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Specifications (43) I/5a 2.o/1-6&wz RECEIVED JUL 1 8 Z017 Cg''YOt r�A � BUiLD,iG t iv1SE Ot STRUCTURAL CALCULATIONS for Voluntary Seismic Strengthening Oregon Business Park 1 -Bldg 1 16120-16192 SW 72nd Avenue Tigard, Oregon for Pacific Realty Associates, LP 15350 SW Sequoia Parkway, Sutie 300 Portland, Oregon 97224 by MHP, Inc. Structural Engineers 9 u O fd',• Long Beach, California PR t 41-41 June 16, 2017 , ,, 1 / MHP JN: 17-0192-00447 ' 05;'T/4"..--,,\G 1 N--EN),P 14. STN D EXPIRATION DATE 12-31-18 I Mi STAUCTURAC ENGI NEE R5 CALCULATION SHEET MI ® SUBJECT Voluntary Seismic Strengthening DATE: Jun-17 _.._- JOB NO. ... 17-0192 STRUCTURAL ENG;NEERS Oregon Business Park 1 -Bldg 1 8Y; SHEET Table of Contents Section Page GENERAL Scope of Work USGS Summary Report(BSE-1E) ----»»»-w------- -- - - __-.._ 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 :w------ . .---- 2.6-2.8 N-S Subdiaphragm Analysis -- ------------ » _ »_ »_„ _ 3.1 E-W Subdiaphragm Analysis 3.2 Pilaster Anchorage - »-- ,_a „»» 4.1 4.2 CALCULATION SHEET sLaicr Voluntary Seismic Strengthening DATE. Jun-17 )oa NO 17-0192 STRUCTURAL ENG iNEER5 ..Oregon Business Park 1 -Bldg1 gy; ...... _.. ..._. ......_ .._, .. ........ ___.....__. 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] 4127/2017 Design Maps Summary Report Design Maps Summary Report 2 User-Specified Input Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-1E (which utilizes USGS hazard data available in 2008) Site Coordinates 45.40348°N, 122.74856°W Site Soil Classification Site Class D - "Stiff Soil" !-- ° ,'----/a,,,k,-4f:Z/f"'::, ‘::"«" "'" ,i, ''''' ''- ''14- ;'''--In'''I'''' ''''V'''' ;'':'-:' 1::;:' '''''.!'''-:'1'10/''''' 4 -.4-V ',,#.1:,•.•t,,x,,,,--', 1 ,!,,':6,4,1-0,..ti-',;“4\--":lf,,*'•-'-'14, �r , '•,,,-,,,, ,•-ti-t, , .4 A ,,"..,,,,r ttl! 'rk-"•.- y,kn','" ,<.11-''',4?" 'e•,',,,,,,,, ,-.;;":1:"."1,1 ,1-2*,;-",,P,,,v, .1 z:t;P",17, im'," ,.":0,:,::";'' -„ir- ' 4,11e'•,;,-„-.-:' "V,s v,:' "i':,i',, •4'.e,44,.: .,ii.,: :,,,%-64 '4:ff, '4:, , &" • ' _ _ £ ' ,�: ii ' :41::4:',A4i:::,,,CP1:1" C'Y''t'44"At,:11#44:.„:4:'',W,;ki L ill, r(117,r1;;‘'f'4%;4!V.7"IfAtAri6:rik3r4V4;44.'0'''.;‘‘. Ic.,4,C4, -,itt.4,eliflOir APIK:filat..71 4WD:ft'ill: l',":e.-414:::*tt.1.,:q'''...-,=:7=-.'t:PC:4''.4%4/4,-1.i.,?-44 4'"4',:i.:‘'-';',riq' 4 •'`.-,,-:1 ie rya<Att.:It ,,.".-,.„,•A"1,/ „20's 1.4.:- :...4.,,,,,,,`,,,.....'" 1,,,, ,C.A'..•,,,F ,,,;'''',...,, .::': ,',i''''''' ,-.4**4:1 4,,,,,,:.,':.:4' '",:',44,..'''',0;-*04:*: 4- ems" ::;.utt4 ? ,•; ' .' USGS-Provided Output Ss,20150 0.291 g SXS,eSE-1E 0.456 g 51,20150 0.109 g SX1,BSE-1E 0.259 g HcrizontdSpectrum %/whoa Spectrum 0.12 244 2,21 040 0,24 ,e cpm 0 if,v 023 r 4 =Y10 I:. a 419 413 1140 01 WA 41.013 am 000 t0.- t1,4k„ .1 1 a; ,1 3,a' 4..1 1„ 1. d ICU a 41. 1 0.40 0.4 #.11 1..21 L40 LSI 1. 1 2,4.1 �°ack1,T(ate) P T(sot) Pe 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. haps://earthquake.usos.00v/cn2/desionmapslus/sum mary.php?tem plate=mini mal&latitude=45.403475&longitude=-122.748557&siteclass=3&riskcategory=-1&e... 1/1 4/27/2017 Design Maps Summary Report JAW SG , Design Maps Summary Report 1 ,`77 • User-Specified Input Building Code Reference Document ASCE 41-13 Retrofit Standard, SSE-2E (which utilizes USGS hazard data available in 2008) Site Coordinates 45.40348°N, 122.74856°W Site Soil Classification Site Class D - "Stiff Soil" ,k.SC iiti-17,-,.. .....,.:::,,,,,;,,,i, ---.. ,,,,'.; ,--7,,,...:. tteott,Vtlic.;:s„---iittift osTiL....?.,-,, ,i1z9:5 -,,,,.'.,,,l':,-.4.F iirit,'",,ii iliiii.,i if,„„ (''iii.f.400t;ii.:4 -.' 'i z' '1''''''4itiP''iiitrettAtk i.Fikihrtliititt#404- it,..4eriNtt..C;''iAi.'ii-,A;ic;.:Nii.', mac. .„,,,*=:17.,...3,;i4(..'...i.' ,....;:::i..--r!.:,.?fi',?!.:47'.,:2:',47.27ANk6:..,0E,,:.4:::40;,§31itgr,..vtoratditiaziliitCittsArt-1**.biArsti$Mti:. ,1-.'i, ".",:-.!: � w � .fi .' , E d ., kms ' ii. itif 1,: 7, r ".,. .;:"�a. r ,-,g„iillpiii,.;i,..;u.„zilriktef USGS-Provided Output Ss,5,50 0.704 g SXS,BSE-2E 0.870 g Si,,,„ 0.306 g SX1,85E-2E 0.548 g >lor,zantc!Sptctru.m Ver t: mr Sirec">r:r ri rr ,t zs l ' qul a,r .i 1.`a r�;r., !,ffs 1__L rx � ..sa:+ „"' C I t 1 I 1 i ! 1, t 3 �..._: x�3 i,J3 :,�5 �„ rb�3 nsr� 4.17 7 Ptiricri.r X52•_) f .,.-•J,I {11<_•';1 Although this information is a product of the U.S.Geological Survey,we provide ro 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://earthquake.usgs.govicnl/designm aps/us/sum m ary.php?tem pl ate=m i ni m al&I ati tulle=45.403475&longi tulle=-122.748557&si teclass=3&ris kcategory=-1&e... 1/1 MIMOCALCULATION SHEET sue:ecT: Oregon Business Park 1-Bldg 1 OR-r; Jun-17 ,onrEo: 17-0192 ATRUCTur.at ara rrJ€Ott Wall Anchorage N-S ay: SHEET: 2.1 Wall Anchorage N-S Basic Performance Objective of Existing Buildings(BPOE)perASCE41-13 dwaii= 5.5 in wwall= 150 pcf htrm= 12 ft Wp= 825 plf hp= 0 ft Lf= 100 ft (Minimum Diaphragm Length) (ASCE 41-13,Eq.7-11) '4 t ka=1+L,/100= 2 use k,= 2 (ka max=2) F za= 24 ft (Height of Anchorage) p'rO°f kh=1/3(1+2*(z,/h,))= 1 (ASCE 41-13,Eq.7-12) BSE4E hazard level(Life Safety) Sas= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tb)7-2) ha,= 24 ft Fp=0.4 Sus kakn 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) 8SE-2E-hazard level(COMM Prevention)` S.= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 Sus kaki,X Wp= 574 psf (ASCE 41-13,Eq.7-9) Fp,n,an=0.2 ka X Wp= 330 psf (ASCE 41-13,Eq.7-10) Fp max= 574 plf J= 2 (ASCE 41-13,Section 7.5.2.1.2) C3C2_ 1 (ASCE 41-13,Tbl 7-3) Anchor spacing(s)= 8 ft Our=(Fp max*s)/C3C2 J= 2297 lbf (ASCE 41-13,Eq.7-35) - Holdown (Member t): HOU2-SDS2,5(3") Number of Holdowns: 2 Cd= 1.6 (Duraton Factor) ciil= 0.65 (NDS Table N2) Kf=2.16/4, 3.32 (Strength Conversion Factor-NDS Table N1) FHoidown= 2 x 3075 ibf= 6150 Ibf (Simpson Strong Tie) Qct=Fhcidown*KV/Cd= 12773 lbf Qci > Qur O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.18 (Demand Capactiy Ratio) Cilse: HDU2-SDS2.5 EA Side at 8 ft O.C. I 4 Anchor Embedment: 1= 1 QUF=(Fp max*s)/C1C2 J= 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 Ibf <---Governs (Profis) Breakout Strength(Ncbg)= 10200 Ibf (Profis) Qct > Qur O.K. I Use: 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.46 Min Embedment 4" (See attached Profis Calcualtion for Threaded Rod in Concrete) r 111111111111M11 www.hilti.us Profis Anchor 2.7.3 '1 an Py Com _ _.,.... _._._ Page: y Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 4/28/2017 E-Mail: Specifier's comments: 1 Input data iitxri 1,40,44 Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 Effective embedment depth: hef,act=4.000 in.(hei,limii=-in.) --" 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: eb=0.000 in.(no stand-off);I=0.500 in, Anchor plate: i„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,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,'nib] s: t; t! I Y f I; A p Y t t R + d� 6 i ter. 00 -m— 1--,,,4o,,-* 1 ' .: t4, c, t "` � � rig 4k y It / `" 91 51 ‘V-t,",a,3r FE per"/, V .. . input dat 1 an res dts mast ha checked ler agreement wile the existing conditions anti to a4auausita tty± PROF€S Anchor!e)2003-2009 Hilt AG,FL-9494 Scheer- H;ihh is a registered Trademark of Hiti AG,Schaan pilLitairia 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 i Y Load case:Design loads & C .`'2 Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1149 0 0 0 2 1149 0 0 0 x max.concrete compressive strain: -[q„] Tension max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 2297[Ib] resulting compression force in(x/y)=(0.000/0.000):0(Ib] 0 1 3 Tension load Load No,fib] Capacity$N„[lb] Utilization f+N=Nu,l4 No Status Sieel Stren th' e -- ... _.10_...,. ... 9 1149 10650 .. _1 1_ .... .._......-.....,�K _..._� Bond Strength** 2297 6548 36 01< 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, Nsa a Nua ACI 318-14 Table 17.3.1.1 Variables t ]t Asa,N[in•z] fula[psi] 72500 . ._ Calculations Nsa[1b] 16385 Results N,5 ribj 81 + N.ilb] Nua[Ib] .1.8385; -- .:_. {} 6 1i 10 X49 .......... Input data and results must Re checked for agreement with the existing conditions and for plausibiEily! PROFIS Anchor{c)2003.2009 HE€t,AG,FE-9494 Schaan Wills a,egistered Tademark of Hdti AG,Schaan IL rI www.hilti.us Profis Anchor 2.7.3 Company: Page: 3 Specifier: Project: 2,q Address: Sub-Project 1 Pos.No. Phone I Fax: 1 Date: 4/28/2017 E-Mail: 3.2 Bond Strength Nag =( 5)W ect,Na W ec2,Na W ed,Na W cp,Na Nba ACI 318-14 Eq.(17.4.5.1.b) 4, Na, a Nua 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 CNa)2 ACI 318-14 Eq.(17.4.5.1c) cm, =10 da1 00 AC1 318-14 Eq.(17.4.5.1d) 1 W ec,Na= (1 + era) 5 1.0 AC1 318-14 Eq.(17.4.5.3) cNa W ed,Na=0.7+0.3(%-117,-t)5 1.0 ACI 318-14 Eq.(17.4.5.4b) Na W,,,Na=MAX i":h:l: CNa 5 1.0 � %ca > ACI 318-14 Eq.(17.4.5.5b) Nb. =X..T k,c'TC•da'h0 AC!318-14 Eq.(17.4.5.2) Variables T k.c:urun[psi] de[in] har[in•] c k,¢ ' -.o�.,._...,_..� _.. asnin cin.! T [pg7] 2210 0,625--_ ..: 4.000 _. 8.000 1260:" ect,N(in] mm___.....„!.a.11 ..n.] aC[in.] Q000 1 ..__.. _. 1.00t� Calculations cNa[in.] ANa[int 2] ANa0[in.2], W ed.Na.. 350.29 31 :0• 0.904 1.000 1.000 Results N„�[Ib] Na [lb] Na.[Ib]:: ._ 10074 r 4 6548 2297 3.3 Concrete Breakout Strength Atk Ncb9 =( )tV ec,N W ed.N W c,N W cp.N Nb AC!318-14 Eq.(17.4.2.1b) +4 Ncbg a Nua AC1 318-14 Table 17.3.1.1 AN, see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) Awn =9 hat AC1 318-14 Eq.(17.4.2,1c) 1 W ec.N ,1+3 2 eN = 5 1.0 her ACI 318-14 Eq.(17.4.2.4) Wed.N =0.7+0.3( tI4T)51.0 AC1 318-14 Eq.(17.4.2.5b) W cp.N =MAX(c` 0t. .. ht1)5 1.0 ACI 318-14 Eq.(17.4.2.7b) am Nb =kc).a Nfr heis ACI 318-14 Eq.(17.4.2.2a) Variables hef[in.] e=t!._[in] e zr�[in.] pa., [in.] W c,N- 4.000 0.000 � 0.000 6.000 _..._.1000 ,_ cac[in.] kc A a fc[psi] —6:731 17 1.000 2500 Calculations Akta[ 2] ANc0 Un. 2] --1176-12-- _ .._ __...-._._ W aN ..: N Ib 216.OE}. _ 144,00 1000 1,000- 1.000 �.. ._ €s$00 Results of [1 10200 t) 60 6630 , I.1) trout data and results InUs:be checked for agreement with the existing ccnm0ons and for p auaib.h,y. PROFS Anchor f c)2003-2209 Hot AG.F,...-9494 Schaa.^, Hili is a rag stereo Tradernark of Hilb AG,Schaan • aNH CALCULATION SHEET u,R,. Oregon Business Park 1-Bldg 1 DATE: Jun-17 ,'IPNO 17-0192 STRUC?i)RAL E'GINE E RS Wall Anchorage E-W R: ,.rn- 2.5 Wall Anchorage E-W Basic Performance Objective of Existing Buildings WON per ASCE41-13 d..11= 5.5 in wwau= 150 pcf htrib= 12 ft Wp= 825 plf hp= O ft 4= 394 ft (Minimum Diaphragm Length) k,=1+L/100= 4.94 (ASCE 41-13,Eq.7-11) A use k,= 2 (k,max=2) 2a= 24 ft Fivoor kh=1/3(1+2*(z,/h ))= 1 (Height of Anchorage) (ASCE 41-13,Eq.7-12) BSE-1E hazard level(Life Safety)., S,,= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) h„.=. 24 ft F,=0.4 Sus kakh X Wp= 391 psf (ASCE 41-13,Eq.7-9) Fp,min=0.2 k,X Wp= 429 psf (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 Sos kakh X Wp= 574 psf (ASCE 41-13,Eq.7-9) Fp,min=0.2 k,X W,= 330 psf (ASCE 41-13,Eq.7-10) F,„„ = 574 plf T A J= 2 (ASCE 41-13,Section 7.5.2.1.2) C„C2= 1 (ASCE 41-13,Tbl 7-3) Anchor spacing(s)= 6 ft QUF=(Fp max+s)/C5Cz 1= 1723 lbf (ASCE 41-13,Eq.7-35) Holdown (Member t): HDU2-SDS2.5(3") Number of Holdowns: 1 Ca= 1,6 (Duraton Factor) (k= 0.65 (NDS Table N2) Kf=2.16/43. . 3.32 (Strength Conversion Factor-NDS Table N1) FHomown= 1 x 3075 Ibf= 3075 lbf (Simpson Strong Tie) Oa=Fhoiaown*Kr/Cd= 6387 lbf Qa > QuF O.K. (ASCE 41-13,Eq. 7-37) OCR= 0.27 (Demand Capactiy Ratio) lUse: HDUZ-SDS2.5 at 6 ft O.C. 111 Anchor Embedment: I= 1 QUF=(Fp max*s)/C1C2 1= 3445.2 lbf 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 <---Qcl (Profis) 5/8"Dia.with HIT-RE 500 V3 Epoxy I Qa > QUF O.K. l Use: DCR= 0.51 Min Embedment 4” (See attached Profis Calcualtion for Threaded Rod in Concrete) I161,11.' www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Page: 1 Project: Address: Sub-Project I Pos.No.: Phone I Fax: ( Date: 6/14/2017 E-Mail: Specifiers comments: IL a_ 1 Input data Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 Effective embedment depth: haf,act=4.000 in.(hefrn,;t=-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: -(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.]8 Loading[Ib,in.lb] Z Y 1 { :f f 0 CO { { 4 —. X n Cf?daEa aged resutis m azt ua checked lar agreement wan the ax�sting culda'ors and for;tlaumbi atyt PROFS Anchor(c;2003-2039 H:al AG,FL-9494 Schaa:n Haile a registered Trademark of Hite AG.Schaan www.hliti.us Profis Anchor 2.7.3 Company: Specif.ec Page: 2 , Address: Project: Phone I Fax: Sub-Project I Pos.No,: E-Mail: Date: 6/14/2017 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......., 2844 0 _. 0�...._._._. .- —0--- _ .._ max concrete compressive strain: - ,) max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 0[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib) • 3 Tension load Load Nua[lb] Capacity+N„[lb] Utilization I3N=N,,,/}N,, Status Steel Strength -------2-614— 2644 10850 -------27----------- Bond Strength** 2844 4886' 59 OK Sustained Tension Load Bond Strength' N/A N/A N/A N/A Concrete Breakout Strength"" 2844 4420 65 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength N5a =ESR value refer to ICC-ES ESR-3814 4 N5a z Nue ACI 318-14 Table 17.3.1.1 Variables A5 w.tin-2) fak[psi] 0.23 ._... 72500 Calculations N5a[Ib),, 16385 Results ... N ,[lb) I 4* N50[lb] Nu,(it,) Input data and results nest he checked far agreement with he exisu,g conddions and for prausibi ity! - PROF IS Anchor;c)2033-2009 H:le AG,FL-9694 Schaan H hi:s a registered Trademark of H A AG.Schaan • 1.1111 -r1 www.hRti.us Profis Anchor 2.7.3 Y Comar P Page: 3 2.8 Specifier: Project: Address: Sub-Project I Pos.No,: Phone I Fax: I Date: 6/14/2017 E-Mail: 3.2 Bond Strength (Area Na = \ Mao)Wed;Na V cp,Na Nba ACI 318-14 Eq.(17.4.5.1a) 4) Na Z Nua /// ACI 318-14 Table 17.3.1.1 AN. =see ACt 318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b) AN.0 =(2 cNa) ACI 318-14 Eq.(17.4.5.1c) cNa =10 daS" f 1 11p0 ACI 318-14 Eq.(17.4.5.1d) V ec,Na= t 1 + eN)5 1.0 ACI 318-14 Eq.(17.4.5.3) ` cNa V ed,Na=0.7+0.3 (f a)5 1.0 ACI 318-14 Eq.(17.4.5.4b) V cp,Na=MAX(!,9- 4)5 1.0 ACI 318-14 Eq.(17.4.5.5b) Nba =Xs.Tk,c•n•da'hat ACI 318-14 Eq.(17.4.5.2) Variables yy ;� p 7 t k,,utwc'4ps'] tea in.] hof[in.J firm[in J t 414 2210 _._4;825 __ ab - --4.1560 ..._ 126-0- .. e01aerin] ._. . _ ee3 {tn)_ 1 ti Calculations cNa[in.] A A [in, aJ.Na 8— _ _m '1:37 31 1, $.904 _�.: V aba V ed rw- +} cpeNa NI*[ib] Y'l. 0-0 i;RpO'- _ '#00(x` 991 Results N ib 4,Na[ib) fib] 5['17. �..-m.._.-..._._.. ..: 0 t _ 4 86 _ 2 3.3 Concrete Breakout Stren th t."0 Ncb =(quo)V ad,N V c,N V cp,N Nb ACI 318-14 Eq.(17.4.2.1a) 0 Ne,z NUS ACI 318-14 Table 17.3,1.1 AN, see ACt 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) ANt0 =9 hef. ACI 318-14 Eq.(17.4.2.1c) V ac,N - +2'eN 5 1.0 ACI 318-14 Eq.{17.4.2.4} 3har/ V ed,N =0.7+0.3 (1 bhp)5 1.0 ACI 318-14 Eq.(17.4.2.5b) r V cp,N =MAX(-1c--:-.'", 1:5 )5 1.0 640 ACI 318-14 Eq.(17.4.2.7b) N8 =kc X 9,k hsi5 ACI 318-14 Eq.(17.4.2.2a) Variables ht fin.le,,N[In] e�2 fin.) ea r [t 3 V c,fi` 4..600 0000 0,000 8.0011' .._ 1 000 c0,(in.] t7 %a fc[psi] 8 731 1.000 2500 .._- Calculations AN,[tn.2] ANco lap ] _e 1 N ._. ?a N._. .. eUN r� 7 :14470-0 1 4 00 1�Ot 0 I:iab0 ,p,. 'r':10‘011:1?) bb]; 1.tJ00, 1.000 Results _ 680f3 -"_. No[lb] , • No[lb] R fib] 4420 -.._ `2544;. _--- Input data and results frost be chackea tor ag ,.agreement with the ex Shang conditions and for p assibtt ty: --- _ -----_- PROFIS Anchor c 2Q ( } 03-2IIGH wi:€E AG F...9494 Sehaan yi�b is a registered Trademark of Hllti AG,Screen CALCULATION SHEET ® sUa et>: Oregon Business Park 1-Bldg1 --. ... 111 .1111111MIMIMMIMIMIIMM1.1.1..111.1.1...111.111.111M1‘ . DATE: Jun-17 :cam) 17-0192 srUeruant eva: eeas N-S Subdiaphragm Analysis av: DEET 3.1 N-S Subdiaphragm Analysis Fa max= 574 plf J 2 (ASCE 41-13,Section 7.5.2.1.2) C1C21 (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=(Famax'S/2)/dCDC2 J= 138 plf (ASCE 41-13,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 3/8"Struct 1 w/8d @ 6/6/12(2x) Nominal Unit Shear Capacity(v)= 540 plf (NDS Table 4.2A) Cd= 1 (Duration Factor) Qa=v/Cd= 540 plf IUse: 25 _'ft long x 24 ft wide subdiaphragm > Qux O.K. DCR= 0.255 Continuity Tie our=FP max x s= 13781 lbf Continuity Tie Force Holdown (Member t): HDU5-SDS2.5(3") Number of Holdowns: 2 Cd= 1.6 (Duraton Factor) 43= 0.65 (NDS Table N2) Kf=2.16/4> 3.32 (Strength Conversion Factor-NDS Table N1) FHoidown= 2 x 5645 lbf= 11290 lbf (Simpson Strong Tie) Qct=Fholdown*Kf/Cd= 23448 Ibf Qct > QuF O.K. (ASCE 41-13,Eq. 7-37) DCR=0.588 !Use: HDU5-SDS2.5 EA Side I CALCULATION SHEET mia >UB;Ecr Oregon Business Park 1-Bldg 1 DATE: Jun-17 ,OB NO 17-0192 STRUCTURAL EN( NERRS E-W Subdiaphragm Analysis BY: 54E:7: 3,2 E-W Subdiaphragm Analysis Fp max= 574 plf 1= 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)= 12 ft Aspect Ratio(s/d)= 2.083 OK (2.5 max) QuF=(F,max*s/2)/dC1C2 J= 299 plf (ASCE 41-13,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 15/32"Ply w/10d @ 6/6/12(2x) Nominal Unit Shear Capacity(v)= 580 plf (NDS Table 4.2A) Cd= 1 (Duration Factor) Qa=v/Cd= 580 pIf IUse: 12 ft ong x 25 ft wide subdiaphragm !' Qa > Quf O.K. DCR= 0.516 Continuity Tie Q„f=Fp max xs= 14355 lbf Continuity Tie Force Holdown (Member t): 1-€DU5-SOS2.5(3") Number of Holdowns: 2 Cd= 1.6 (Duraton Factor) c0= 0.65 (NDS Table N2) Kf=2.16/4) 3.32 (Strength Conversion Factor-NDSTable Ni) Fuoldown.= 2 x 5645 lbf= 11290 lbf (Simpson Strong Tie) Qa=Fwd.*Ki/Cd= 23448 lbf Qa > QUp O.K. (ASCE 41-13,Eq. 7-37) DCR=0.612 MUse: HDUS-SDS2.5 EA Side CALCULATION SHEET Mi 1111/ '?;E%: Oregon.Business Park 1-Bldg 1 ,.;E..,. Jun-17 106 No: _ 17-0192 3TRUCY;JRA€..ENGINES S Pilaster Anchorae g 8Y; S SET: 4.1 Pilaster Anchorage Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwau= 5.5 in Appaster= 1.3333333 ft2 a 4 W 0= 150 pcf hpp„t,r= 21.5 ft r ft2 kb= 178 Wpnaster= 2150 lbf � �� � 1 j ”Wp(Wwel+Wpltaster = 14388 Ibf ' , Lr= 394 ft (Minimum Diaphragm Length) ,,,.; 1 k,=1+Lf/100= 4.94 (ASCE 41-13,Eq.7-11) use k,= 2 (ka max=2) Wall Elevation(A„i,)? z,=ham 24 ft (Height of Anchorage) kh=1/3(1+2*(zdhn))= 1 (ASCE 41-13,Eq.7-12) ' BSE-IE hazard level(life Safety) Sp„= 0.46 g (See Attached USGS Report) 16 X= 1.30 (ASCE 41-13,Tb17-2) -it 1r Fp=0.4 Sps kekh X Wp= 6823 lbf (ASCE 41-13,lg.7-9) s - Fp.min=0.2 k,X Wp= 7482 lbf (ASCE 41-13,Eq.7-10) $^ 7 13SE-2E hazard level(Collapse Prevention) 6 Sp,= 0.87 g (See Attached USGS Report) fr : 5.5 X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 Sps k,kh X Wp= 10014 lbf (ASCE 41-13,Eq.7-9) Plan View(Pilaster), Fp,min=0.2 ka X Wp= 5755 lbf (ASCE 41-13,Eq.7-10) Fp max= 10014 lbf J= 1 (ASCE 41-13,Section 7.5.2.1.2) CiC2= 1 (ASCE 41-13,Tbl 7-3) Quv=(Fp max)/C1C2 J= 10014 Ibf (ASCE 41-13,Eq.7-35) /I ( O X` 4 S1r� , (51, 0,tts 5-" Ny f).(f3cok);-)62-) - 3 ktih- L t, ,Z5-) flit, 6-u ,...4- , sr,4/,,,,z,,,....4- tok. /003 it3 L.A) i ) i , ` ,12 2- C S.1 .R \\(3\ ,-- 31 sm./3 "Sho r V (-- ...,- . z r I MiCALCULATION SHEET Y s.as r.11 Oregon Business Park 1-Bldg 1 oFTE: Jun-17. _,c:.40, 17-0192 TTRucTURM. ENGENEEKS Pilaster Anchorage..... @v: 5,kEET: 4.2 Pilaster Anchorage ' *, . h�, -A. Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 I 1'54'4 Check Thru Bolt to Existing Wall: .r u� _F Quf= 10014 Ibf t bh.r ; Arr =(onr*1.5h,r)(2 x 1:5h.r) Check Concrete Bre.k.ut r-n:th (ACI 318 Sec.17.4.2.1) It c,,<1.5h.r her= 5.5 in (embedement depth=wall thickness) f'c= 2500 psi (existing concrete strength) ----..m.,...1 110."4 as c1 kc= 17 (ACI 318 Sec.17.4.2.2a) )`a= 1 (ACI 318 Sec.17.2.6) 1 - Nb=kc},(\rc)*(hef''S)= 10964 lbf (ACI 318 Sec.17.4.2.2a) g ANco=9*hef2= 272.25 int -t,.s ;miiiiir X4 #of Bolts/Conn= 1 4 of Connections(n)= 2 AN,=(c.1+s1+1.5h.,)(2 x 1,5h,1) Beam Width= 6.75 int if col<1.5h.,and si<3h.r Holdown Cl.= 1.25 in S3= NA Cal min= 6 in (minimum side edge distance) Caz min= 8.25 in (minimum top edge distance) ANc= 235.13 in2 'Y.c N= 1.00 (ACI 318 Sec.17.4,2.4) N "li `} :.sho ;y.a,N= 0.92 (ACI 31$Sec.17.4,2.5a,b) ....1. .�I Pc.N= 1.00 (ACI 318 Sec.17.4.2.6) `L'c,,N= 1.00 (ACI 318 Sec.17.4.2.7a,b) jirr e .sy. Ncbg=(ANe/ANco)')'ec.+u'Eea,N Tc,N'co.N Nb= 8694 lbf Soct.nn thmu9h7tW ore cone S= 1.0 Qcr per anchor=4.Ncbg= 8694.1 Ibf per anchor t=a, .. Qcc per connection=4Ncbg*n= 17388 lbf per connection (act < QUf O.K. } DCR= 0.58 1:5he f s' � f }€ —t5h., 1:111'1_, Plan Ark. {2-.:.1:5h,r}x(2.1.517:r)=9h.r2