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Specifications (40) , Y5uVi)-()/ --‘&)0 ,/i4c,Ael RECEIVED JUL 1 $ 2017 CITY OI= i-IC:i,r BUILDING DIVISIORDN STRUCTURAL CALCULATIONS for Voluntary Seismic Strengthening PacTrust Business Center-Bldg. M 7244 SW Durham Road Tigard, Oregon for Pacific Realty Associates, LP 15350 SW Sequoia Parkway, Suite 300 Portland, Oregon 97224 by MHP, Inc. Structural Engineers cu C T 4 Long Beach, California s nso PRO, 1 July 10, 2017 `1r MHP JN: 17-0192-00 gr EXPIRATION DATE: 12-31-18 Mel jig* STRUCTURAL. ENGfNEERS • CALCULATION SHEET mai a Voluntary_Seismic Strengthening oATE. ,.,..:<Ju'-17_.: los No 17-0192 PacTrust Business Center Bldg.MBY. SHEET STRUCTURAL ENGINEERS Table of Contents Section GENERAL 1.1 Scope of Work -'` '-`'"_ ----------- 1.1 Report(BSE-1E) ------ -----------._.--- ---- USGS Summary USGS Summary Report(BSE-2E) 1.3 STRUCTURE DESIGN: 2.1 Wall Anchorage N-S "`"`"""`" .:_�--�2.2 2.4 Hilti Anchor Check ------ '""�""` 2.5 Wall Anchorage E-W ------- 2.5-2'•S Hilti Anchor Check �--" . 3.1 N-S Subdiaphragm Analysis -�' E-W Subdiaphragm Analysis -" " -'� CALCULATION SHEET Mal all sussEcr; Voluntary Seismic Stren9thenin9 DATE Jul 17 dos NO 17-0192 STRUCTURAL ENGINEERS ' _._ PacTrust Business Center-Bldg. M 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] !!3/LU'I! ues€gn maps summary Keporl ,„Design Maps Summary Report User-Specified Input Report Title PacTrust Business Center Bldg M Mon July 3, 2017 19:22:34 UTC Building Code Reference Document ASCE 41-13 Retrofithazard tadrd, BSE-1E E- (w1s ata e2008) Site Coordinates 45.39922°N, 122.75226°W Site Soil Classification Site Class D - "Stiff Soil" l e'k - , ave 4 ,ii.,,,,,o, a ',.� z� c. 4t 'iw X11 �'= r: �� zap � .�f t ,,,...ts1; :::,;,.til.,-5.414.1r:„Akiii.,407,4.,4;,;,f,,,,„ititott.,7,,,A i': . .i.:.•!,4t.;.;Y,V?4T-L*',Itlr,,::='..,.,'.''''''',,,;t3.41444 ,.„,4:. ,,,,. ....,„,..;.4. -;„:.,9,,ii ..,,,,,,.*.;.....sf.:-„4.,.,..;:t44.,-4.,,,... •#. . .,..* . A:46 j'o';''1.e.4.1.6',4&''t'6' 66-'16 4 , 4 A ' ' 6 t 4'•k.1 ft',.. ` 14i �• °6' ,y , ffi - USGS-Provided Output Ss,zo/so 0.291 g SXS,BSE-1E 0.455 g 0.109 g SX1,BSE-1E 0.258 g S1,20l50 Vet hod 5 #team Harizon1d Spectrum a 0,50 c �:sv 0, a,.10 ,1416 X3:3 „5,6, cta' 4 ,. t.46 3.01 1.66 2G� `-:.LFL "e+ t$4 Per3od.T(see) �Ea'ic ,'{� Although this information is a product”of the leGeological ot a Survey, ute provide nical no warranty, er pres ed or implied, as to the accuracy of the data contained therein.This t �is https:Ilearthquake.usgs.govlcn1 Jdesignmaps(usis u mmary.php?template=minimal&latitude=45.399222&longitude=-122.752261&siteclass=3&riskcatego... 1/1 //3/ZU'1/ uesign Maps summary xeport USGs Design Maps Summary Report User-Specified Input Report Title PacTrust Business Center Bldg M Mon July 3, 2017 19:23:31 UTC Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-2E (which utilizes USGS hazard data available in 2008) Site Coordinates 45.39922°N, 122.75226°W Site Soil Classification Site Class D - "Stiff Soil" I' t1,—"'"!4--;',a;--.,.2..':, s -, • �� ; ;;,,141: 0 t;;;.!1;ofd , r r u� .�,- .;••;•-.-;3 ';:,-..f:,,,t,',;',°X;ttc .',11'4,411f,„,4',1,7,.a,s,,,V,',41,,,?,.";f.4:::,4 41, 1;•;,,.-zr,,-;:.,:::*::;-' ,:';',Atil4.41,:„„40 4.4:`,thi'.4;t: ''' ''",'.f',,,. .k...%A.',,, tx ‘...1 ,1!,:‘,.,-.:i.-,,,:,r.;,,, ) fi. .es I ) USGS-Provided Output 55,5150 0.703 g Sx$,BSE-2E 0.870 g 51,5/50 0.306 g Sxirase-2E 0.547 g QHorizarltot SpactrumVtgr#ecd from �r : F -c G.7J amt €zea En ci es t s t 027 i4 a is ,15a n cz�s ,� Pl,next 7(sae) Although this information is a product of the U.S, Geological S.lrvey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein,.Trus tool is not a substitute For technical subject- ,atter knos.iedge. https://earthquake.usgs.gov/cn 1/designmaps/us/summary.php?template=minimal&latitude=45.399222&longitude=-122.752261&siteclass=3&riskcatego... 1/1 CALCULATION SHEET 1iJul-17 27 0192 SUU.EC.`:: PacTrust Business Center-Bldg.M - SHEE*: 2.1 STRUGTURAI ENGINEERS Wall Anchorage N-S Wall Anchorage N-S Basic Performance Objective of Existing Buildings(BPOE)perASCE41-13 dwau= 7.25 in wwau= 150 pcf hlr;b= 14.375 ft0 ft L = 1303 plf4.--- L;/100= 5.25 (Minimum Diaphragm Length) hp- Lf 425 ft (ASCE 41-13,Eq.7-11) ka=1+ use k,= 2 (k,max=2) Fp,root za 28.75 ft (Height of.Anchorage) kh=1/3(1+2*(2a/hn))= 1 (ASCE 41-13,Eq.7-12) BSE-1E hazard level ife Safet Xxs= 01.36 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) hp= 28.8 ft Fp=0.4SxSkakhXWp= 618 plf (ASCE 41-13,Eq.7-9) =0.2kaXWp= 677 plf (ASCE 41-13,Eq.7-10) Fp,min BSE-2E hazard level(Collapse prevention (See Attached USGS Report) x= 1 1.000_ .0 g (ASCE 41-13,Tbl 7-2) �( Fp=0.4 S,S kaki X Wp= 907 plf (ASCE 41-13,Eq.7-9) Fp,min=0.2kaXLNp= 521 pit (ASCE 41-13,Eq.7-10) A Fp max= 907 plf 1_ 2 (ASCE 41-13,Section 7.5.2.1.2) 1 (ASCE 41-13,Tbl 7-3) C1C2 Anchor spacing(s)= 6 ft QUF=( F s)/C1C21= 2720 lbf (ASCE 41-13,Eq.7-35) p max Holdown (Member t): HDU5-SDS2.5(3") Number of Holdowns: 1 Kf= 1.40 (Strength Conversion Factor-ESR-2330) FHoEcawn= 1 x 5645 lbf= 5645 Ibf (Simpson Strong Tie) 0 *Kf= 7903 Ibf Qa > QUF O.K. (ASCE 41-13,Eq. 7-37) �.atl=Fholdown DCR.= 0.34 (Demand Capactiy Ratio) Use: HDU5-SDS2.5 at 6 ft O.C. Anchor Embedment: 1= 11 (Ultimate Strength) QUF=(Fp maa*s)/C1C21= 5440 Ibf 4 16385 lbf (Profis) Steel Strength(Nsa)= Anchor Diameter= 5/8 in 10336 lbf (Profis) Bond Strength(Nag)= Min Embedment= 5.5 in (Profis) 8694 lbf <---Qci (Profis) Breakout Strength(Ncbg)= Qa > QUF O.K. DCR= 0.63 5/8"Dia.with HIT-RE 500 V3 Epoxy Use: Min Embedment 5.5" (See attached Profis Calcualtion for Threaded Rod in Concrete) www.hilti.us � 1 _._.. _.__. Profis Anchor 2.7.3 Company: Specifier. Page: 1 Address: Project: Phone!Fax: ( Sub-Project!Pos.No.: E-Mail: Date: 7/10/2017 Specifier's comments: 1 Input data 44•Lrir..41K47,1 Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 Effective embedment depth: hsr,act=5.500 in.(hem,*=-in.) 5.8 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/20171 1/1/2019 Proof: Design method AC1 318-08/Chem Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,f,'=2500 psi;h=7.250 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 Geometry[in.]&Loading[ib,in.Ib) Z:; I f iii. .1 .i } 6 6 6 , I 0. P � -' „ ' 7,. 2) , .9z N. re X input date and'vaults must be checked for agreement with the existing conditions and for p.euatbH ty' PROMs Anchor(c)2003-2009 Hith AG,FL-9494 Schoen Kb is a registered Trademark or Kit AG,Scheel b411J1 1 .. Profis Anchor 2.7.3 yvvyw.hiiti.us _ :_._�.._ �._�_._,_�� 2 _._ __.._... ... Page: Company: Project: Specifier: Project: Address: Sub-Project I Pos.No.: PI '7hore Date: 7/10/2017 Phone Fax: E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shearforcex Shearforcey ._�. �. 5440, max.concrete compressive strain: -[%o) max.concrete compressive stress: -[psi) resulting tension force in(x/y)=(0.000!0.000): 0[Ib] resulting compression force in(xly)=(0.00010.000):0[lb) 3 Tension load Load N [lb] Capacity 4 Na[ib] Utilization f2=Nea�d!N0 Status 5440. .10650 •..-:•-•-m OK --Steel Strength* Bond Strength"' 5440 6718 81 OK OK NA Sustained Tension Load Bond Strength"" 56N/A N/A /9OA Concrete Breakout Strength'*` 5440 *anchor having the highest loading "anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-3814 Nsa Z Nua ACI 318-08 Eq.(0-1) Variables 2 1 fuia[Psi] 0.23 72500 Calculations Nsa[ib] _ _� 16385 Results Na, b _ + N pi. 1 k a1[ - . aaa t _ 18-6""0 585,_ Input data and results must be checked for agreement wit-the exist ng condtnons and for ptausib I cy PROM'Ane or(c)2003-2009 iitti AG,FL•9494 Schap, H ttr is a registered Tradema c o'Hatt AG,Sc.raan 11110111116711"11 • www.hitti.us Profis Anchor 2.7.3 Company: ....._.., Page: 3 Specifier: Project: Address: Sub-Project I Pos,No.: Phone I Fax: I Date: 7/10/2017 Z. E-Mail: 3.2 Bond Strength Art, Na =(A74,0)V ed,Na IP cp,Na Nba ACI 318-11 Eq.(0-18) fl, Na a Nua ACI 318-11 Table 0.4.1.1 ANa =see ACI 318-11,Part D.5.5.1,Fig.RD.5.5.1(b) ANm =(2 crtaf ACI 318-11 Eq.(D-20) =10 da 8\14 OM/ ACI 318-11 Eq.(D-21) cro -1106 = 1 , V,,e,m, (1 + e )5 1.0 cm, ACI 318-11 Eq.(D-23) Ili ed.NaC min =0.7+0.3( '--I2.---)5 1.0 ACI 318-11 Eq.(D-25) cm, V cp.Naart ta =MAX(—Clam--,e--s )5 1.0 ACI 318-11 Eq.(D-27) .88 C88 Nba =X a'r k,c.if'd,•her ACI 318-11 Eq.(D-22) Variables [psi] ck,[fn.]. her[in.] ca„,,r,finJ r 8,8[psi] ec,N[i11.] __ eez,r,i[in.] caa[in.] X a 0.000 0.000 13.032 1.000 Calculations cite[in.] AN.(in.21 AN.0 •[in I ki,rid.Na 8.819 261,37 311.09 0.904 _ titvelt1.1 . _Iii:te.2,112_ _ W IVA ist 4 ____1421(Ib] 00 _ 13607 Results Na(Ib] Na Obi Nua Dbl. -6-44------ 4,„k -.) 3.3 Concrete Breakout Strength Nbb =(A- ) ir ed.N,41 c N V cp,N Nb ACI 318-08 Eq.(D-4) No Naa ACI 318-08 Eq.(0-1) ANC see ACI 318-08,Part 0,5.2.1,Fig.RD.5.2.1(b) AN =9 h!f ACI 318-08 Eq.(D-6) 1 W oC,N = ( + i 2.e )5 1.0 SIT; ACI 318-08 Eq.(D-9) c „ V ed,N =0.7+0.3 (--1.1-V-)s 1.0 ACI 318-08 Eq.(D-11) 5h,,r r 1 I w ba.N =MAX(5"111,',-.5h ) 1.0 ACI 318-08 Eq.(0-13) ,c„„_ c Nb =Itb X. Vf:h.„//' ACI 318-08 Eq.(D-7) Variables her[in.] ectA Intl eom(in.] comeir,Ifni 5.500 0.000 0.00-0 6.000 - ' —1.656---- [in.] ke ;1... fe(psi] 13.032 17 1 2500 Calculations AN,[in 2] AN0 fin.1 ,41OC2 4 , v_e.N , W ep,j,4 . _ . , 235.13 27225 1.000 1.000 0.91-8 1.000 Results N,„[lb] e No,[lb] N„„[lb] 869OR) 4., 565-1 5440— - it input dala and fawns mint be Checked far ararrealent wall the exaMeg wadi:km dad fa raakralaraly, PROtaS Anchor(C)2003-209KM AG.Ft.4404 German Htla is a registered Trademark of fiAti AG.Schaan CALCULATION SHEET s:.8,,c, PacTrust Business Center-Bldg.M DATE Jul-17 _06..0 17-0192 Mi S-RUC'URAL ENGINEERS Wall Anchorage E-W Rr, Wall Anchorage E-W Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwa i= 7.25 in wwall= 150 pcf htrib= 14.375 ft hp= 0 ft Wp= 130325 plf 4 '~_ ft (Minimum Diaphragm Length) 4 125 (ASCE 41-13,Eq.7-11) k,=1+L f/100= 2,25 (k,max=2) Fpfpof use ka= 2 z.= 28.75 ft (Height of Anchorage) kh=1/3(1+2'(za/h„))= 1 (ASCE 41-13,Eq.7-12) BSE--1E hazard level(L.ifeSafetv). (See Attached USGS Report) X,= 0.46 g (ASCE 41-13,Tbl 7-2) h.,= 28.8 ft ?(= 1.30 F =0.4 Sxs kakh X Wp= 618 plf (ASCE 41-13,Eq.7-9) Fp plf if (ASCE 41-13,Eq.7-10) Fp,min=0.2kaXWp= BSE-2E hazard level(Collapse Pteventlon (See Attached USGS Report) Sx, 0.87 g X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 Sxs kakh X Wp= 907 plf (ASCE 41-13,Eq.7-9) Fp,min=0.2 k,X Wp= 521 plf (ASCE 41-13,Eq.7-10) A Fp max= 907 plf 2 (ASCE 41-13,Section 7.5.2.1.2) C3C2= 1 (ASCE 41-13,Tbl 7-3) Anchor spacing(s)= 8 ft QUf- (Fpmax*s)/C1C2 J= 3627 Ibf (ASCE 41-13,Eq.7-35) Holdown (Member t) HDU2-SDS2.5(3") Number of Holdowns: 2 Kf= 1.40 (Strength Conversion Factor-ESR-2330) Ftioldown= 2 x 3075 lbf= 6150 lbf (Simpson Strong Tie) 8610 Ibf Qci > QUF O.K. (ASCE 41-13,Eq. 7-37) Qc,=Fnofcowa K1= DCR_ 0.42 (Demand Capactiy Ratio) Use: HDU2-5052.5 EA Side at 8 ft O.C. I Anchor Embedment: J= 1 = I. (Ultimate Strength) Qur=(Fp max*s)/C1C2.1= 7253.6 Ibf 16385 lbf (Profis) Anchor Diameter= 5/8 in Steel Strength(Nsa)= th(Nag)= 13339 lb( (Profis) Bond Strength Min Embedment= 5.5 in (Profis) 11394 lbf <---QcI (Profis) Breakout Strength{Ncbg)= Qu > Our O.K. DCR= 0.64 I5/8"Dia.with HIT-RE 500 V3 Epoxy Use: Min Embedment 5.5' (See attached Profis Calcualtion for Threaded Rod in Concrete) fellII IlaiiiiiUral www.hilti,us Company: Profis Anchor 2.7.3 Specifier: Page: 1 Address: Project: Phone I Fax: Sub-Project I Pos.No.: E-Mail Date: 7/10/2017 __ msµ_ 42 AC) ..___... _._m...._ Specifler's comments: 1 Input data _ -._, Anchor type,and diameter: HIT-RE 500 V3+HAS 5/8 Effective embedment depth: h ei,aei=5.500 in.{heGitmb=-in.) Material: 5,8 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2017 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: 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,f�=2500 psi;h=7.250 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,ib] , wZ ° , F I 4 90 5,12 ' -..,M '" �� .,. �! 0. ____-t--------- \: ,, ,,.4\ —'' °'c,),..„,„,.....4."*.* \.:,,, ,,,,47::!,,,,,,.,- '--, s-4.0*404:4-A.:, ,:t44,-.44'--4f,lefilirf, -itit-‘1,,,,tity6,,,,,H,toviffit,,,:, i*,.,1,/ e 1 .,t 4;:,,,,,r(e':::-*A;4,-4L--.:.'..,4.i.,4,,,,, input data and results must be checked for agreement with the existing conditions and for p ausibttityl PROFIS Anchor I c)2003-2009 HUB AG,FL-9494 Schaan Heti is a registered Trademark of Milk AG,Schaan Profis Anchor 2.7.3 Company: 11114111.111111111111 www.hilti.us 2 _._.—_ ..Page: Project: Specifier: Project: I Pos.No.: Address: Date: 7/10/2017 Phone I Fax: I E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads ( )2 Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y _ . .-_.1 _._ _.. 0 0 3627 2 3627 0 0 0 Tension max.concrete compressive strain: -red max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 7254(Ib] resulting compression force in(x/y)=(0.000/0.000):0(ib] t 3 Tension load Load Nu.[ib] Capacity 4 N„[lb] Utilization ON-Nua14 N„ Status . . - 3627 10650 Steel Strengtt h' 8671 84 OK 35 OK Bond Strength** 7254 Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength" 7254 7406 98 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value ACI 318-14 to 1C ICC-ESTaESR-3814le3 Naa 2 Nth, .1 Variables z — fora 6PAL-- 0.23 72500 Calculations Nsa[lb] --168-""'` Results Nto[Ib] Qr _ $ NS„(1] Nue(Ib] —.36385 10850 3627= Input data and resuas must be checked for agreement with the exisrmg conn€t€ons and for p a.4611 tf PROFIS Anchor`c)2003.2309 1-1114 AG.FL-9494 Schwan Hatt Is a reg,stered 7 adema s of HMI AG,Schwan M www.hlltt.us $ Company: — — Prafis Anchor 2.7.3 Specifier: Page: 3 Address: Project: Phone i Fax: Sub-Project I Pos.No.: E-Mail: Date: 7/10/2017 3.2 Bond Strength AN Na e9 =(AN;)tV ec1,Na tV ac2,Na Ni ed,Na NI cp,Na Nba ACI 318-14 Eq. 1 { 7.4.5.1.b) NagN,, ACI 318-14 Table 17.3.1.1 AN. =see ACI 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) 1 ems =10 da `1100 ACI 318-14 Eq.(17.4.5.1d) 1 W ec,Na= 1+ C N 5 1.0 ACI 318-14 Eq.(17.4.5.3) Na Wad,Na=0.7+0.3ca_min s 1.0 CNa ) ACI 318-14 Eq.(17.4.5,4b) W cp,Na=MAX(Ea--min`pec ANa)c 1.0 Oac ACI 318-14 Eq.(17.4.5.5b) Nb. =X a'r k,c-7r•da•ho ACI 318-14 Eq.(17.4.5.2) Variables __T 14., ipa[Psqd [in.] tin.) 22 0 6.». ho fin.) _ _„ Ga mat lin•] T 1 Si 0.825 .".,.•.,...3. 170- [psi] 260 ec7.N[in.] _._ec2N[in. . .:0:000._.... ."---- - 0--_- _..._._ _..___,), .._ , .. .:lac 3.]2 3-a 0.000 13.032---- 1.000 ... Calculations _Cu,[in.] ANa[in.2] ANao fin?] 8.819 337.32 _0 ed.Na 311.09 0.904y -"` iV oc,hia 1V vault _ w _ Nba fib) _> x.001.._... TI 1.00{) 13007 Results .._ N, fIb] i4r Na fib] N„a[ib] q 13,3 " I-40 - . _----bac- m __ 72 A.o 3.3 Concrete Breakout Strength Ncbg = 1 Nco/`Ill ec,N vV ed,N tV c,N%V co,N Nb ACI 318-14 Eq.(17.4.2.1b) • Ncbg 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) Nca =9 har ACI 318-14 Eq.(17.4.2.1c) Vee.N = \\�1+3hN\)51.0 ACI 318-14 Eq.(17.4.2.4) of Wed,N =0.7+0.3 (Ca- min ` .Shai)5 1.0 ACI 318-14 Eq.(17.4.2.5b) 5 W cp,N =MAX(—_min 1•5hat c MAX( Cac ) 1'0 ACI 318-14 Eq.(17.4.2.7b) Nb =kc 1.,a ti`h',$ ACI 318-14 Eq.(17.4.2.2a) Variables ( Dn.) ._.. her[in.] es.vA[in] eauGarr,? fin.] . iJ�� ODgO ._. 0.00.000Ei.000_,..._..: __...._:,y-c" 5,5 c ..._._...W_ ac[in.] ......._ kF__.... h p f [psi] 13.032 17 1.000 .�_ ,..2500 Calculations AN,[in,`] A",0[irL] IV epi N 308.16 272.25 __. woz, i. 1.000 1,000 13 IV c-it1.00000 100,64 Nab) Results 00116 _ Ncbg[!b] $a en N $ N [Ib] Nu„fib] 11394 0 �� 74pss4 �....._. -4/AP . . .......... . .. . __ Input data and results must be checked for agreement with the existing conditions and for plausibilityt PROFIS Anchor(c)2003-2009 Hiilr AG,FL-9494 Schaan I-hill is a registered Trademark of Hilh AG,Schaan CALCULATION SHEET MEI : L sun, 1 PacTrust Business Center-Bldg.M DATE: Jul-17 :OB NO17-0192 N-S Subdiaphragm Analysis Ds_ sI-EEr: 3.1 S?AUC'rt7RAi ENGINEERS N-S Subdiaphragm Analysis Fp max= 907 lf p2 (ASCE 41-13,Section 7.5.2.1.2) C (ASCE 41-13,Tbl 7-3) 1C�= 1 Continuity Tie Spacing(s)= 25 ft Subdiaphragm Depth(d)= 13 ft Aspect Ratio(s/d)= 1.923 OK (2.5 max) QUF=(Fp max;s/2)/dC1C2 J= 436 plf (ASCE 41-13,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field)t'; 19/32"Ply w/lOd @ 6/6/12(2x) Nominal Unit Shear Capacity(v)= 640 pif (NDS Table 4.2A) 1 (Duration Factor) Cd= Qca=v/Cd= 640 plf Use: 13 ft Ion: x 25 ft wide subdia•hra.m Qv O.K. DCR= 0.681 Continuity Tie Fp,.= 907 plf 1= 2 C1C1= 1 Continuity Tie Spacing(s)= 25 ft (effective spacing) QUF=(Fp maxys)/C1C2J= 11334 lbf Continuity Tie Force . •• f � c)6.-4._ SI r�r,7J u4-.� . iktit 4 • mq a CALCULATION SHEET 4URICEIPacTrust Business Center-Bldg.M DATE., Jul-17 JOE NO: 17-0192 STRUCTURAL ENG.NEERS E-W Subdiaphragm Analysis yx, SHEET. 3,2 E-W Subdiaphragm Analysis Fp max= 907 Of 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)= 25 ft Aspect Ratio(s/d)= 0.96 OK (2.5 max) QuF=(Fa max*5/2)/dC1C2 J= 218 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) QcL=v/Cd= 640 plf lose: 25 ft ton ` x 1; 24 ft wide subdiaphragm Qtt > QuF O.K. DCR= 0.34 Continuity Tie Fp max= 907 plf BSE-1E hazard level(Life Safety) 1= 2 ClC2= 1 Continuity Tie Spacing(s)= 24 ft (effective spacing) QuF=(Fp max*s)/C1C2 J= 10880 lbf Continuity Tie Force Holdown (Member t): HDUS-SDS2.S(3") Number of Holdowns: 2 Kf= 1.40 (Strength Conversion Factor-ESR-2330) FHoidown= 2 x 5645 lbf= 11290 lbf QcL=Fholdown*Kr= 15806 lbf (Simpson Strong Tie) Qci > QuF O.K. (ASCE 41-13,Eq. 7-37) Use: DCR=0.688 HDUS-SDS2.5 EA Side 1