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Specifications (50)
)6u )--0/)--002-Of STRUCTURAL CALCULATIONS for Voluntary Seismic Strengthening Oregon Business Park 1 -Bldg 5 16416-16444 SW 72nd Avenue Tigard, Oregon for Pacific Realty Associates, LP 15350 SW Sequoia Parkway, Sutie 300 Portland, Oregon 97224 by MHP, Inc. Structural Engineers t ; y Long Beach, CaliforniaPgo1 ;.48PE June 26, 2017 Air /`/ II MHP JN: 17-0192-00 1� 4,4. *A7- 14. mow'' `*,y D O EXPIRATION DATE 12-31-18 mi STRUCTURAL ENGINEERS • CALCULATION SHEET 18 suejcT: Voluntary Seismic Strengthening GATE Jun 17 boa No: 17-0192 STRUCTURAL ENGINEERS Oregon Business Park 1 -Bldg 5 BY; SHEET. Table of Contents Section Pacje No. 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 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 --M--- --------_ -------------- 3.2 Pilaster Anchorage 4.1 -4.2 s CALCULATION SHEET a SUBJECT Voluntary Seismic Strengthening DATE Jun-17 JOB NONH 17-0192 STEUCTUBAL ENGINEERS Oregon Business Park 61d _ Scope ...__ _.. g _....... iXY;... 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] b/LbiZlii/ uesign maps summary Keport t,� Design Maps Summary Report .User-Specified Input Building Code Reference Document ASCE 4143 Retrofit Standard, BSE-1E (which utilizes USGS hazard data available in 2008) Site Coordinates 45.40165°N, 122.74869°W Site Soil Classification Site Class D - "Stiff Soil" F r 2 41tp ,F ti Lere;:ferMiiieViiiirteliite;.' 41:40.145%. go ..,z.i.,:,.::::-':::, AW,:ri:.:;'1,-,,i0::-.:;,-.,:::=NA:ip,r,',11::,.4--:;::;..ivfx;tallir T r. 3 iitilitill;P'MktiZlije:Z:':'-lifit*ttf,: iii i,;474,71kilk-:itirlif '.'...,:,.:!:.:4PL!:;*t*,ji,;::?;i'7*jritljj0*':101jr:!,o*-**:**,-,, USGS-Provided Output Ss,zo/so 0.291 g SXS,BSE-lE 0.456 g S1,20/50 0.109 g SXI,BSE-1E 0.258 g HonzontalSpeetrum %t' r4nSpectrum amu, 040 0-23 P. 024. 01 ul 023 f 40 2143 r a25 a'.2 CLUE 1.(150214. en a, �: 3i r i a. „NJ 712 a 3 M1 t # f r t l rad,T(sem) Pert,*1'(sec) 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.usgs.gov/cn2/designmaps/us/summary.php?template=minimal&latitude=45.401647&longitude=-122.748686&siteclass=3&riskcategory=-1&ed.., 1/1 , uesign maps summary eport brterztri r USGS Design Maps Summary Report /3 -User-Specified Input Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE -2E (which utilizes USGS hazard data available n 2008) Site Coordinates 45.40165°N, 122.74869°W Site Soil Classification Site Class D - "Stiff Soil.., ,.... ,,,,-..i:' ...... .,..., .,,,4, t,i‘:.,,,-.,i7:----,-i:,K:f.--,,,:,-'‘. --,'Air,,,I.F. ,,,, ''''''* '- - i:, -',', -':',--,A,t•:':Atiir'"f-, ,,,A „,,,,"7 '',', ,';, ,,,,f, :„: 1V,, -,,Yt- 1*4i,k*fx---*z4',- Jr:04 ,ri... ,;:,:- ,billitiotAti,,..if,.....j,..-„r. '',,,,•;: ,,,,, ::7,' ,.:-., -,Z, 1--- ,„: -;,,,".',4,-,.::„I -iiit-,,,,, if .; -:: -F,`. '.11i..:. -:;.*:Alia.' 1,3,f-,4'.A:4110, .;---triti..,;:-.'e.,:.e• ,ati0.4 .7iiivistitioalr 11,1- e r !!\:::..t.A-, i4iiii:,:31rit::‘,--I',''',": ,iji.- -jj"'..i.?"-'•i'aftel6)iids'ifIltli---'ili . ... . .„._ .... -4tAbookk.. -- ..,.. ...„,...„„..., ,.. ...,,, ..,._'1117.0g14. tr:2:.:470%'•411.-Atill(03C1011r."".::.."'?;'4!.;'-1 P';,-)igi,,,t,.kei:iiei.,.„e,...0..ssa, :.',',0,.--,-4--,--,.,;:nifiliontiMpoftit AiliViii,--, ....... ............„,....,..,........., . rlapk..%...:,.;.11gor4tig:...;.-rk... ;:,•:::,::::: atif-y,:lw.flor,-s50.44,:t?,,A,:...:,.:',-?..--,74:7,-----i-..::,„,., ,,..-,-.--lp,-;',. •X-.--46;,..lioe,-t-ti.... ,, „i,-„,,- ;.;.,..4.,,..,g,-A, .40gAorp--,•,,,..y,t..,:i., otg..,:i ...,itli,44,„...-.-.L.z.„..mml:64.0g..."--x......,,-,,.-..?..;-tv.,,kit,,,..!,ii,,,,,-%.0-,4,... .1-„Ail,-4,it -',..a:‘,--,1*.-.,..obt-4,--,-.,,,..':.,,,,.-...,.4Y,,,Ac......:'...0:,%.,,,,,,,,,, wc:. .:::',:t blA,•-,Ai:.-.1,1:Iiiigi,,:,,............ ... ., ........„ ... ..,....r.,..... ........:.:.:.,. . .., „. USGS-Provided Output SE,5150 0.703 g SXS,BSE-2E 0.870 g S1,5150 0.306 g Sxi,B5E-2E 0.547 g Verr tticc4 Spilictrium Horizon td Spectrum .2,91 a..93 ,".1 .,,.. aai d..72 Q 0. aki3 ,o a.......4 c a.4.5 co i a...16 .-...,.i. a..27 0 2 am '- •-4' ZOT, a=31. . ,,' '`-, :Z) -H•i ''''!'"' '-' a.0.1 ,-, ,. , ''“ }44 •!''',A 1.al :'1; Petripie„r Pt=n•na.T( ) ...., .... „.. , „,„ . , ... Although this informaton is a product of the U.S.Geological Survey,we provide no warranty,expressed . or implied,as to the accuracy of the data contained there'fr,TrUs tool is not a substitute for technical sobjec: -natter knowledg -, https://earthquake.usgs.gov/cnl/designmaps/usisummary.php?template--rminimal&latitude=45.401647&lonaitude=-122.748686&siteclass=3&riskcategory=-1&ed... 1/1 MI r sua3£,: Oregon Business Park 1 Bldg 5 DATE Jun-17 caroCALCULATION SHEET 17-0192 STRUCTURAL ENGINEERS Wall Anchorage N-S gv. SHEET- 2.1 Walt Anchorage N-S Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwao= 5.5 in wwail= 150 pcf htrib= 12 ft Wp= 825 plf ha= 0 ft Lr= 100 ft (Minimum Diaphragm Length) ka=1+14100= 2 (ASCE 41-13,Eq.7-11) T use ka= 2 (ka max=2) Fp,roof Za= 24 ft (Height of Anchorage) kh=1/3(1+2*(za/hr))= 1 (ASCE 41-13,Eq.7-12) 8SE-16 hazard level(Life Safety] Sxs= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) ha= 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) 85E-2E hazard level(Collapse Prevention) Sxs= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 5D5 kakh X Wp= 574 psf (ASCE 41-13,Eq.7-9) Fp,min=-0.2 ka X Wp= 330 psf (ASCE 41-13,Eq.7-10) Tr 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*5)/C1C21= 2297 lbf (ASCE 41-13,Eq.7-35) Holdown (Member#): HDU2-SDS2.5(3") Number of Hofdowns: 2 Cd= 1.6 (Duraton Factor) (1)= 0.65 (NDS Table N2) Kf=2.16/4) 3.32 (Strength Conversion Factor-NDS Table N1) FHoidown= 2 x 3075 ibf= 6150 lbf (Simpson Strong Tie) Qci=Fholdown*Kt/Cd= 12773 lbf Q« > QuF O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.18 (Demand Capactiy Ratio) Use: HDU2-SDS2.5 EA Side at 8 ft O.C. 4 4 Anchor Embedment: 1= 1 QUF=(Fp max*s)/C1C2 J= 4594 lbf of= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength (Nsa)= 16385 lbf (Profis) Min Embedment= 4 in (Profis) Bond Strength(Nag)= 10128 lbf <---Governs (Profis) Breakout Strength(Ncbg)= 10271 lbf (Profis) Qct > QUF O.K. Use: 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.45 Min Embedment 4" (See attached Profis Calcualtion for Threaded Rod in Concrete) II1" www.hilti.us Profis Anchor 2.7.3 � Company: __ .�. . .: ._. Page: 1 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 6/26/2017 E-Mail: Specifiers comments: Ft) . M_ . - ; ..._.._..._ 1 Input data *dart 10,4101ioq Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 t„ N ..embedment depth: hec,„t=4.000 In.(het)u,,{n=-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: ea=0.000 in.(no stand-off);t=0.500 in. Anchor plate: lx 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 fin.]&Loading[lb,In.lb] , Z I { 1 1. 1 tt tr P a c ' ~ - 14_ * *-------7 ') q r . ! , 30 4 tet* _ x nput data and results must be checked to agreement w!{'r,{tie axf$(!ng aonott{ons and`o'p:a.s'Glt ty` PROFIS Anchor(c)2003-2009 Hee AG,FL 9494 Schaan Hi ti is a rag stared Trademark of"ilii AG,Schaar ' . 1041 111116111.1111 www.hilti.us Profis Anchor 2.7.3 .__..._ Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: IDate: 6126/2017 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads . .'2 Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y,,- 1 _._ __;._2297 ...._. 0 ._..-.. 2 2297 0 0 0 4 .-. r. max.concrete compressive strain: -[%e] Tension max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 4594[lb] resulting compression force in(x/y)=(0.000/0.000):0[Ib] i 3 Tension load Load N.„[Ib] Capacity+1+4Utilization„[Ib] ss z..NrJ+N,� Status Steel Strength" _..,- ..._r.. 2297 - _, —106 0 ,:..... :__ .... . Bond Strength** 4594 6583 70 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** 4594 6676 69 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nse =ESR value refer to ICC-ES ESR-3814 jt Nsa Z Nu9 ACI 318-14 Table 17.3.1.1 Variables A,,e0,ra jin 21 f� IPSO .23' 72500 Calculations Nsa[Ib] 16385 Results Nr�[ib] Nie[lb] N b 1638 0- 10650 ___ 27. tnpat data old results must be checked for agreement vole.the exis.lg ca don5 and for pla,sthe3:y! PROF€S Anchor(c)2003-2009 Re AG,FL-9494 Schaaf) H its. s a registered Trademark o'Hail AG,Schaal • 1111.11111.411111111 www.hilti.us Profis Anchor 2.7.3 Company: Page: 3 Specifier: Project: Address: Sub-Project i Pos.No. Phone I Fax: ] Date: • 6/26/2017 E-Mail: 3.2 Bond Strength (14÷:""") / Nag =!A )1 W ect.Ne W ec2,Na W ed,Ne iV cp,Na Nba ACI 318-14 Eq.(17.4.5.1.b) 4, N89 z 1\1,„a ACI 318-14 Table 17.3.1.1 ANa =see AC1 318-14,Section 17.4.5.1,Fig,R 17.4.5.1(b) AN00 _(2 eNa)? ACI 318-14 Eq.(17.4.5.1c) ctta: =10 d8T uiur 1•!04 ACI 318-14 Eq.(17.4.5.1d) 1 \ W ec,Na= (..1 + en 1 5 1.0 ACI 318-14 Eq.(17.4.5.3) W ed,Ne=0.7+0.3(--="-!1)5 1.0 ACI 318-14 Eq.(17.4.5.4b) Cio W cp,Na=MAX !!lea 9Na G +c }s 1.0 ACI 318-14 Eq.(17.4.5.5b) uc ac Nba =Xa'Tk,c's-Ida•her AC!318-14 Eq.(17.4.5.2) Variables T k,c.urxr[Psi] da[in.] ... her[in.] carn r[in __-... ...,.,.._ ,,....._ _,,.._.....,.._.._.._�__ _...- ... ...] t,...,.,a k,c[Psi] 2210 0.625 ;IN[in.) eat;fin] fin.] " W 0,000 0.000 8.:739-.._ -.-'tW(bd- .........- Calculations ---m- cNa[in.] Aan[in 2] ANa0[in.2] 4)sa Na 881g 352,14 _ _ _317.09 - —irg – -_—_.,_. W_ec1,Na .. tll ec2Na w,,,Na Nb,[lb] 1.©0 1.000 1.000 9896 Results _:_. Nn fib) . , x ala u,,[Ibl, Nia,a fib] 1,0123, 0 0 _...a_.._ 6583 --- -5§4-- - 3.3 Concrete Breakout Strength Aut Nth, =(A7:',10.)V,/ec.N'V ed,N W c.N W cp.N Nb ACI 318-14 Eq.(17.4.2.1b) $ Nog Z NuaACI 318-14 Table 17.3.1.1 AN, see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) AN0 =9 her ACI 318-14 Eq.(17.4.2.1c) 1 W ec,N 1 2 eab 5 1.0 ACI 318-14 Eq.(17.4.2,4) 3 h; W ed.Nar =0.7+0.3 ( "bei)5 1.0 AC!318-14 Eq.(17.4.2.5b) ty cp,N =MAX( Ca -5 1 b!/)5 1.0 ACI 318-14 Eq.(17.4.2.7b) ac a, Nb =kc X a'4it:hei ACI 318-14 Eq.(17.4.2.2a) Variables her[in.] eca N[in.! ec2,N[in.] [in.] 4.000...... 0.000 0.000 6.000 .,.__..._ ,1 00 __ 000..----_m cac[in.] kc 1�,, f;,[psi] 8.731 17 1.000 2500 Calculations Nc m.? N.cc A fin 2[ A [ 2' Y exs,ra W. *4Ay., r;N- m - .`4t_v�€ Ne[lb] 217.50... 144.00 1.000 1:000 . .. 1.000 1000 6800 Results _N*,i[lbl ft ar•iuira _ a N t:[lb]. Nu,[lb] 1027102850 6676 4504 rp4,data and resu:!5 most be checked for agreement watt the e;<-Stiny+rpnt)Itl•3(aS end for p ausbFl ty' PROFIS Anchor(c)2003-2009 H rla AG,FL-9494 Schee-, Nltti Ss a registered Trademark c'hill!AG,Schaan • CAMiLCULATION SHEET uz.r: Oregon Business Park 1-Bldg 5 Dare Jun-17 a c: 17-0192 STRUCTURAL ENGINEERS Wail Anchorage E-W et`; yy� 2.5 Wall Anchorage E-W Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwar= 5.5 in w.war= 150 pcf' 4. 12 ft Wp= 825 plf hp= 0 ft = 296 ft (Minimum Diaphragm Length) k,=1+Lf/100= 3.96 (ASCE 41-13,Eq.7-11) use k,= 2 (k,max=2) Fp,roor za= 24 ft (Height of Anchorage) kh=1/3(1+2*(z,/hn))= i (ASCE 41-13,Eq.7-12) BSE-1E hazard-level((_ffe;Safety) Sx,= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) hn= 24 ft F➢=0.4 Soy k,k5 X Wp= 391 psf (ASCE 41-13,Eq.7-9) Fp,„,;„=0.2 k,X Wp= 429 psf (ASCE 41-13,Eq.7-10) BSE-2E hazard level(Collapse Prevention) Sxs= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 Sb5 k,k5 X Wp= 574 psf (ASCE 41-13,Eq.7-9) Fp,m;n=0.2 k,X Wp= 330 psf (ASCE 41-13,Eq.7-10) Fp mx= 574 plf 1= 2 (ASCE 41-13,Section 7.5.2.1.2) CiC2= 1 (ASCE 41-13,Tbl 7-3) Anchor spacing(s)= 6 ft QUF=(Fp max*s)/C5C2 J= 1723 lbf (ASCE 41-13,Eq.7-35) Holdown (Membert): HDU5-5D52.5(3") Number of Holdowns: Cd= 1,6 (Duraton Factor) di)= 0.65 (NDS Table N2) Kf=2.16/4. 3.32 (Strength Conversion Factor-NDS Table N1) Fffo(down= 1 x 5645 lbf= 5645 lbf (Simpson Strong Tie) QCL=Fho;down*Kt/Cd= 11724 lbf Qci > QUF O.K. (ASCE.41-13,Eq. 7-37) DCR= 0.15 (Demand Capactiy Ratio) Use: HDU5-SDS2.5 at 6 ft O.C. Anchor Embedment: 1= 1 QUF=(Fa max*t)/C5C21= 3445.2 lbf 43= I (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 lbf (Profit) Min Embedment= 4 in (Profit) Bond Strength(Nag)= 7517 lbf (Profit) Breakout Strength(Ncbg)= 6800 lbf <---Qcl (Profit) Qa > QUF O.K. 5/8"Dia.with HIT-RE 500 V3 EpoxyR Use: / DC = 0.51 Min Embedment 4" (See attached Profit Calcualtion for Threaded Rod in Concrete) iri www.hilti.us Profis Anchor 2.7.3 42 to Company: . _ .. Specifier: Page: Project: Address: Sub-Project I Pos.No.: Phone 1 Fax: Date: 6/26/2017 E-Mali: Specifier's comments: 1 Input data 014114 I in art Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 , Effective embedment depth: herect=4.000 in.(h,r.ntnn=-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: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,f:=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 ` t>a` tXt y9 � -r g .41 e T � Y U "ate •>,. .. 134 • Input(tato told resuit5 mu tot doinke t for orytoortemt with the existing conditions and for plttusit t tty —...... ........—_._ PROF1S Ani for(c).51123 Z[SDSJ High ttt.,FL=54 v 4 Schap, t,lll rz d tr„rtiittrtrod Trod'ernaik st Hitt.AO.Scnaa, . 1114111611111111111 1,:1 www.hilti.us Profis Anchor 2.7.3 Company: Page:—m .. 2 Specifier: Project: Address: Sub-Project I Pos.No: Phone I Fax: ! Date: 6/26/2017 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions fib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 3445 -._..__..�_, 0 �._._�_. 0 max.concrete compressive strain: -[lp e8] max.concrete compressive stress: -[psi] resulting tension force in(xiy)=(0.000/0.000): 0[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] 3 Tension load Load Noa[lb] Capacity$N„[ib) Utilization N=N„„t+N5 Status 344.E 0650 . _.._ Bond Strength`” 3445 4886 71 OK Sustained Tension Load Bond Strength" N/A N/A N/A N/A Concrete Breakout Strength** 3445 4420 78 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nea =ESR value refer to ICC-ES ESR-3814 Nae z NUB ACI 318-14 Table 17.3.1.1 Variables Aee.N[tn.2] fula[Psi] 0.23 72500 Calculations N80[Ib] 16385`.. Results mt +[ c [ib]:. N [lb] 16385 0 1065O 3445 Input data and re$.dla may be checked for-agreement with the east ng coed trans and fce.piausibtltty' PRCFIS Anchor(c)2033-2009 Hitt:AG,FL-9494 Schaan Hiiti rs a registered Trademark of HrIti AG.Schaal- • 10011111167114. www.hilti.us Profis Anchor 2.7.3 Company: Page: 3 Specifier: Project: Address: Sub-Project I Poe.No.; Phone I Fax: i Date: 6/26/2017 E-Mail: 3.2 Bond Strength (A` V ed,Na W Naco. Nb- Atoll ACI 318-14 Eq.(17.4.5.1a) 4 Na >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) ANa2 =(2 CNa)i ACI 318-14 Eq.(17.4.5.1c) CNa =10 da ,r u€ser 1100 ACI 318-14 Eq.(17.4.5.1d) (, + V ec,Na eN)5 1.0 ACI 318-14 Eq.(17.4.5.3) CNa l W ed,Na=0.7+0.3(-1,---)5 1.0 ACI 318-14 Eq.(17.4.5.4b) =MAX E:'•iertt CNa W cp.Na 1.0 ACI 318-14 Eq.(17.4.5.5b) bac"',Cac Nea =i,a'r k.c'r<'da'het ACI 318-14 Eq.(17.4.5.2) Variables r a c u,er[psi) da[in] h3 [in.1 c 3fin.]: .._'._xd[psi] 2210 0.625 4.000 6.00tt' _ eco N[in.] ecz N[in.] cac[in.] 0.000 0.000 ._..._ 8.7311.000 _._ Calculations 0Nain.] AN a[in.2] ANao[in.2] 410.901‘17 ed.Na 8.819 261,37 311.09 0.904 V"r t,rtaktr a rty V b hfa.;. Nba[ib] 1000. 1.000 -10[70 _ m,_ Results Na[ib] son 4 Na[Ib] Nua[lb] 7517_ {)4 4886 3445 3.3 Concrete Breakout Strength Atia Nc5 = ;K; l V ed,N iV c,N iV cp.N Nb ACI 318-14 Eq.(17,4.2.1a) 4 No Z Nua ACI 318-14 Table 17.3.1.1 ANo see ACt 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) ANc0 =9 h2ar ACJ 318-14 Eq.(17.4.2.1c) 1 Wcoo. = ),+2esd)51.0 ACI 318-14 Eq.(17.4.2.4) Shea tV { ed.N =0.7+0.3 (q1min .5 1.0 5har) ACI 318-14 Eq.(17.4.2.5b) W cp.N =MAX tx,rrin 1.5h,.r <1.0 { c ' G >— ACI 318-14 Eq.(17.4.2.7b) Nb =kc;X„1f heirs ACI 318-14 Eq.(17.4.2.2a) Variables h,[in.] eo,N fin.) et.2t4 fin) 0a e[in-] _:..— N 4.000 0.000 0.000 6.000 1.000 e [tn.] kc. x,. fu st1 c[p 8,731 17 1.000 200 Calculations AN;[0,1 A,,k,[n.2] Ni N ib) 144.00 144.00 1.000 1.000_ _- 1.000 1'000 ..._ 4fs [800 Results Nob[Ib] , 4 rode r, No[lb] ....___._ Na,[lb] 6800 l0 4420 3445 Input data and results must he checked for agreement with the_x sb^g conditions arni or pails:busty! PROFNS Anchor(c)2003-2009 Hilt.AG,FL-9494 Gondar. 0.fi is a registered Trademark of HiltAG.Sehaan CALCULATION SHEET iwia SUBJECT: Oregon Business Park 1-Bldg 5 DATE: Jun-17 JOB NO: 17-0192 STRUCTURAL ENGINEERS N-S Subdiaphragm Analysis BY SHEET: 3.1 N-S Subdiaphragm Analysis Fp o,,,= 574 plf J= 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)= 24.5 ft Aspect Ratio(s/d)= 0.98 OK (2.5 max) Qui,=(F,"„%•s/2)/dC1C2 J= 141 plf (ASCE 41-13,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 19/32"Ply w/10d @ 4/6/12(2x) Nominal Unit Shear Capacity(v)= 850 plf (NDS Table 4.2A) Cd= 1 (Duration Factor) OCL=v/Cd= 850 plf lUse: 24.5 ft long x 24 ft wide subdiaphragm 1 CCL > QuF O.K. DCR= 0.165 Continuity Tie Q"r=F5 max x s= 13781 lbf Continuity Tie Force Holdown (Member t): HDU5-SDS2.5(3") Number of Holdowns: 2 Cd= 1.6 (Duraton Factor) 0.65 (NDS Table N2) Kf=2.16/4) 3.32 (Strength Conversion Factor-NDS Table N1) FH.down= 2 x 5645 lbf= 11290 lbf (Simpson Strong Tie) OCE=FRoidown`Kr/Cd= 23448 lbf QCE > QuF O.K. (ASCE 41-13,Eq. 7-37) DCR=0.588 tUse: HDU5-5D52.5 EA Side I i . prod4 1 Si r t • • CALCULATION SHEET ® SUBJECT Oregon Business Park 1-Bldg 5 DATE Jun-17 Joe NO 17-0192 STRUCTURAL ENGINEERS E-W Subdiaphragm Analysis BY SHEET: 3.2 E-W Subdiaphragm Analysis Fp max= 574 plf J= 2 (ASCE 41-13,Section 7.5.2.1.2) C1C2= 1 (ASCE 41-13,Tbl 7-3) Continuity Tie Spacing(s)= 24.5 ft Subdiaphragm Depth(d)= 12 ft Aspect Ratio(s/d)= 2.042 OK (2.5 max) QUF=(Fp max.'s/2)/dCiC2 3= 293 plf (ASCE 41-13,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 19/32"Ply w/10d @ 4/6/12(2x) Nominal Unit Shear Capacity(v)= 850 plf {NDS Table 4.2A) Cd= 1 {Duration Factor) QcL=v/Cd= 850 plf 'Use: 12 ft long x 24.5 ft wide subdiaphragm 1 Qct > QuF O.K. DCR= 0.345 Continuity Tie Quf=Fp md,x s= 14068 lbf Continuity Tie Force Holdown (Member t): HOUS-SDS2.5(3") Number of Holdowns: 2 Cd= 1.6 (Duraton Factor) 4)= 0.65 (NDS Table N2) Kf=2.16/4) 3.32 {Strength Conversion Factor-NDS Table N1) FHoldown= 2 x 5645 Ibf= 11290 lbf (Simpson Strong Tie) QCL=Fhodown* Kf/Cd= 23448 lbf Oa > QuF O.K. (ASCE 41-13,Eq. 7-37) DCR=0.6 !Use: HDUS-SDS2.5 EA Side I t' A w / f - / 21 o CALCULATION SHEET Mal ill' sue;e - Oregon Business Park 1-Blda5 OKI: Jun-17 ,o8No: 17-0192 STRUCTURAL ENG NUM Pilaster Anchorage BY .°»rT4#i 4.1 Pilaster Anchorage Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwatl= 5.5 in Apliaste,.= 1.3333333 ft2 Wwan= 150 pcf hp,ixtsr= 21.5 ft Atdb= 153 ft2 Wpilaatet= 2150 lbf 4 Wp(Wwai+Wpllaste,)= 12669 lbf 4= 296 ft (Minimum Diaphragm Length) -. k,=1+L,/100= 3.96 (ASCE 41-13,Eq.7-11) use k,= 2 (k,max=2) Wall Elevation(A„,," z,=hn 24 ft (Height of Anchorage) kh=1/3(1+2*(2,/h„))= 1 (ASCE 41-13,Eq.7-12) SSE-1E hazard level(Life Safety}, S,s= 0.46 g (See Attached USGS Report) 16 X= 1.30 (ASCE 41-13,Tbl 7-2) Fp=0.4 Sos kakh X Wp= 6008 Ibf (ASCE 41-13,Eq.7-9) Fp,min=0.2 k,X Wp= 6588 lbf (ASCE 41-13,Eq.7-10) -T. i F7 ESE-2E hazard(eve)(Collapse Prevention'. ,,, 1 5.5 S„= 0.87 g (See Attached USGS Report) .: X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 Son k,kh X Wp= 8817 Ibf (ASCE 41-13,Eq.7-9) Plan View(Pilaster); Fp,min=0.2 k,X Wp= 5068 lbf (ASCE 41-13,Eq.7-10) Fp ma,= 8817 Ibf J= 1 (ASCE 41-13,Section 7.5.2.1.2) C1C2= 1 (ASCE 41-13,Tbl 7-3) Qur=(Fp maz)/C-c2.i= 8817 lbf (ASCE 41-13,Eq.7-35) 1- ' 4't W. $ " ,> *1 _ 0.c_t_..:::- (31'— 0, bt 7,1-P)( A P)(36.54-,5 i 17---2:\, - .-.2_, , y./.4 C O. 2 ). (--- - ' ) /f P --,,-, ,-, , -0/4, , 4- 1 c 1 3:54,-) / 3 1 Mi ■ CALCULATION SHEET 2 sAa;Ecr; Oregon Business Park 1-Bldg 5 DATE: .Uf-17 10847: 17-0192.. sTRuCTURAL ENGINEERS Pilaster Anchorage g SgEET: 4.2 Pilaster Anchorage ;„„,„.i.,,,,,,-., { Au, Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 tsite Check Thru Bolt to Existing Wall: L QuF= 8817 Ibf 1.514 AN<=(a„e,+1.5h*,)(2 x 1.5h.r) Check Concrete Breakout Strength (ACI 318 Sec.17.4.2.1) it a„<1.5no he= 5.5 in (embedement depth=wall thickness) Cc= 2500 psi (existing concrete strength) „,R k� 1 5h k<= 17 (ACI 318 Sec.17.4.2.2a) , + 2t.= 1 (ACI 318 Sec.17.2.6) 1,51 Nb=k<1,.,(vf'c)*(hen15)= 10964 lbf (ACI 318 Sec.17.4.2.2a) a ANCO=9*h0'1= 272.25 int 1.5th, r 2,',.I ryas I -_ e : #of Bolts/Conn= 1 r Fu ._ _„ #of Connections(n)= 2 .14,*.(e,1+GI+t5/4,)(2 x 1.5hd) Beam Width= 6.75 int if tt a<1.5h,f and sy<Shu Holdown CL= 1.25 in si= NA Cal min= 6 in (minimum side edge distance) Caz mm= 8.25 in (minimum top edge distance) ANc= 235.13 in2 `(`.<,N= 1.00 (ACI 318 Sec.17.4.2.4) N T.;th,;, 1 h.r 41.d,N= 0.92 (ACI 318 Sec.17.4.2.5a,b) _'"'"" ')'aw= 1.00 (ACI 318 Sec.17.4.2.6) `f'<p,N= 1.00 (ACI 318 Sec.17.4.2.7a,b) Ih., N<bg=(ArsrfANco)''e<,N'P,d,N'('<,N'V<p,N Nb= 8694 Ibf soctkn rhr sx`h figure carte 4)= 1.0 Qct per anchor=+N<b,= 8694.1 Ibf per anchor 15h,E r. Qct per connection=44N<bs*n= 17388 ibf per connection QQ < `uF O.K. DCR= 0.51 1.8h.( 15h, ...9w...,...._ T, '.,,,.,_,::,.�.. Ax.9=(2 x',Sh.,)x(2 x 1.5170)=Shea