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y3k00/7 -- 6.20/ S2S ictG $ 20�� BUILDING STRUCTURAL CALCULATIONS far Voluntary Seismic Strengthening Pacific Corporate Center-Bldg 1 15755 SW Sequoia Parkway Tigard, Oregon for Pacific Realty Associates, LP 15350 SW Sequoia Parkway, Sutie 300 Portland, Oregon 97224 by MHP, Inc. Structural Engineers «4 Long Beach, California ‘1,51 PRO4 cte 8PE June 16, 2017 MHP JN: 17-0192-00 1F ‹e D , 0 EXPIRATION DATE 12-31-18 111711 STRUCTURAL ENGINEERS CALCULATION SHEET SUBJECT: Voluntary Seismic tnStrengthening DATE Jun-17 joor,.o:: 17-0192 STRUCTURAL ENGINEERS Pacific Corporate Center Bldg 1.., BY SHEET: ._ . Table of Contents Section Pale Na: GENERAL Scope of Work - 1.1 USGS Summary Report(BSE-1 E) ------- - - --------- 1.2 USGS Summary Report(BSE-2E) --` -- — - * 1.3 STRUCTURE DESIGN: Wall Anchorage E-W(CASE 1) ----- ,--2.1 Hilti Anchor Check _ .a„ �_ w-2.2-2.4 Wall Anchorage E-W(CASE 2) ---- 2 5 Hilti Anchor Check - ----- ------ - 2.6-2.8 N-S Subdiaphragm Analysis ---- - ------3.1 E-W Subdiaphragm Analysis - -- - 3.2 CALCULATION SHEET Mal sue3Ecr. Voluntary Seismic Strengthening DATE. Jun-17 106 No 17-0192 ST UCrl3RAL ENGtNEEftS .,..._Pacific Corporate Center Bldg 1 9Y: 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] 5/22/2017 Design Maps Summary Report ,, Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-1E (which utilizes USGS hazard data available In 2008) Site Coordinates 45.40628°N, 122.74768°W Site Soil Classification Site Class D — "Stiff Soil" z e � X 140' '10y S 44-W-Avat 4E0' '2% ifl•2•2'2e1,0 44*. 4-4° '44 too , „ ,400, _ „ p „ 40, USGS-Provided Output 0.291 g Sxs,asE-SE 0.456 g SS,zo/so 0.110 g Sxi,esE-SE 0.259 g 51,20/50 Herizcotd Spectrum Vet from asz 0,57 0.40 0.44 .1x eze 1,21 01 OAS t 2i# 0,20 u�z 15aoa age 005 acc 0,3„4 "€tom < 1 t.Ca 1iC'i 7G '€ .::..ts7,•5 2 'i $aK1 Perr 11 �� ee Although this Information is a product of the U.S.L eoiogicai Survey,was provide no warranty,expressed or implied,as to thev.. accuracy of the data cont-€ned therein.This tool is not a substitute for technlcai subject matter k•owiesige, https://earthquake.usgs.gov/on2ldesignmaps/us/sum m ary php?tem plate=minim al&latitude=45.406283&.1ongitude=-122.747679&siteclass=3&riskcategory=-1&ed..: 1/1 5/22/2017 Design Maps Summary Report t ,5 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 21708) Site Coordinates 45.40628°N, 122.74768°W Site Soil Classification Site Class D- "Stiff Soil" ,.,.'•.JM'..1',''''.'7,iitk,l,litrtt 4..t-Ei:'4 4,-.(1,11 i titItaiteitill.fleilitV-i-77.,, ';;-..-:::::i7,7,7 ,-;",-,....177.t.;-t.;,,„,-;77 ,.,,,,4 ...,'•Y'r' ,,,A,:st,.3-tillti -1,....:1111rie...r. It.14� ti 3„w .y,� hip 4.. °�.,;: Y° itkil tl o USGS-Provided Output S5,51s0 0.704 g SXs,BSE-2E 0.871 g Sl,sisa 0.307 g SX1,BSE-2E 0.548 g WM Horizon tc4 Spectrum \tar tied Spec tram (191 (1E0 aaa a (172 a..16 ea+2 a l' 4 O. (151 I (21 , CY1B a3 a z2 Cid €17 =3 i!1 £6+I we Y E. 2 1.20 7, $: f, l ,101 -a atv ox 0.ar 'it 4.1 af7 :`, t., W UM 1 2C 2 Perioet r(sat) p ri T(gee) Although this information:s a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the_,n accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. https://earthquake.usgs.gov/cn1/designm aps/us/sum m ary.php7tem plate=m lni mal&latitude=45.406283&longitude=-122.747679&siteclass=3&ri skoategory=-1&ed... 1/1 • CALCULATION SHEET . mil a sussEGT: Pacific Corporate Center-Bldg 1 OATS_ Jun-17 AMINO 17-0192 STRtiG TURM.ENGiNEE RS Wall Anchorage E-W(CASE 1) 9v: SHEET: 2.1 l Wall Anchorage E-W (CASE 1) Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwell= 5.5 in wwall= 150 pcf Wveneer= 40 psf htrib= 10.125 ft Wp= 1101 plf hp= 2 ft Lf= 100 ft (Minimum Diaphragm Length) k,=1+Lf/100= 2 (ASCE 41-13,Eq.7-11) "`" " use ka= 2 (k,max=2) Fp,rpoE za= 16 ft (Height of Anchorage) kh=1/3(1+2*(za/his))= 1 (ASCE 41-13,Eq.7-12) BSE-1E`hazard level(Life Safety)' Sx,- 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) his= 16 ft Fp=0.4 Sus kakis X Wp= 522 psf (ASCE 41-13,Eq.7-9)' Fp,min=0.2 k,X Wp= 573 psf (ASCE 41-13,Eq.7-10) BSE-2E hazard level(Collapse Preventio ) S = 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 Sus kakh X Wp= 766 psf (ASCE 41-13,Eq.7-9) Fp,min=0.2 ka X Wp= 440 psf (ASCE 41-13,Eq.7-10) Fp max= 766 plf J= 2 (ASCE 41-13,Section 7.5.2.1.2) C1C2= 1 (ASCE 41-13,Tbl 7-3) Anchor spacing(s)= 6 ft QUF=(Fp max*s)/C1C21= 2299 Ibf (ASCE 41-13,Eq.7-35) Holdown (Member t): HDU2-SDS2.5(3") Number of Holdowns: 2 Cd= 1.6 (Duraton Factor) ci)= 0.65 (NDS Table N2) Kf=2.16/ 3.32 (Strength Conversion Factor-NDS Table N1) Finaidown= 2 x 3075 lbf= 6150 Ibf (Simpson Strong.Tie) 4t=Fhoidown*Kf/Cd= 12773 Ibf QcL > QUF O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.18 (Demand Capactiy Ratio) Use; HDU2-SDS2.5 EA Side at 6 ft 0.C. J 4 Anchor Embedment: 1= 1 QUF=(Fp max*5)/C1C21= 4598 Ibf ct)= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 lbf (Profis) Min Embedment= 4 in (Profis) Bond Strength(Nag)= 9914 lbf <---Governs (Profis) Breakout Strength(Ncbg)= 9987 lbf (Profis) M QCL > QUF O.K. Use: 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.46 Min Embedment 4" (See attached Profis Calcualtion for Threaded Rod Concrete) - www.hilti.us Profis Anchor 2.7.3 2 2 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No, Phone 3 Fax: [ Date: 6/14/2017 E-Mail: 1 Specifier's comments: /4 - 1 Input data .. , tsar"liwpwri Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 Effective embedment depth: het,ect=4.000 in.(het,tia,it=-in.) Material: 5.8 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/201711/1/2019 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,fs'=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.lb] I Z e a , it r- e 0 5,625 t ,,„0-,/7,,,... .4 4.4 _.----- ,,-. y,,-riks*,44.... ,<=.407-,,,,,.t.0%,IrA,2,404.1i, ---,I!. 7,-/T-.,„•,,,,;•,..,0.,. '....d.,.;„. ,., ,401,,,c....,4,4 1.,,,•''.,,...,,;:.,.. , .,-,'. -`-.,-' ' , zt.,t,'Y,/,,,5,1„,-',',,',,,t. ,: ,,_5,,4.p..,, ,,,, ,r,,.i ,,,,0, ,i-``'."' '*iii''''',...,, ...:Aiii,>;.:,'''''`C'.,';','''''.5,:'i iii';' ' '', -,0,,,'Zi'itiii'1410P'',,,,P2',,,,f, ..,--- , 'ilii-43.- ----..1..ii..i,-----, iii.,,i;:i,,,i44. bi).„.„,'- i,,- . ii„-„,,,,m,,,,, i,„,..ii,iiii4 ii,',.,„,bi,',Ni'li,•'-iMiiiiiZiiiiiiii,4 ....zim ii,,,,,,,,,,-,,,,i.,..ii,-,,ii,.,,.-ti• ,,,,;),iii,c•iii,i,r..V...„„„i,,,,,, - ,,. -,,,,,,..02-- ---41,fr, ..,.,kr, ----,,--,-k--,,v,--. ,,,,z4,- • ,,,, ,i,1-t,,,,,,,,-;;:,-,-..—...,...... ,..,.. , ,'-.,,,,,,,,.° .,0.....z,,,, 4 0,..*•miiii,,iiii' „t ii„.".,-0,--iiiiiV,,,ini,„ ii.,-,0:-,,.2-,,,,f,,,Agf...,,,-...,,, As . , ,z.,,,,,,,,,,:;:ek'''''', V.:1O4-,..4% ...,-;,,rort, 4,,, ,,,„:4,Z..,'",r,r;...... 0.,, ',4 T,,,,, ,...,...„:,,,,,, \ — Iiii-c _- ,,,--,,,..,, z..,,,,,,w,m47.s,,,,,,v„EA.441,,;„, ';;,k ,.* ' "ivi.f•L,Yr',;;'4:.'",',f.,\,',",-•:',;',:',...4,,z,. 'f , --, ,,,,A•-,-,------•-,".,af.X.,,', ."':, ,.5.*vir.4°.,,,,,r4;004.,,,,,',1,,,,,,.,-..**,•:,,r4 N.,";.i..r.4 .•,'....p.°•:-.,;.fr•*.'=•••%-•'... \ .,.,,---4' - -%1Y4r V:+11.1 5.•1,P„g,,,,,',A4:4,5,1,,Atl,,,*;''' ,;,k`‘,4:'"',7,',F,•,;si'4X14,f,AV',i,t'It4",`:'''''' ''.\-: t 9,'2:1'',-'40-:-V:'/,‘-',-,),4r,."1,01,t74:;',1;gig*'''. "dY‘A'sgts*,.°,,k'''''4,1''''Ot%'=';' ‘!':':"S:6,':''2,,.Z: to 04 \ v 0 r Pi 4,!:-:..-c-,,--'-',-;,-,-,4„tAZAY 5 a sit4f1"40,iy:e.',,,,'filhq;,0:',, A,,,:',0)s Avitztt,&...,;-,.„:.:k'',1:;,' 'l',,: 1 l'., \ 14121 Al(i•-•'--''>'-w!--r-3,,''‘ I:.<:-Vik.44,,"5:::,11"0,0*(t,,7,;,t,g4,:ti«,, ,,,;,'',W,fiftv.,C41:,24':".,:. ", -'S \ %."14--,,YA',':-- " '"Zt.A--' -0:‘,-.'Alti:.,4:2.444 Otr.40:t:,,,.,s,:lbvtif 1,..,6‘,',-1, - 1°%z°-'::-,fg,-• •-!--r-'....'k*:'''-'A",,°''''..•40,AQi.;q.A.TA,;:„,, ,:.;%ap,p,v,„:,,s,c,,,v,,,,,o‘t: ,,,,:, , \ tegAisNfAr.,MT:'4,7,;(-,i,:*ri:,`",pi. 7:ri:-,,,:fr,ini,'Z,.'"':('''' ':'!,',;,!ii,i,•;,k.t;;;;;;',,,,,, i,' \ Akikeildi,iki,,,,A,,i,1%.\r°41,.. .iiin;,iii9,„„-ii iii.',c,,,,,,, iikii,„;',,,,,;i• .....„1:;,,,:sqi,;;A::4;4 • \ lit.-•-;ilti , ;1;it'M:,•Vt, q,•:','; • ','',:z.,Y,'•:; ' ,'''°,',','''''' , V,,sk -ka.t1XN;,itv,kne,At„,,,,, ,,.,,, •••',i .,- I,.,, ,-7.:,,--,- ,N4, Va,,gozw,,,•:,',•,• ;t: •,,'''. ' , ,,,,N,.-.04-3-,,y ,:& ,,,,*.F.,i41,,itizw,,-,-:-,, IA.,,.-- 4 0 10 ,.,„,004..."' . X Input data and results must be checked for ag'eement with the exis ng conditions and for plausibility! PROM Anchor(c)2003.2009 Hilt AG,FL-9494 Scheen Halti is a registered Trademark of Hilt AG;Schean 111111111l www hilti us Profis Anchor 2.7.3 2 Company: Page: 2 Specifier Project: Address: Sub-Project I Pos.No.. Phone I Fax: [ Date: 6/14/2017 E-Mail: 2 Load case/Resulting anchor forces v' Load case:Design loads Anchor reactions fib] `r 2`_ {, Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear forc . e 1 2299� �_ 2 2299 0 0 p x max.concrete compressive strain: -[%o] Tension max.concrete compressive stress: -[psi) resulting tension force in(x/y)=(0.000!0.000): 4598[lbJ resulting compression force in(x/y)=(0.000/0:000):0[lb] 3 Tension load Load Nam fib) Capacity 4i N,,[lb] Utilization pN;N 4)N„ Status .._..,..�.�.. .,�...._.�.a�s ___.. .�.__ — Bond Strength** 4598 6444 72 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** 4598 6492 71 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nn„ =ESR value refer to ICC-ES ESR-3814 4) N.z N„a AC1318-14 Table 17.3.1.1 Variables ?sari hn 2Jfut.)[psi) 0.23 72500 Calculations N„[Ib] 16385 Results Nn;,fib) l _ $�'N lib).. N„„,fib] 1¢385 1D650 .. F:299.. . :; k Input data and results must be checked for agreement witn the existing conditions and for p}a:.sib.ty� PROFIS Anchor(c)2003-2009 flb AG.FL-9454 Scnaan Ht ti is a registered Trademark of Han AG,Schaan i' www.hilti.us Profis Anchor 2.7.3 Company. Page: 3 L,t� Specifier: s Project: II Address: Sub-Project 1 Pos.No.: Phone I Fax: I Date: 6/14/2017 E-Mail: 3.2 Bond Strength Nag =(A 1)1y ect,Na lirec2,Na V ed,Na til cp,Na Nbe ACI 318-14 Eq.(17.4.5.1.b) r�,a a N. Z N,a 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) ANa° =(2 c )2 ACI 318-14 Eq.(17.4.5.1c) c.a. =10 d.•°\70:3-1' I ACI 318-14 Eq.(17.4.5.1d) 1 / V ec:Na= (# bt,�s 1.0 \\ ACI 318-14 Eq.(17.4.5.3) qr� 0.3(c1-7-14,"1lir ( )3-1.0 ACI 318-14 Eq.(17.4.5.4b) 1y cp,Na=MAX(ca.""t, Gea cam)s 1.0 ACI 318-14 Eq.(17.4,,5.5b) bac Nb. =Ji,a,T x,c•7t•da'hat ACI 318-14 Eq.(17.4.5.2) Variables �tr,x,a (psi) da[in.) he f'f � in.] i CRS) 2''tli. .,w 0:825 ,,- _4,£0J t� _'�2 est N tin 3 e �N[in) c0c fin.] . e -Cabo _._.._. _. O.p _. :8:31 :i:30t " Calculations Ctla tn.) AN.Cul. .__ ANao f!C1. ) �.._Ito 04,y0_. 8.819 344.73 `-' _, 311.09 0.9 +4 _ ...t r eCw"i f �_ ti-t�1 �zf 0 ,IS fIb) _.. b � 1 t Results N phi .))1_. __ ah (+l.Ipb1Not... N ') 9914 0 0 :... 6444 4598 3.3 Concrete Breakout Stren h Ncbp = (e(;)ty ec,N tIt ed,N ty c,N W cp,N Nb ACI 318-14 Eq.(17.4.2.1 b) 4) Nth, Num ACI 318-14 Table 17.3.1.1 AN. seeAC1 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 yec,N = 1 +2e; s 1.0 ACI 318-14 Eq.(17.4.2.4) 3 h.f� ty ed,N =0.7+0.3(k) 1.0 5ACI 318-14 Eq.(17.4.2.5b) III =MAX(Carom 1'5h�)s 1.0 cp,N AC1318-14 Eq.(17.4.2.7b) _C3c ' Cec Nb =kc X a vfc he ACI 318-14 Eq.(17.4.2.2a) Variables het(in) act v(in) eak,tin) far fin.) ! N . 4,000 0.000 ti:eido 8,oOo' :6°) eIn] c X [Psi) 8,3117 1.000 (2500 Calculations A fina) .A ko fin z] kl)co t4 ' V edN 10 .N _-48-8-6-6-- Nb[Ib] 211,50 144.00 ._.... .obti -food' 1, t) 1000. - 8-It9=_ _-e_ Results 1,14.„.Iib] b x w ... _... N [ib]..,_. Nu.flb) 997 6492 598 ._ input data err resu;ts must be checked for agreement wtln the existing conditions and for plausibility! PROMS Anchor I c)2003-2009 Kill AG,FL-949a Scnaan Hitti is a registered Trademark of Hi ti AG,Schean CALCULATION SHEET . mi a _UsiEcT Pacific Corporate Center-Bldg.1 SATE; Jun-17 ,os Nc: 17-0192 "rrRuc'WAAL€raDINEEYS Wall AnchorageE-W(CASE 2).... av: slier: 2.5 Wall Anchorage E-W (CASE 2) Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwan= 5.5 in ww,ii= 15C pcf huib= 8 ft Wp= 550 plf hp= 0 ft L1= 170 ft (Minimum Diaphragm Length) t_ k,=1+Lf/100= 2.7 (ASCE 41-13,Eq.7-11) use k,= 2 (k,max=2) Fp,rcor z,= 16 ft (Height of Anchorage) kh=1/3(1+2*(z,/h,))= 1 (ASCE 41-13,Eq.7-12) BSE41E hazard level(Life Safety Sas= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) h„= 16 ft Fp=0.4 SDS kakh X W,= 261 psf (ASCE 41-13,Eq.7-9) Fp,„;„=0.2 k,X Wp= 286 psf (ASCE 41-13,Eq.7-10) B$E- E hazard level(Collapse Prevention), S„= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41.13,Tbl 7-2) Fp=0.4 S05 kakh X Wp= 383 psf (ASCE 41-13,Eq.7-9) Fp,„,„=0.2 k,X Wp= 220 psf (ASCE 41-13,Eq.7-10) Fp m,z= 383 plf Jr. 2 (ASCE 41-13,Section 7.5.2.12) C1C2= 1 (ASCE 41-13,Tbl 7-3) Anchor spacing(s)= 6 ft QuF=(Fpmaa'S)/C1C21= 1148 Ibf (ASCE 41-13,Eq.7-35) Holdown (Member t): HDU2-SDS2.5(3") Number of Holdowns: 1 Cd= 1.6 (Duraton Factor) 45= 0.65 (NDS Table N2) Kf=2.16/$ 3.32 (Strength Conversion Factor-NDS Table N1) OCL = 1 x 3075 lbf= 3075 lbf (Simpson Strong Tie) `•CL=Fho!down•K{/Cd= 6387 Ibf QCL > QuF O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.18 (Demand Capactiy Ratio) 'Use. HDU2-5D52.5 at 6 ft O.C. 111)Anchor Embedment: J= 1 QuF=(Fp m,x*s)/C1C2 J= 2296.8 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 lbf (Profis) Breakout Strength(Ncbg)= 6800 lbf <---QcI (Profis) QcL > QuF O.K. Use: 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.34 I Min Embedment 4" (See attached Profis Calcualtion for Threaded Rod in Concrete) 2 f."' "�' www.hilti.us Profis Anchor 2.7.3 Company: Page: 1 Specifier: Project: Address: Sub-Project 1 Pos.No.. Phone I Fax: I Date: 6/14/2017 E-Mail: Specifier's comments: '.... , „„( ,„„, a , '"6.43r4„,---77, _.‘-ii.") - ,_____ 1 Input data loon impivri Anchor type and diameter HIT-RE 500 V3+HAS 518 Effective embedment depth: h,t,,t=4.000 in.(h,t,,i,„t=-in.) Material: 5.8 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/20171 1/1/2019 Proof Design method ACI 318-08/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 Seismic loads(cat.C,0,E,or F) no Geometry[in.]&Loading[Ib,in.lb] h Z 1 t i , 4 J 4 I tfV , r_ r Le f O,40 „„..4,- t 8 s:a ' - .-` f U i In X In put data 3fld re51,in •MU t+a thecPrid ter agreemenl';nth the axlsarrrg cgrrditans and tar plaumbildv, PROFIS Anther t e 2 2.0taxso 3 Kylti AG,Ft.•g4g4 3Chr,un HIM 4 a regiata ad Tree0Milrh of H tt,AG,SC's ,iiiiimuir, . . www.hilti.us Profis Anchor 2.7.3 Z; Company: Page: 2 Specifier: Project: Address: Sub-Project 1 Pos.No.: Phone I Fax: ( Date: 6/14/2017 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 _, 229T 0�...- mo 0 max.concrete compressive strain: N] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 0[Ib] resulting compression force in(x/y)=(0.00010.000):0[ib] 3 Tension load Load Nua[ib] Capacity N„fib) Utilization[ [Nab N„ Status Bond Strength" 2297 4886 48 OK Sustained Tension Load Bond Strength` N/A N/A N/A N/A Concrete Breakout Strength" 2297 4420 52 OK *anchor having the highest loading "anchor group(anchors in tension) 3.1 Steel Strength N., =ESR value refer to ICC-ES ESR-3814 N.,Z Nes ACI 318-08 Eq.(D-1) Variables AS.0 [in. ] f.71;[psi] . 72500. Calculations Nea[lb] 16385 Results N1x [8b5 . ..,.... .._.._ t om. 0 Nu[b._ N28r14t; 0 1065 nps t data and results must be checked for agreement N'dh the existing candit:ons and for plauslthl tyi PROFIS Anchor(c)2003.2005 FCt(AG.FL-9494 Schaan -A is a registered Trademark of Milk AG.Schwan gib www.hilti.us Profis Anchor 2.7.3 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos,No.: Phone I Fax: J Date: 6/14/2017 E-Mail: 3.2 Bond Strength Na = od.m. cp,Na Nba ACI 318-11 Eq.(D-18) 4) No Noo ACI 318-11 Table D.4.1.1 AN. =see ACI 318-11,Part D.5.5.1,Fig.RD.5.5.1(b) AN.° =(2 4142 ACI 318-11 Eq.(D-20) crk =10 do°&,,- ACI 318-11 Eq.(D-21) ITOO = + 1 s 0 ACI 318-11 Eq.(D-23) CANA ed,Na=0.7+0.3(.-91.1.)s 1.0 ACI 318-11 Eq.(D-25) CNA. oo,=MAX( -ONa—)s 1 0 ACI 318-11 Eq.(D-27) cot Cac Nba =X,'T AL.•TT'do hof ACI 318-11 Eq.(D-22) Variables Ips d,(in.) ha(lm) ;pin T [psi] 2"2-16- •-----0:6Y5 000 e0,49 eon tin.] [in.) x Tom 0:666"" 1.000 Calculations cm tin.) At\tAirL2) Alto Del 0040. 261:31 0.904 wbath, ,x5p," NbAlbj , i:0001.000 - 046 Results flb] N.0,[Ib) 14,,Phi } 7517 '( 0' 48146- 2297 ° 3.3 Concrete Breakout Strength No =(t) ed,N ..N Ai/ Nb ACI 318-08 Eq.(D-4) Ncb a No. ACI 318-08 Eq.(D-1) AN. see ACI 318-08,Part D.5.2.1,Fig. RD.5.2.1(b) ANoo =9 hr AC1318-08 Eq.(D-6) 1 ti, oc.1.1 = 1+2 e4)s 1.0 ACI 318-08 Eq.(D-9) 3 Flo e0.7+0.3 CA min 1.0 ACI 318-08 Eq.(D-11) d,N= )s 1.511,4 cp.N =mAx( 61% 1 5h1 <1.0 ACI 318-08 Eq.(D-13) A, CM 'AC Nb =kc X \if,hies ACI 318-08 Eq.(D-7) Variables h, eaN(iM) quo, 4,000 0,000 -0-;000 6:0-0ti -a, NO e„ k, "A. f [psi] Calculations Ark in.2; AN (in 2j j viA,n Np PIA 1 44.00 144,00 r',8t --1.006 "606 Results 1‘41,(lb) 4 re 4) No[lb) N.VW 6800 O.:. 4420 2-297 At° nptit data and results must be checked,or agreement with the existing conditions and for pleusibl ityl PROFS Anchor(c)2003.2009 9,16 AG,FL-9494 Schaan Hdi is a registered—redemark of hilt AG,Schaen CALCULATION SHEET MailSUBJECE: Pacific Corporate Center-Bldg 1 DATE Jun-17 JOB NO: 17-0192 STRUCTURAL EN EE RS N-S Subdiaphragm Analysis BY: SHEET: 3.1 N-S Subdiaphragm Analysis Fp max= 766 plf J= 2 (ASCE 41-13,Section 7.5.2.1.2) C1C2= 1 (ASCE 41-13,Tbl 7-3) Continuity Tie Spacing(s)= 25 ft Subdiaphragm Depth(d)= 25 ft Aspect Ratio(s/d)= 1 OK (2.5 max) QUF=(Fp max'S/2)/dC1C2 J= 192 plf (ASCE 41-13,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 19/32"Ply w/l0d @ 6/6/12(2x) Nominal Unit Shear Capacity(v)= 640 plf (NDS Table 4.2A) Cd= 1 (Duration Factor) Qa=v/Cd= 640 plf IUse:- 25 ft long x 25 ft;wide subdiaphragm 1 QCL > Qur O.K. DCR= 0.299 Continuity Tie Qui=Fp max x s= 19159 lbf Continuity Tie Force Holdown (Member t): HDU5-SDS2.5(3") Number of Holdowns: 2 Cd= 1.6 (Duraton Factor) '0= 0.65 (NDS Table N2) Kf=2.16/4) 3.32 (Strength Conversion Factor-NDS Table N1) FHoldown= 2 x 5645 lbf= 11290 Ibf (Simpson Strong Tie) 4E=Fholdown Kt/Cd= 23448 Ibf Oct. > Qu O.K. (ASCE 41-13,Eq. 7-37) DCR=0.817 !Use: HDU5-SDS2.5 EA Side I • CALCULATION SHEET Meel ;;zy;E=T Pacific Corporate Center-Bldg 1 DATE Jun-17 JOB NO 17-0192 STRUCTURAL ENGINEERS E-W Subdiaphragm Analysis $1'/': SHEET: 3.2 E-W Subdiaphragm Analysis Fp max= 383 plf J= 2 (ASCE 41-13,Section 7.5.2.1.2) C1C2= 1 (ASCE 41-13,Tbl 7-3) Continuity Tie Spacing(s)= 25 ft Subdiaphragm Depth(d)= 12 ft Aspect Ratio(s/d)= 2.083 OK (2.5 max) 0uF=(Fp max*S/2)/dC1C2 J= 199 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 Use:_- 12 ft long x 25 ft wide subdiaphragm 1; CkL > QUF O.K. DCR= 0.312 Continuity Tie Quf=F9 max x s= 9570 lbf Continuity Tie Force Holdown (Member t): HDU5-SDS2.5(3") Number of Holdowns: 2 Cd= 1.6 (Duraton Factor) (I)= 0.65 (NDS Table N2) Kf=2.16/ 3.32 (Strength Conversion Factor-NDS Table N1) FHoldown= 2 x 5645 Ibf= 11290 lbf (Simpson Strong Tie) 4L=Fholdown*Kt/Cd= 23448 ibf 0o. > QuF O.K. (ASCE 4143,Eq. 7-37) DCR=0.408 lUse: HDUS-50S2.5 EA Side