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Specifications (10)
54) /91-i/kg ql RECEIVED AUG 3 2017 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS for Voluntary Seismic Strengthening PacTrust Business Center- Bldg. Q 7204 SW Durham Road Tigard, Oregon for Pacific Realty Associates, LP 15350 SW Sequoia Parkway, Suite 300 Portland, Oregon 97224 by MHP, Inc. Structural Engineers skucTuR Long Beach, California yVPRofe,s, GI N '5> 14.? "6'4' 3 • 48PE July 25, 2017 11." / MHP JN: 17-0192-00 o * 72 4 74 0 D EXPIRATION DATE: 12-31-18 MMI STRUCTURAL ENGINEERS CALCULATION SHEET 1711 SUBJECT Voluntary Seismic Strengthening ®ATE; Jul-17 jab NO 17-0192 STRUCTURAL. ENGINEERS PacTrust Business Center-Bldg. Q BY: SHEET, Table of Contents Section Page Na. GENERAL Scope of Work USGS Summary Report(BSE-1E) ------- ------- ------ ----.------ 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 ---- 2,6-2.8 N-S Subdiaphragm Analysis --------- --- --- -----_ ----- 3.1 E-W Subdiaphragm Analysis ---- 3.2 CALCULATION SHEET E,Ha SUBJECT Voluntary Seismic �Strengthening DATE Jul-17 JOB Not 17-0192 STRUCTURAL ENGINEERS PacTrustCenter enter-Bldg. Q 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] (Leo/411( ussign maps summary report M il, es. Design Maps Summary Report ) User-Specified Input , Building Code Reference Document ASCE 41-13 RetazrohfltarSdtadantdaaarvdai,lablein2 BSE-1E (which utilizes USGS008) Site Coordinates 45,39837°N, 122.74995°W Site Soil Classification Site Class D -:`Stiffm.,,.Soil" •"'r7(' \6I° — - eilp II; .z...' ,'- y'i',-.1%;"--c'''-`-'-;',-,iiii,';-..i'i-ots•-i:piti-viar---,„Hitil'i4ti=a-",i' --1,-„i„,,,ii,,'', i--4 too i„'i '' -c„. =.''.',iiiiii',';',, '''''-ii-i------1-... ,,-,,Pr;j 0",-. `..1-"Ali,:.11',,,$',";'1,C,,,,:‘,k A 4..;,' 10 T.'',.....,A,,-,:;t:$!:',-,A.'1.i-----...P::,,,,.,-,:,.;,::;"1'41;:•!", V.1 1.1,111,3itilt::qc,g1,."..,'-:'!'';11,t ,r!..::,-!,iai;!;kr'ia;."'I.::;:irr: :;::-4 Iga, -7,..•:%,.....io,,,,pi, ,,-,'-.F,...-_,,,,,,rz.-,,fic,,,- -.„,,,,„;:',..-------1, ...,,,,,,,.1,,,,,- „,-,,„,1',,,:',4 --- ,...:-_,-' '',-:,_„,,,e.:1_p„te::::. .,,..,“.4 0-,4 ,- , ,..go --4,itdfir.V:Z''',"T:-,',i..t..-:•..,..'h'2-5-',lt: ..'';'Zl-1'f.4,1.*-%,,,,-'',nt,,',,,,r:'-,',.....,'z:',--'i'.'k-qt,.f:- , .,'' ,,,,,,,, - „,,„r._... :,-.,_-,,--A.,,,t.,..,-,,,,,,./.--.,,,,,,,,i,,,-,,,,,r,..,1,,,„,. .,‘,.,,,,.,q-,,,,LP.,„,.*:,7,773:-:;17:0„33,3:34t-1,,,;3'.«'-'1',11113333,33,--3',,3,'7,' 4,33,33:33,1`,',733-333'43,,,,,,,,'324 :::le -__ ..t•- •;,‘3:,,33,3; :*i*,3--„,,fait3,3-333331,33133:N.'.:103,-;-if.,333333:3-33.34,,r ,,K,-4i10-Zil;';';1,333337333,r3,3,-33[[ -3-33*-337- - ,,,,,,,,,,-_,3,0 rf....4,-r,, 41,1:,,,,,,,kitc.:.,,,,,q;,,,,,,,,',,,.;.1...qat.6;l,:"...,1„,rlti..,*•;:t.l.lp...,s,..7„.„Z„tt ,,iiii-i 'WM 34ii,-,3-', --,i;:..-,::,.i:;:-.--,,,,-. ,-0-:-.7_:'-.,:,0e .lir,04.4.,Viiiiiii7''-',)'',-iiii—Tiiaiiii c= =--„, t ':, ,iiiiiiiiiiiv-','ci-iiiiiik`iJi'..,-7-e,70,'"'-'0'.•-,,,i K-e.2?,,P,T,,,V•&.,.,,..!,,r,i,,Itr- '„?':'4 "..-7`,...!V71!". USGS-Provided Output 0.455 g SX5,13SE-1E SS,20150 0.290 g S1,20/50 • 0 109 g 5X1,BSE-1E 0.258 g Vet tiecA S..• trum Hcqucei tat Spec tram ant hum ioga (1.24t aw, +124. a ttl G.lit £1.21 L1 la •-ti'' 4.09 a i ta f al 0.1z ti_733 1,14 u 15 lt.l.t. a so i axis 0.93 V.V. 120 iiiiii '141 w ' , , peeitixt T(see) 'll'lll. rit: !tt' a40 gitg a93 i di i,iiii i-i'' 1 i hi i gl , ' Pefle..,....t 1 fl'tll':=l tool is not a substitute Although this information is a product of the U.S, Geological Sutyey,foiArieteocrhonviicdael soLot warranty, implied, as to the accuracy of the data contained therein.Thisytt't eerx knowledge,ptiessedor https://earthquake.usgs.govionlidesignmaps/usisummary.php?template=minimal&latitude=45.3083658,1ongitude=-122.749953&siteclass=3&riskcatego... 1/1 15 „ z*,z,,, iiesign iviapsr;tummary Keport ilS iwt"1 el**. Design Maps Summary Report User-Specified Input (which utililes USGS hazard O 122.74995°W Building Code Reference Document ASCE 41-13 ,, Retrofit__ Sta..nitdaaarvda,thaBbSieEin-22E008) Site Coordinates Site Soil Classificationzbudortiont:4•::; C:4467...'is7:;:St;1.4iff :ili::: .,',1,,,, ',1•70-41*.=4.-Allte're; t'ai ,0,,-"....,-•4-,---7-4'4;'- --1-i,'' ..,-t,;,..41‘t„,:it,',,,„..,,,-.7,, -77„,,,-7,,,,,..,th,.,77 '' ,k. 7 47'7,'-':-7 44- j.•J:.,..?.-6- '115-1' '1.-, 1(,:.--r-L.41.1°.:11-.T.' 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'.,t!'',t'NFAI:',1,1: -',',.•0',4''„'S',,' rfl!,..„,,,,,,,,,,-i-4,4,*!oft----0,,,..,,,..„,,, *,,,,,..4‘,,,,,=-4,,, ,...,,',-,,-,''';•A'7''',,.1.'7$7,.„2 1,-A,''...,f,--t.T.,,,..,,..77ns.,..!kr,..74,e„,:-_p.,,,7 1,:,' ,. ,,,,, ,,,;d,1,1.---7.,:e.,z,,,,,.,.,,,...,.,,,,,,...4;,,,,2,,,,,,,_-„,i,-,,,,,, ,„.,, .,p.:,,,,,,,1110 3,414.,. e 40:1,-*,J,,,,,#,;'5,L'-f-„ I",..',',A,,,,,11100::,,,.,',,',11 _-,,,,:,,;,.';,P,,i-',-,-.°-f,-•.'"'‘ilftM,,A ig I.L.'1'.l'-,.'flr','-',:ik'4eit-'1*-i ', ta-4,,,t.„,77,7.,,n..,.7i,,,::„....,-.1%,74-77i-.7-,...4 r..c.,71 ',,p,---ir,i1 , .k.,-.1.4.:„•...7,714e#:16,- ':.',-.,,--T;.,....,,;......4.,,,L_2,4,'.11,1,,-,,,, ..-__„:,'eg..,-,--„:7,;kg:4,d:,-_,4,,,,,,,, ,,,,,„,4,';f.,.„-,-,,,,7„,,,,,$-..,,_,1,-_,-4,4„-_„,:,, ,,, oj.;14,,, ,'7,,,;!ev,,,,,V4,-:,..-,t,„_'7,,,,, .';',7,441,,,,im-4,0,'---,, ,q-,-.9-,,,11--.,...,=: 1...., -:',.-6°,•,,'.. .i--ciaim.....,..*..17ttl!,T1,-.1.-'6::,i.•...",,,,UPLAA*--,'1 '''',F, ','',C1--,Fir's':,'Si:A',,V'''i.A.-:'-'''''1,-7--,",''''','-k'gza,,,,,,-'`.. L ',,,i...,,V„,:,"-;;tr:„,,,„,--:K;14,-,- .zr.,46,',I-1,6 , '*1:1411t...4„,,,-,:s130-,11---,,,,t 7,,,,,-,,,,•:-- -.,,,--7.,.,,,,,,,,,,,,p,„,,-„a r,,,,,'Ll,,,' 24.,..r. .i•,-;--,4-a-..-,,,,',-,,;,:,' ' ' ' 1. ----,:a.,..r?...--aae!1,:,r,I, itt ',,,-. 1.-."41.1,i, ' ,A,41;;,'..",4',..,72-',..':^Z.-, '6,,,," 1 ,-,'Li':-Ir.:,',.77.'„,,,•;:,:,..4,17-):'''' ' - -?-'1.='''ti:::::"'''''' ,,,,Ii.k,,,t f;fr;,' t'''',,,,k7f,f47,-,-;i4'',__ -,'''::-si413ctit';'''':ll"'71,7i•.:„„--''--'-'1'''''''''''''- USGS-Provided Output 0.870 g 0.703 Sxs,B sE-2E 9 SS,5/50 306 S1,5150 0. g SX1,BSE-2E 0.547 g 1-to.rizc1tcsi Spec trurn /".;4 Vertic-cA Sp-ectourn ni t ::-- ), (7, ` *IHS ,.. 1, II SIt ,i ''1)' 10111. 1.011 " '1'' Pet'Ft0,I(Neo) - ..,a ua, Pet-...:.d,.I'':st' ) -essed or imp. ion is a product of,tiieltt())(,>sl,15Gre,,o)tlozcl)iscla:ti;sStiltFu'vt71;ov:,'et-QPc,r1-711v,cd:l islaon''27:tr-6-n'').1,:t-Ivii:rxkP'1'owleciqe;implied, as to the Although thistrifo accuracy of the datarr:actontained therein, 111,s https://earthquake.usgs.gov/cni/designmaps/us/summary.php?template=minimal&latitude=45.398365&longitude---122.749953&siteclass=3&riskcatego... 1/1 . . , Nil a sus CALCULATION SHEET Ecr: PacTrust Business Center-Bldg.Q ogre: Jul-17 MB No: 17-0192 STRUCTURAL ENGINEERS Wall Anchorage N-S ay; SHEE'.'. 2.1 Wall Anchorage N-S Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwall= 6.5 in wwall= 150 pcf A hula= 11,75 ft Wp= 955 plf hp= 0 ft Le= 125 ft (Minimum Diaphragm Length) ♦ <4....— ka t,�ka=1+Lf/100= 2.25 (ASCE 41-13,Eq.7-11) use ka= 2 (ka max=2) Fp,,,,of za= 23.5 ft (Height of Anchorage) kh=1/3(1+2*(za/hn))= 1 (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) tin= 23.5 ft Fp=0.4 Sxs kakh X W,= 453 plf (ASCE 41-13,Eq.7-9) Fp,,,;„=0.2 ka X Wp= 496 plf (ASCE 41-13,Eq.7-10) BSE-2E hazard level(Collapse Prevention) 5x,= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 Sxs kakh X Wp= 664 plf (ASCE 41-13,Eq.7-9) Fp,min=0.2 ka X W,= 382 plf (ASCE 41-13,Eq.7-10) Fp max= 664 plf J= 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= 2658 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) FHoldown= 2 x 3075 Ibf= 6150 Ibf (Simpson Strong Tie) Oa=Fwd.,*Kf= 8610 Ibf Oct > Our O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.31 (Demand Capactiy Ratio) Use: H002-SDS2.5 EA Side at 8 ft O.C. Anchor Embedment: J= 1 QUF=(Fp max*S)/C1C2 J= 5316 Ibf (1)= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 lbf (Profis) Min Embedment= 5 in (Profis) Bond Strength(Nag)= 12127 lbf (Profis) Breakout Strength(Ncbg)= 10787 lbf <---Qcl (Profis) Qa > CQUF O.K. Use' 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.49 Min Embedment 5" (See attached Profis Calcualtion for Threaded Rod in Concrete) 1411:111911 www.hliti.us Anchor 2.7.3 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone t Fax: Date: 7/25/2017 E-Mail: Specifier's comments: 1 Input data @� Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 Effective embedment depth: h04,act=5.000 in.(Norm=-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);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,fb'=2500 psi;h=6.500 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] { Y { { i IA 1..,:t , { { 3 1 Cb I 0 ittp F 06 rtr4 t,,,,,..--^ Al...-m''` a -tri 7 1 - x .. -rte u Px_--.--- � f� J �' i Vii -,:,,,,,*,:,,,,r,, ,,,,,,7., � r >r, s , ih �, ,r gg 1 .i" i 6 6 " " ' dam,, .i , Bi . t t Input dela and results must se checked for agreement with the existing conditions and for pisusibd(tyt PROFIS Anchor(c)2003-2009.-hS AG,FL-9494 Schoen Hilt is a registered Trademark of Hilli AG,Schaan 1111141111161711.11 ' www.hllti.us Profis Anchor 2.7.3 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No,: Phone I Fax: I Date: 7/25/2017 E-Mail: 2 Load case/Resulting anchor forces ,Y Load case:Design loads Anchor reactions[Ib] �w 2 Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y , 1. _e ,m 2658 0 0 0 2 2658 0 0 0 Te sign ---r-_-- x max,concrete compressive strain: -[So] max.concrete compressive stress: -[psi] i resulting tension force in(x/y)=(0.000/0.000): 5316 Pb) I resulting compression force in(x/y)=(0.000/0.000):0[Ib] iv}1 3 Tension load Load N„a[Ib] Capacity 4,N„[Ib] Utilization ISN=N„a/4 Nn Status Steel Stregth*n .M. _ 2658 10650 25____.._ OK Bond Strength** 5316 7882 68 OK - Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** 5316 7011 76 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength NSa =ESR value refer to ICC-ES ESR-3814 ip NSaN„8 ACI 318-14 Table 17.3.1.1 Variables Asar4[in.2] futa[psi] 0.23 72500 Calculations NSS[Ib] 16385 Results Nea[lb] l? tool Nsa[Ib] N„[lb] 1L � _. 0 10650 2658 ),o Input data and results must be checked for agreement with the extsting conditions and for plausibility( PROFIS Anchor(c)2003.2009 H.`ti AG,FL-9494 Schaan Hilt'is a reg stered Trademark of Hiiti AG,Schaan . 111.1116,91"91 www.hlltius Profis Anchor 2.7.3 2.'1 Company: Page: 3 Specifier: Project: Address: Sub-Project 1 Pos.No.: Phone I Fax: ] Date: 7/25/2017 E-Mail: 3.2 Bond Strength1\ Nag =(A a!!kV ect,Na W ec2.Na W ed,Na lV cp,Ne Nba ACI 318-14 Eq.(17.4.5.1.b) 4i Nag 8 Nue 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) CNa =10 da 1100 ACI 318-14 Eq.(17.4.5.1d) 1 ` 4r KN.= ( 1 + e,�J 5 1.0 ACI 318-14 Eq.(17.4.5.3) cNa W ed,N.=0.7+0.3 (=r"InN )5 1.0 ACI 318-14 Eq (17.4.5.4b) C W cp,Na=MAX(Ca—min,CaCNa)5 1.0 ACI 318-14 Eq.(17.4.5.5b) Cec J Nba =3.a't k,c.n•da'he ACI 318-14 Eq.(17.4.5.2) Variables T k c tinct[Psi] da.(i -]n hat[in] c,+irn[1n.l T c[psi] 10 0.625 22 5:000 6.000 1 260 ect,N[in.] ec2,N[in.] cae[in.] 3,a 0.000 0.000....__..0.000 11.692 —1.000 " Calculations q y cNB till) AN,,(in.2]._.- ANao'fin.1 hit ed Na 8.819 337.32 -371173-9 0,904 i.0O00t3re ..._4!: ) Naw[Ib] 0 1.000 12370 Results N,2118i....-. __.4.b 41 Na.[Ib] Na,[fb] .. 12127 0,t O 7882 5316 440 3.3 Concrete Breakout Strength Nebo =(Anise!W ec,N 1V ed,N W e,N IV ca,N Nb ACI 318-14 Eq.(17.4.2.1b) 41 Nab,>Nua 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) ANco =9 her ACI 318-14 Eq.(17,4.2.1c) 1 W acid - (.1 2 eN 5 1.0 ACI 318-14 Eq.(17.4.2.4) +3har W ed,N =0.7+0.3 (15Ca.mihanr 5 1.0 ACI 318-14 Eq.(17.4.2.5b) W cp,N =MAX(caC•min 1.5het)5 1.0 ACI 318-14 Eq.(17.4.2.7b) ac Cac J Nb =kc},,a hers ACI 318-14 Eq.(17.4.2.2a) Variables he(in.] oct N fin.] ec.2,14Cin] ca.ink;[in 1 w t,N 5,000 000- 0.00 ._.._ 6.000 ..1.000 cu[in] kr; 4 a fe(psi] 11.692 17 Calculations • Arae fin ] AN0 110,2) i1r eel,C1 10*as 'iee N tf,cp N No ftb7 271,69`"__. . 225,00 ..._..._ 1,000 _...,''m.. 1.000 0.940 1,000 __.........___ 9 03 Results • Nebo[Ib] •t} crate itoNot fib] N, [ib] 107; 0 7011 5316 j,6 Input data and results must be checked for agreement with the existing conditions and for plausibilltyl PROFIS Anchor(c)2003-2009 Hilt,AG,FL-9494 Schaan Hall is a registered Trademark of Hilti AG,Schwan • CALCULATION SHEET VEI SUGECT: PacTrust Business Center-Bldg.Q DATE Jul-17 ,oe No: 17-0192 STRUCTURAL ENGINEERS Wall Anchorage E-W t3Y SHEET: 2.5 Wall Anchorage E-W Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwan= 6.5 in wwa0= 150 pcf htrib= 11.75 ft Wp= 955 plf hp= 0 ft Lf= 275 ft (Minimum Diaphragm Length) ka=1+Lf/100= 3.75 (ASCE 41-13,Eq.7-11) use ka= 2 (ka max=2) Fp,ropt za= 23.5 ft (Height of Anchorage) kh=1/3(1+2*(za/h0)= 1 (ASCE 41-13,Eq.7-12) BSE-1E hazard level(Life Safety) Si„= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) h„= 23.5 ft Fp=0.4 Sx5 kaki,X Wp= 453 plf (ASCE 41-13,Eq.7-9) Fpm =0.2 k,X Wp= 496 plf (ASCE 41-13,Eq.7-10) BSE-2E hazard.level(Collapse Prevention) SR,= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) FP=0.4 So k,kh X Wp= 664 plf (ASCE 41-13,Eq.7-9) Fpm =0.2 k,X Wp= 382 plf (ASCE 41-13,Eq.7-10) Fpmax= 664 plf J= 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)/C1C2 J= 1993 lbf (ASCE 41-13,Eq.7-35) Holdown (Member t): HDUS-SDS2.5(3") Number of Holdowns: 1 Kf= 1.40 (Strength Conversion Factor-ESR-2330) FNoldown' 1 x 5645 lbf= 5645 lbf (Simpson Strong Tie) Qct=Fholdown*Kt= 7903 lbf QC1 > QuF O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.25 (Demand Capactiy Ratio) Use: HOU5-SDS2.5 at 6 ft O.C. Anchor Embedment: J= 1 QUF=(Fp max*S)/C1C2 J. 3986.8 Ibf 4= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 Ibf (Profis) Min Embedment= S in (Profis) Bond Strength(Nag)= 9396 Ibf (Profis) Breakout Strength(Ncbg)= 8040 Ibf <---Qci (Profis) QCL > QuF O.K. Use: 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.5 Min Embedment 5" (See attached Profis Calcualtion for Threaded Rod in Concrete) 104111L11/9 vvvvvv.hIlti.us Profis Anchor 2.7.3 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: j Date: 7/25/2017 E-Mail: Specifler's comments: 91-tt4-4--++1 M 1 Input data 401,074 Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 Effective embedment depth: h„j,„c,=5.000 in.(h.1, 11=-in.) Material: 5.8 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/201711/1/2019 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=6.500 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,D,E,or F) no Geometry[in.]&Loading[lb,in.lb] - -- 1,11 -4107.,14,31p. n..,74;417-4:11V cicddefAtaliri-' ' Input data and results must be checked tor agreement w the existng conditions and for plausibility! PROM Anchor f,c)2003.2009 Hi ti AG,FL-9494 Schaal, Htt a registered Trademark of Ft lb AG,Schaan 11111111161111111191, www.hilti.us Profis Anchor 2.7.3 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: ] Date: 7/25/2017 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 3987 0 0 0 max.concrete compressive strain: -[Waej max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.00010.000): 0[Ib] resulting compression force in(x/y)=(0.00010.000):0[Ib] 3 Tension load Load Noa[Ib] Capacity 4)N„[Ib] Utilization ON=Nual4)Nn Status Steel Strength* ._.__. 3987 10650 38 �., OK_. Bond Strength** 3987 6108 66 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** 3987 5226 77 OK *anchor having the highest loading *`anchor group(anchors in tension) 3.1 Steel Strength Nea =ESR value refer to ICC-ES ESR-3814 4 No z Nub ACI 318-08 Eq.(D-1) Variables Ase,N[in.2] futa[psi] 0.23,,.,,,., 72500 Calculations Nea fib] 16385 Results [ Nn[lb] Nue[ib] ......._.... 16385 _.. 10650 - 3987 Input date and results must be checked°or agreement with the existing conditions and for plausibility! PROFIS Anchor( )2003-2009 Hilti AG,FL-9494 Schoen Hill is a registered Trademark of Hiiti AG,Schoen ,. . 11141111:111.1 www.hilti.us Profis Anchor 2.7.3 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: f Date: 7/25/2017 E-Mai!: 3.2 Bond Strength Al, Na = ( )klf ed,Nell,cp,Na Nbe ACI 318-11 Eq.(D-18) r‘limi. 41 N8 Nu, ACI 318-11 Table D.4.1.1 AN. =see ACI 318-11,Part D.5.5.1,Fig.RD.5.5.1(b) AN80 =(2 c..)2 ACI 318-11 Eq.(D-20) cN, =10 ci.AFACI 318-11 Eq.(D-21) 1100 1 4/ec,Ne= (1 + elq) 1.0 ACI 318-11 Eq.(0-23) cro 4/ed,N.=0.7+0.3 (-LEL)s 1.0 ACI 318-11 Eq.(D-25) CNe me CNA w..,N.=MAX(-C 1-2,—)5 1.0 ACI 318-11 Eq.(D-27) at ca, N.. =X..T k, •re•d.•hef ACI 318-11 Eq.(D-22) Variables 'C k,c,uncr[psi] d.[In.] he[in.) c..iii,n[in] 1 k,c[Psi] 2210 0.625 5.000 6.000 1260 _e_034[in.] _ eraN[in.] ca.fin.] X a 0.000 0,000 " 11562 --174366— Calculations cN,[in.] AN.[in.2] AN.0[in.2] w ed Na , 8.819 261.37 311.09 0.904 ' y cci Ms _ Vec2,Na 41 ce Na Nba[lb] 1.000 1.00 1.000 12370 Results N8[lb] (1)114_ (I) N,[lb] N88[lb] , -.........._ ...„-„. ....__,... . .... 0. 61O8 987 3.3 Concrete Breakout Strength AN. Nab = V ed,N 41 c,N IV cp,N Nb ACI 318-08 Eq.(D-4) (I) Nr. NUB ACI 318-08 Eq.(D-1) AN a sop ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANea =9 Ii. AC!318-08 Eq.(0-6) 1 4/.c.ni = (i.. 4'2e )s 1.0 ACI 318-08 Eq.(D-9) ‘li ed,Nft =0.7+0.3(--C,1 )s 1.0 ACI 318-08 Eq.(D-11) 1 Zhu( -i 1 Ii/cp,N =MAX(e'''-', 15h* ') 1.0 ACI 318-08 Eq.(D-13) ecc ecc Nb =kc X 'I IlL5 ACI 318-08 Eq.(D-7) Variables h81[in.] ei,i.i[in.] ec2,N[in,1 ci.,mici[in.] 5.000 0.000 0.000 6.000 1.000 c,u[in.] lc X fu[psi] 11.692 -- 17 — 1 2500 Calculations - _ AN,(in?] Amu(In?) 41 acx,N 41 ec2N 4+eoN 'I'44'4 Nb[lb] -202.50 — '2'26:00 1.000 1 000 0.940 1.000 9503 Results - _ NO[lb] 4,concrete 4, N0b fib] Nuc[lb] .,. =Mt, a .* 5226 3987 Input data and results must be checked for agreement wilt the existing conditions and for p.ausibil,tyl PROFIS Anchor(a)2003-2009 Hull AG,FLA494 Schaan Hilt'is a registered Trademark of Hilt AG,Schaan NCoALCULATION SHEET EET Rillilla SUBJECT PacTrustBustness Center-Bldg.Q PATE Jul-17 JOB 17-0192 STRUCTURAL ENGINEERS N-S Subdiaphragm Analysis 8Y: SHEET: 3.1 N-S Subdiaphragm Analysis Fp max= 664 plf 1= 2 (ASCE 41-13,Section 7.5.2.1.2) C1C2= 1 (ASCE 41-13,Tbl 7-3) Continuity Tie Spacing(s)= 28 ft Subdiaphragm Depth(d)= 25 ft Aspect Ratio(s/d)= 1.12 OK (2,5 max) QUF=(Fp max*5/2)/dC1C2 J= 186 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) Qct=v/Cd= 640 plf Use: 25 ft long x 28 ft wide subdiephragm 0.cc > QUF O.K. DCR= 0.291 Continuity Tie Fp max= 664 plf J= 2 C1C2= 1 Continuity Tie Spacing(s)= 26 ft (effective spacing) QUF=(Fp max*5)/C1C2 J= 8638 Ibf Continuity Tie Force Holdown (Membert): HJUS-SDS2.5(3") Number of Holdowns: 2 Kf= 1,40 (Strength Conversion Factor-ESR-2330) FHoidown= 2 x 5645 lhf= 11290 lbf (Simpson Strong Tie) QCL=Fholdown*Kf= 15806 Ibf Qa > Qup O.K. (ASCE 41-13,Eq. 7-37) DCR=0.547 Use: HDUS-SDS2.5 EA Side J c t.. =-) c%y2.1b o r- -- ' 'f='G c E-,), '-` ,-,1, -.' r 1:711,c ;tet L/117/5- Y 62-u r. "( . ,E r 2 `'tom ! (116) -16,) , 7 r 44 (SO _ (71 . c tc, 'I s� cl)f Sir> � * Cs tlf 6,41- 1 _‘, t W CALCULATION SHEET mila SOB ECT: PacTrust Business Center-Bldg.Q DATE Jul-17 JOB NO. 17-0192 STRUCTURAL ENGINEERS E-W Subdiaphragm Analysis €ty'' SHEET: 3.2 E-W Subdiaphragm Analysis Fp max= 664 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=(Fp max*S/2)/dC1C21= 346 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) OSE=v/Cd= 640 plf Use: 12 ft long x 25 ft wide subdiaphragm J Qct > QUF O.K. DCR= 0.541 Continuity Tie Fpmax= 664 plf BSE-1E hazard level(Life Safety) 1= 2 C1C2= 1 Continuity Tie Spacing(s)= 25 ft (effective spacing) QUF=(Fp max*S)/C1C21= 8306 lbf Continuity Tie Force /--,. ' -4." o r)