16112 SW 72nd Avenue Tigard, Oregon for Pacific Realty Associates, LP 15350 SW Sequoia Parkway, Sutie 300 Portland, Oregon 97224 by MHP, Inc. Structural Engineers c ' q Long Beach, California �y ° PROpps .48PE May 9, 2017 r MHP JN: 17-0192-00 o41) , �°, ajo*Ar 1 p1, \ fir~ EXPIRATION DATE: 12-31-18 I mi STRUCTURAL ENGINEERS CALCULATION SHEET MEgi nil SUBJECT; Voluntary Seismic Strengthening DA-E Apr-17 JOB NO. 17-0192 STRUCTURAL ENG INE EPOS ___ __ Oregon Business Park 1 -Bldg 18 B": SHEET: Table of Contents Section Pare No. GENERAL Scope of Work USGS Summary Report(BSE-1 E) — ---- – – --- --- -- ----- 1.2 USGS Summary Report(BSE-2E) ---– --- -- _-------- - 1.3 STRUCTURE DESIGN: Wall Anchorage N-S --.,._..- _w. ----- -- - ---- 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 r_. _ --_ - ._ -3.1 E-W Subdiaphragm Analysis ----- – -------- ---3.2 Pilaster Anchorage - --- -- - ---- - - 4.1 -4.2 CALCULATION SHEET SUBJECT Voluntary Seismic Strengthening DATE Apr 17 JOB No: 17-0192 STRUCTURAL E-"4CINEE RS Oregon Business Park 1 -_Bldg 18 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] 4/27/2017Design Maps Summary Report %�lowDesign Maps Summary Report User-Specified Input Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-1E (which utilizes USGS hazard data available in 2003} Site Coordinates 45.40348°N, 122.74856°W Site Soil Classification Site Class D: "Stiff Soil" ''''').7- ' '44r:1*:' 'l'-'''4';;:4"''''mr'"''''''4-7''''''''''=-1, ;.,:-:, .,::::70,41,..;,,z,,,,,„,-:,,„:„.„14 ,,,_:4,-;,:,,,,-,-,--,,,,,,,,,,,,,5„,,,,,iii,i4-_:.. _,-_, ---„,,,,, :.: ,:__, , - = ___. _ - ,,,-,7:::,,,,,:,,,,-,4, : - 41,,.-t.t,,,=,,,•,,,,,, , ,,,:i4.,i.,..,..,-,,,:z„,iii,:v.,:;1,,,Deay.,,..„.„,,,,,i,..1-,.7, --:i -,:,,,:,:**-Ptli-7,'FfkA;A,,,,'—' ,Ir.'-1,';:.,.„.''::',, ' , ,t.- <.i,:-,k-:' v-'''''-7. `0",-Ni,4,;----4?:"„:,,figAA:W,,,:6"'"1;'1..t..7.,i:'::-:'A ) �: ry g A A r .. 7 �� %jam s; ,�y- .1 �. � uA`r - � $ spy�rz fjrr 1„,°.'4U14,:tiFi7e:7::',',-.:1,'.,,,,k,,,:f.'„,,/,',,,,, ,:::go .,:4,4414..WitZtfit ::,1''','; :,?i,;i4',:tIgl;" I'M:,-,..6'.1', 44,,,„.'-'''.4-'Y,A*7 11,7°A.4.1 ,,;*,,,,,,,.1:47r5.-to;,,, ;7-=';,,,:,,,,,;'',/ ;/:::',,!-- 7,FtlIf0P:,:' -:tf.JF,..- , .:,,ci,,,,,,,,,,z4„',,,,-RilITIV). !f4;I:t d F USGS-Provided Output Ss,z0158 0.291 9 Sxs,asE-1E- 0.456 g 0.109 g Sxi,sSE-1E 0.259 g Si,zn/so Horizontal Spectrum Vet-ttc d Spectrum an „,,..a ti, c23 aar3 a Icit 071 o.2.': ?IQ #o Ma; i- E...:k €.-bii '.,..0 9,F$;3 .-..y) s,- 3 s4;3„ •,,N`, ,.». °.d£i: .€24 yy %x;# @='FfE<Y.`,,I(5e.:;) PErlod,I ts,lci Although this information is aproduct of theU.S.GeolwJI n Survey o. f_ .7 r c ra:'lt,, h rs ed '?r mpiie[,as to the accuracy of the data c©n_ained t33ereir.This tool is r o, a soo ..0 L r;'c 3:cui si 3ec' r er know 'u haps://earthquake.usgs.govicn2Idesignm aps/us/sum m ary.php?tem plate=minimal&latitude=45.403475&longi tude=-122.748557&s itecIass=3&riskcategory=-1&e... 1/1 4/27/2017 Design Maps Summary Report (77 Design Maps Summary Report . User—Specified Input Building Code Reference Document ASCE Rfiad, SE-2E {which utilizes41-13 5G5etrohazard tStanddata available Bin 2008) Site Coordinates 45,40348°N, 122.74856°W Site Soil Classification Site Class D — "Stiff Soil" 1 .a a -4,, ..= -- e - s �. air �: .�'^ ; �� x , - z -3 S. • • a% g .,i,"..4:".,:,..e,',4"'4,t1;;.:"..--'41*" • I •te �y NI : E n r'. 3 &ffi ,r z ' , r • • lf& • P /ate �. t� : , s _E 4 USGS—Provided Output ~ S5,5/50 0.704 g SXS,BSE-2E 0.870 g S1,5/5o 0.306 g `SXi,asE-2E 0.548 g Horizootol Spectrum Ver t#cd Spectrum ,..E A1 ;a5 '!j. >>sd r ii Ye 9 b a01 ,�_ ; ja i 4 4 t 't, =l d:" -"""'': :I i4.3 4.i3:1 r bs_ ',&a ,..:VJ t..,sl <..:::C. ':7". '12' _, s: _ :.zJ. s1 1.;k7 :4').-i x P•er`,5Yi.r(sea) T a ) .itl ougli this information is a product o"he .S.•Geological uree,,. ry.exp r'es=ed 0r {ti:rded,as tri the accuracy or the data contained therein.7;;is tool i5 nog'a subst:1.-,ate ¶,.: tectlr;_a: s,-ib,ect ---.art_i kno.t.e;1c,c�. https://earthguake.usgs.gov/cn1Idesignmaps/us/summ ary.php?tem plate=m i ni m al&I ati tude=45.403475&longi tude=-122.748557&siteclass=3&riskcategory=-1&e... 1/1 MN s a,ECT: Oregon Business Park 1 Bldg 18 ITATF May-17 ,-o oCALCULATION SHEET 17-0192 STRUCTURAL fNGINEERS Wall Anchorage N-S BY SHEET: 2.1 Wall Anchorage N-S Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwail= 5.5 in Wwall= 150 pcf A ^ hvib= 12 ft --in Wp= 825 plf h,= 0 ft Lr= 100 ft (Minimum Diaphragm Length) k =1+Lt/100= 2 (ASCE 41-13,Eq.7-11) use ka= 2 (ka max=2) Fp roof za= 24 ft (Height of Anchorage) t,,, I kh=1/3(1+2*(za/hn))= 1 (ASCE 41-13,Eq.7-12) BSE-1E hazard level(Life SafetvL Sx,= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) h,= 24 ft Fp=0.4 SDs kakh X Wp= 391 psf (ASCE 41-13,Eq.7-9) --• Fp,min=0.2 ka X Wp= 429 psf (ASCE 41-13,Eq.7-10) )3SE-2E hazard level(Collapse Prevgnt)o 1 ,.-,-,- Sx,= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 SDs kakh X W,= 574 psf (ASCE 41-13,Eq.7-9) Y Fp,min=0.2 ka X Wp= 330 psf (ASCE 41-13,Eq.7-10) Fp max= 574 plf 1= 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)/C1C2 J= 2297 Ibf (ASCE 41-13,Eq.7-35) Holdown (Member t): HDU2-SD52.5(3") Number of Holdowns: 2 Cd= 1.6 (Duraton Factor) S= 0.65 (NDS Table N2) Kf=2.16/41, 3.32 (Strength Conversion Factor-NDS Table N1) FHoidown= 2 x 3075 Ibf= 6150 lbf (Simpson Strong Tie) Qct=Fhoidown*Kr/Cd= 12773 lbf Qu > QUF O.K. (ASCE 41-13,Eq. 7-37) OCR- 0.18 (Demand Capactiy Ratio) Use: HDU2-SDS2.5 EA Side at 8 ft O.C. 4 Anchor Embedment: J= 1 QuF=(Fp max*s)/C1C21= 4594 Ibf 4= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 lbf (Profis) Min Embedment= 4 in (Profis) Bond Strength(Nag)= 10074 lbf <---Governs (Profis) Breakout Strength(Ncbg)= 10200 lbf (Profis) 0<1 > QuF O.K. Use: 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.23 Min Embedment 4" (See attached Profis Calcualtion for Threaded Rod in Concrete) 2 2. uILmu1 I www.hilti.us Profis Anchor 2.7.3 Company: Page: 1 Specifier: Project: Address: Sub-Project f Pos.No.- Phone I Fax: f Date: 4/28/2017 E-Mail: Specifier's comments: ey 176 1 Input data Anchor type and diameter: HIT-RE 500 V3+HAS 518 Effective embedment depth: haf,act=4.000 in.(haf,Bm11=-in.) Material: 5.8 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2017 1 1/1/2019 Proof: Design method AC1318-141 Chem Stand-off Installation: ea=0.000 in.(no stand-off);t=0.500 In. Anchor plate: Ix x it 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,fb'=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] c ll tZ I A 1 .g/ } 1 t , 6 t✓----- , h - �i I 4 ,� i fig,; \ Vi '-'',' A' " -.., 'kliVSO",,,,f424-',.,-- --1. 417 l'%':-,--)4,;,r,<‘,. ce v ,,,.;•.p.,- ,F.,-,-,' f -/ +°, � \ ',A, ;- ,i , t / � - a 3 inpui dere and results must be checked.or agreement tilt tt.e ax1e.1r8,,,,rd,ons era'or piaueI,. ty PROFiS Arrcho,(c)2003-2408 1-..c11 AG;FL-5454 Schaan 1-(111;Rs a registered Trace—,ark of^Ir,AG:Scnaan 114111611111.1 • wtivw.hllti.us Profs Anchor 2.7.3 • Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 4/28/2017 E-Mail: 2 Load case/Resulting anchor forces y Load case:Design loads 2 Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 2 1149 0 0 0 X Tension max.concrete compressive strain: -[%o] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 2297[lb] resulting compression force in(x/y)=(0.000/0.000):0[lb] (— 3 Tension load Load Noa[lb] Capacity N„(Ib] Utilization 13N=Nuats Nn Status Steel Strength* 1149 10650 11 OK Bond Strength** 2297 6548 36 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** 2297 6630 35 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Ns, =ESR value refer to ICC-ES ESR-3814 4) N98 z Nua ACI 318-14 Table 17.3.1.1 Variables uta A:ev[Wn2) psi - r 0.23 72500 Calculations N.[lb] 16385 Results Nva[lb) t8 ` 1\4.[Ib] N, jib] 16« 385 0' ,41 0650 11 i9 Icpui data and e..ufts rr:ust de tr~e..K_o o'agrearren:'r:t1,Ere +is:ing dcmfr.ons and o tdarr ib dyt PftORS Anchor(c)2003-2039 Nati AC,- ri_•9494 Se*ade tine[s a rag+stered Trademark viii I.AC. Scaaar 11.111111Millrill '2-CA www.hilti.us Profis Anchor 2.7.3 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 4/28/2017 E-Mail: 3.2 Bond Strength Nag =(17c4-21)W eci,Na W ec2,Na W ed,Na V cp,Na Nba ACI 318-14 Eq.(17.4.5.1.b) p Nag >Nua ACI 318-14 Table 17.3.1.1 ANa =see AC!318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b) ANo0 =(2 CNar2 ACI 318-14 Eq.(17.4.5.1c) cNa =10 da X11 0 ACI 318-14 Eq.(17.4.5.1d) 1 W ec,Na= (1+ON)5 1.0 AC!318-14 Eq.(17.4.5.3) ON3 W ed,Na=0.7+10.3 ( crz )<_1.0 AC!318-14 Eq.(17.4.5.4b) yt cp,Na=MAX(;'"° cye)5 1.0 AC!318-14 Eq.(17.4.5.5b) Nba =Xa'tk,c'it,da'hat ACI 318-14 Eq.(17.4.5.2) Variables t 7 IC k,c.uncr[psi] da:[in.] hef[in,] ca mr,[in.] k c[psi].,. 2210...::. 0.625.".. .,,�- 4.000 6.000 .-.mow........ 1260 ..- ett N[in.) et2 N[in.] cac_[in.] ),a 0.000 _._ _ 0.000 8.731 1.000 Calculations CNa[in.] ANa[in.2] ANao[in.2] W_sdug..._...:..........: 8.819 350.29 311.09 0.96407 .. .... 1 ect.Na " W ec2 N� =,Na Nina fib] 1.000 1.000 1.000 9896 Results N?9 Jib] 411 bond,- Nag[Ib] a., Nua[!b 0, 6548 2297 3.3 Concrete;Breakout;St7ren & Strength Nog = \ASI 1V ec,N W ed,N V c,N W cpN Nb ACI 318-14 Eq.(17.4.2.1b) 4, Nth,Z Nua ACI 318-14 Table 17.3.1.1 ANo see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) ANco =9 het AC!318-14 Eq.(17.4.2.1c) 1 Vec,N (,+2ei, <1.0 ACI 318-14 Eq.(17.4.2.4) 3 h W ed,N =0.7+0.3 (Com'"'��1.Sh,:t)5 1.0 ACI 318-14 Eq.(17.4.2.5b) w 40, =MAX(Crin 1.5h t, 5 1.0 ACI 318-14 Eq.(17.4.2.7b) cam. ' ca, Nb =ko) a his ACI 318-14 Eq.(17.4.2.2a) Variables hei[in.] eat),)[in.] ec2:N[in] Cama[in.] 4' N 4.000 0.000_...._ 0.000 6.000 ..000 Cac[in.] ktin a tc[psi]. 8.731 17._.. 1.000 2500 Calculations ANc[in-2] Avco[in.2] k0 act N 'a.;b W ed,N 9p N Nib[!b] 216.00 144.00 1.000 1.000 1.000 1.000 6800 Results Ncbg[ib r tv 4, N,:,:,_ lb N:r.- b; 10200 6630............._.... 2297 Input data and results mist 2e ciacKeo for ag eernen.with the existing cod ens ano fo'p aes n t ty PROFIS Anchor(c)20003-2009 Hifii AG,FL-9494 Sceaan HP :s a registered Trace:mar),cf IA•AG,Sc`aar; CALCUlATlON SHEET ei LIsuaieCI: Oregon Business Park 1-Bldg 18 c:,TE: May-17 ,caac: 17-0192 trkUGIVkAL 5Fr4Gzttttk$ Wall Anchorage E-VV or- SHEET: 2.5 Wall Anchorage E-W Basic Performance Objective of Existing Buildings(BADE)per ASCE41-13 dwan= 5.5 in ww,p= 150 pcf ht;b= 12 ft ,...--3. Wp= 825 plf hp= 0 ft Lf= 246 ft (Minimum Diaphragm Length) _.,,_*‹' k,=1+Lf/100= 3.46 (ASCE 41-13,Eq.7-11) use k,= 2 (ka max=2) Fp,r„f za= 24 ft (Height of Anchorage) --1. kh=1/3(1+2t(za/hn))= 1 (ASCE 41-13,Eq.7-12) BSE-1E hazard level(LifeSafetv). --oi 5„= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) ha= 24 ft Fp=0.4 SD5 kakb X W,= 391 psf (ASCE 41-13,Eq.7-9) —.0„ Fp,min=0.2 k,X W9= 429 psf (ASCE 41-13,Eq.7-10) BSE-2E hazard level(Ggll4pse Preventionl, --0, 5,,= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 5Ds k,kh X W,= 574 psf (ASCE 41-13,Eq.7-9) i—ii). Fp min=0.2 ka X Wp= 330 psf (ASCE 41-13,Eq.7-10) Fp max= 574 plf A - 1= 2 (ASCE 41-13,Section 7.5.2.1.2) - C1C2= 1 (ASCE 41-13,Tbl 7-3) Anchor spacing(s)= 6 ft QuF=(Fpma,;s)/C,C2 3= 1723 Ibf (ASCE 41-13,Eq.7-35) Holdown (Member t): HDU2-SDS2.5(3") Number of Holdowns: 2 Cd= 1.6 (Duraton Factor) el)= 0.65 (NDS Table N2) Kf=2.16/p 3.32 (Strength Conversion Factor-NDS Table N1) FHoldowr.= 2 x 3075 Ibf= 6150 Ibf (Simpson Strong Tie) Qct=Fboldown*Kt/Cd= 12773 Ibf Qct > QuF O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.13 (Demand Capactiy Ratio) Use; HDU2-5D52.5 EA Side at 6 ft 0.C. Anchor Embedment: 1= 1 QUF—(F5,,,av«5)/C1C2 J= 3445.2 Ibf (I)= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 Ibf (Profis) I Min Embedment= 4 in (Profis) Bond Strength(Nag)= 10074 Ibf <---Governs (Profis) Breakout Strength(Ncbg)= 10200 Ibf (Profis) Qct > Qu, O.K. 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.17 Use: Min Embedment 4" (See attached Profis Calcualtion for Threaded Rod in Concrete) wvrw.hilti.us Profis Anchor 2.7.3 Company- Page: Specifier, Project: Address; Sub-Project I Pos.No.: Phone I Fax; i Date: 4/28/2017 I E-Mail: Specifler's comments: 1 Input data Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 ., Effective embedment depth: he{,,ct=4.000 in.(hat.11mit=-in.) Material: 5.8 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2017 I 1/1/2019 Proof: Design method ACI 318-14/Chem Stand-off Installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: If,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,fa'=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] k e.4 t v 1 00 6 4 \; • :, •\ \ ti to u : 111 - jss mo X Input data and results must be checked for egreerne-tt w9";he exlsdn9 conditions and or c a::alority, PROFIS Anchor(c}2003-2009 Hitt AG,Ft.-9484 Schaaf, Nils;is a registered Tredamark o'Hfiti AG,Scnaer, u a."r www.hIlti.us Profis Anchor 2.7.3 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No. Phone I Fax: [ Date: 4/28/2017 E-Mail: 2 Load case/Resulting anchor forces y 4 Load case:Design loads !j 2 Anchor reactions[Ib] Tension force:(+Tension,-Compression) __Anchor Tension force Shear force Shear force x Shear force y 1 862 0..._ 0 0 2 862 0 0 0 ►a .._.. ._>z concrete compressive strain: -[%a] Tension max. max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0,000): 1723[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] 3 Tension load Load No.[lb] Capacity 4,No[ib] Utilization BM=N„./4 N„ Status Steel Strength' 862 10650 9 OK Bond Strength** 1723 6548 27 OK Sustained Tension Load Bond Strength{ N/A N/A N/A N/A Concrete Breakout Strength** 1723 6630 26 OK anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to 1CC-ES ESR-3814 4 Nsa z N„a ACI 318-14 Table 17.3.1.1 Variables Ase,N[in.2) futa.[PSI) 0.23 72500 Calculations Nsa[Ib] 16385 Results Nsa[Ib] 4 t,,i P Nsn[ib] 'Nan[ib] 16386 9 . !� X50 662 Inpu€data ana results must be checked...r agreement with the existr^g co-ditions a'rd far 2iausi€.Qty. PROFIS Anchor;c)2503-2009 H it AG.FL 9494 Schwan Hi'::i is a registered Trademark of HI't AG:Sc`haaa 1141116•9111•11't 4 www.hilti.us Profis Anchor 2.7.3 • Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 4/28/2017 E-Mail: 3.2 Bond Strength Nag = (ANao! W e i is V ec2.Ne W ed,Na\V cp.Na Nba ACI 318-14 Eq.(17.4.5.1.b) 4) Nag Z N,, ACI 318-14 Table 17.3.1.1 ANe =see ACI 318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b) • ANaO =(2 cwa)2 ACI 318-14 Eq.(17.4.5.1c) cNa =10 daV 110C t u"" ACI 318-14 Eq.(17.4.5.1d) 1 W ec,Na= (1 + eN)5 1.0 ACI 318-14 Eq.(17.4.5.3) cNa 'V ed,Na=0.7+0.3(cr:.in)5 1.0 ACI 318-14 Eq.(17.4.5.4b) CNa W cp.Na=MAXca�min,cNa 5 1.0 ACI 318-14 Eq.(17.4.5.5b) Cac Cac Nba =X a'T k,c'r'da het ACI 318-14 Eq.(17.4.5.2) Variables T ktyater[psi] d4 fin,] her .] cava,!.Ctrs} T k„:(psi] 2210 0.625 4,000 6.0002 1'2600- ecf N[in.] ec2,N fin.] cac fin.] X.a 0.000 0.600 8.x'31 1.000 Calculations cNa[in.] ANa[in.21 ANao[in.2] V ed.Na 8.819 350.29 311.09 0.904 y 00140 112.k* NIkt 1.00? 1,000 1,1)00 9896 Results [Ib +1 Nag[4b) Na.(ib) 10074: 0 :>E ._. .._.. 65487 3.3 ConcreterNcoBreakout Strength Ablc Ncbg = \A / W ec'N ed,N V c;N'V cp,N Nb ACI 318-14 Eq.(17.4.2.1b) Ncbg z N,a ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2,1(b) AN =9 hat • ACI 318-14 Eq.(17.4.2.1c) 1 W ec,N = 1 +2 eN 5 1.0 ACI 318-14 Eq.(17.4.2,4) 3 her W ed,N =0.7+0.3(1.5ca.mheinr)5 1.0 ACI 318-14 Eq.(17.4.2.5b) cp,N =MAX(=mtr: 1.5hei)e 1.0 ACI 318-14 Eq.(17.4.2.7b) cac ' cac J Nb =kc-4a tifrc hers ACI 318-14 Eq.(17.4.2.2a) Variables het[in•] e���a[In,] eelN[in] 4.000._ 0,000 .....0`000 :. ....... 6.000 _. ._._. 1.000 cac[in.] kc X afc[psi] 8.731 17 1.000....___ . 2500 Calculations ANc[In 2] ANc0[in.2] V ect N ...... ii'ed,N w cp,N Nb[lb] 216.00 144.00 1.000 1.000 1.000 1.000 6800 Results N.,b.[lb) [ib] Na a[ib] • 10200 �a50 6630 1723 Input data and results must be checked fo-agreement with the existing conditions and for plausibility, PROFIS Anchor(c)2003-2009 In AG,R_-9494 Schaan Hiiti is a reentered Trademark of Hitti AG,Schaar CALCULATION SHEET suEUEcr: Oregon Business Park 1-Bldg 18 ()ATE: Apr-17 Joe 40. 17-0192 5TRUC TURA!.ENGINEERS N-S Subdiaphragm Analysis eY: Sr'EET: 3.1 N-S Subdiaphragm Analysis Fp max= 574 plf 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) QUF=(Fp max+5/2)/dC1C21= 144 plf (ASCE 41-13,Eq.7-35) r (Boundary&Cont.Edges/Other Ed es Field) 3'8"Struct I w/8d @ 6/6/12 2x) Existing Plwyood Thickness and Nailing Pattern( o ryEdges/ r � ( ) Nominal Unit Shear Capacity(v)= 540 plf (NDS Table 4.2A) Cd= 1 (Duration Factor) OLS=v/Cd= 540 plf lUse: 24 ft long: x 24 ft wide subdiaphragm I Oct > QUF O.K. DCR= 0.266 • CALCULATION SHEET Mal ■ sua;ECT: Oregon Business Park 1-Bldg 18 DATE: Apr-17 !DB NO 17-0192 ±,TBt+,p!_TUTAAt tnGltifst63 E-W Subdiaphragm Analysis BY SHEET: 3.2 E-W Subdiaphragm Analysis Fp may= 574 plf 2 (ASCE 41-13,Section 7.5.2.1.2) CiC2= 1 (ASCE 41-13,Tbl 7-3) Continuity Tie Spacing(s)= 25 ft Subdiaphragm Depth(d)= 16 ft Aspect Ratio(s/d)= 1.563 OK (2.5 max) QuF=(Fp ma■*s/2)/dC1C21= 224 plf (ASCE 41-13,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 3/8"Struct I w/8c @ 6/6/12(2x) Nominal Unit Shear Capacity(v)= 540 plf (NDS Table 4.2A) Cd= 1 (Duration Factor) ClcE=v/Cd= 540 plf JUse: 16 ft long x 25 ft wide subdiaehragm Qc. > QUF O.K. DCR= 0.415 + Mai itill CALCULATION SHEET ,,,S.E�: Oregon Business Park 1-Bldg 18 0 .� AP,-1. 7 ca po: 17-0192 s xuc*uah ENCI"sans Pilaster Anchorage ,: snE,-: 4.1 Pilaster Anchorage Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 d 5.5 in A 1.3125 ft2 wall= Pi(astar= [- �, Wweli= 150 pcf hpimatar= 21.5 ft y Atrlb= 178 ft2 Wpnaster= 2116.4063 lbf Wp(Ww,I+Wplla:ter)= 14354 lbf Lt= 240 ft (Minimum Diaphragm Length) _.w k,=1+L:/100= 3.4 (ASCE 41-13,Eq.7-11) use ka= 2 (k,max=2) Wall Elevation{ thd z=h = 25 ft Height of Anchorage) kh=1/3(1+2*(z,/h„))= 1 (ASCE 41-13,Eq.7-12) BSE-1E hazard level(Life Safety) S„= 0.46 g (See Attached USGS Report) 14 X= 1.30 (ASCE 41-13,Tbl 7-2) 4 Fp=OA SDs kakh X Wp= 6807 Ibf (ASCE 41-13,Eq.7-9) Fp,mdn=0.2 ka X Wp= 7464 lbf (ASCE 41-13,Eq.7-10) 8 BSE-2E hazard level(Collapse Prevention) S,,= 0.87 g (See Attached USGS Report) 5.5 X= 1A0 (ASCE 41-13,Tbl 7-2) Fp=0.4 5D5 k,kh X W.= 9990 lbf (ASCE 41-13,Eq.7-9) Plan View(Pilaster) Fp,m1n=0.2 k,X Wp= 5742 Ibf (ASCE 41-13,Eq.7-10) Fp r-aa= 9990 Ibf J= 2 (ASCE 41-13,Section 7.5.2.1.2) C2C2= 1 (ASCE 41-13,Tbl 7-3) QVF=(Fp max)/CiC2 f= 4995 lbf (ASCE 41-13,Eq.7-35) (LVe,t, - (Si'— 6,b(2,C y-)7.,,,P)(-3(. ..•,. .;(-.,---) ,-, 3 (7,ciftk. Ci-ca- <' &or / ( - of / -TT/ L 5 , 'Li /) 4-/E,c, 4.....,to 0 ,&C- Jj 11,1,7: ,_:.7 '-'1 , ,,( (::*1(1,,,,z).E11-:;'',7 1). '611, -0,,-“:„ v/ , pc(.._ , 4 . CALCULATION SHEET mia s�e;ec: Oregon Business Park 1-Bldg 18 o,+>e: Apr-17 me no: 17-0192 S-RUCTURAL ENc1N[ENS Pilaster Anchorage n,.. sftEE-: 4.2 Pilaster Anchorage c,1 r� Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 1 - Asea t Check Thru Bolt to Existing Watt: ., ', 1,s1s� ;5 Aa.; QUF= 4995 Ibf i ), ?^ ..,. A . (c,t+1.5 h.,)(2 x 1.5h4) Check Concrete Breakout Strength (ACI 318 Sec.17.4.2.1) if c„<1.5h., he= 5.5 in (embedement depth=wall thickness) f'c= 2500 psi (existing concrete strength) cm i_ 1« ,tr f Ay kc= 17 (ACI 318 Sec.17.4.2.2a) N a,a c 1 1.:het .'f� ,,: Nb=kcn. (\'f'e)*(hef15)= 10964 Ibf (ACI 318 Sec.17.4.2.23) - 1.:13 ,sl.. !.: ANC°=9 here= 272.25 in2 s #ofBolts= 1 Beam Width= 6.75 in2 =(<c +.5 +1.5h 2x1.5h.) it A ,( '1..6h,,�and s,4)((h, Holdown CL= 1.25 in s1= NA Cal mi.= 6 in (minimum side edge distance) Ca2min= 8.25 in (minimum top edge distance) ANC= 235.13 int td �eC,N= 1.00 (ACI 318 Sec.17.4.2.4) i„5,#Ea 1,5h„ �'ed,N= 0.92 (ACI 318 Sec.17.4.2.5a,b) ' �� � �: To= 1.00 (ACI 318 Sec.17.4.2.6) `Ycp,N= 1.00 (ACI 318 Sec.17.4.2.7a,b) Rah N C/A I' cf h — 8694 Ibf Sade»through fstsare cone cbg=(AMNC4)X11 d ec,N e,N c,N cp,Na Nb— (p= 1.0 dk., OCR=4iNcbg, 8694.06 Ibf per anchor 1-5h« QCL > Que O.K. DCR= 0.57 ?.5 h„ L ,...?..1.,,,,, ',5,,,..,„_1 Pia, ARC.=(2.'.5h,,).(2.1.5h„)=9h,,2 s