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Specifications (10)
t((A01- 003/. 1(5-oo - / c sw - çVJ NOv 3 ° O1( crry of TIGARD ,ourvoINGDIviS1011 STRUCTURAL CALCULATIONS for Voluntary Seismic Strengthening Oregon Business Park 1 - Bldg 7 16500-16520 SW 72nd Avenue Tigard, Oregon for Pacific Realty Associates, LP 15350 SW Sequoia Parkway, Sutie 300 Portland, Oregon 97224 by MHP, Inc. Structural Engineers - C T QR Long Beach, California t) RQ P t fi0 tar C�I N4:„si.t. % c� ,48PE1 November 27, 2017 r // MHP JN: 17-0192-00 .;-- ,, 40 v tH D O EXPIRATION DATE: 12-31-18 al MI STRUCTURAL ENGINEERS • CALCULATION SHEET Mai ® SUaEC : VoluntarySeismic Strengthening DATE, Nov-17 z j06 No: 17-0192 STRUCTURAL ENGINEERS _..... ._..Oregon Business Park:1 - Bldg t BY: SHEET _..._ _ Table of Contents Section Page 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 -2.2 Hilti Anchor Check w 2.3-2.8 Wall Anchorage E-W - Hilti Anchor Check 2.9 2.10-2.12 N-S Subdiaphragm Analysis ---- - -: 3.1 E-W Subdiaphragm Analysis -----------------------------------_...-_„-.._,.._--..---- : 3.2 PilasterAnchorage 4.1 -4.2 CALCULATION SHEET Msel SL&=_CT Voluntary Seismic Strengthening DATE Nov-17 108 NO 17-0192 STRUCTURAL ENCINEEERS Oreg3n Business Park 1 - Bldg 7 BYE: 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] CALCULATION SHEET mia ScOIECI Oregon Business Park 1-Bldg 7 eATE: Nov-17 109 H0: 17-0192 sTR;)(:*ueai. EN:IPa;.ERS Wall Anchorage N-S CY: SHEET: 2.1 Wall Anchorage N-S Basic Performance Objective of Existing Buildings(BPOE)perASCE41-13 dw, = 6 in wwau= 150 pcf h„15= 13.915 ft Wo= 1044 plf ho`- 0 ft Lf= 139.5 ft (Minimum Diaphragm Length) t --it.<1.,E ka=1+Lt/100= 2.395 (ASCE 41-13,Eq.7-11) �� use ka= 2 (ka max=2) 27.83 ft Fo:,00f za= (Height of Anchorage) kh=1/3(1+2*(za/hr))= 1 (ASCE 41-13,Eq.7-12) BSE-1E hazard level(Life Safety' Sxs= 046.g """+; (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) h"= 27.8 ft Fa=0.4 Sps kak5 X Wo= 499 plf (ASCE 41-13,Eq.7-9) _,,,_,,, Fa,",,,=0.2 ka X Wp= 543 plf (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) Fa=0.4 Sps kaki.X Wa= 726 plf (ASCE 41-13,Eq.7-9) ii F5,",in=0.2 ka X W9= 417 plf {ASCE 41-13,Eq.7-10) Fo max= 726 plf j� J= 2 (ASCE 41-13,Section 7.5.2.1.2) it C1C2= 1 (ASCE 41-13,Tbl 7-3) Anchor spacing(s)= 8 ft QUF=(Fp rnax*s)/C1C2 J= 2905 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) FHoldowr.= 2 x 3075 Ibf= 6150 lbf (Simpson Strong Tie) Qt:=Fhodow"*Kf = 8610 Ibf Qti > QUO O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.34 (Demand Capactiy Ratio) Use: HDU2-SDS2.5 EA Side at 8 ft O.C. Anchor Embedment: J= 1 QUO=(Fo max*s)/C1C2 J= 5811 lbf 0= 1 (Ultimate Strength) Anchor Diameter= 5/8 In Steel Strength(Nsa)= 16385 lbf (Profis) Min Embedment= 4.5 in (Profis) Bond Strength(Nag)= 11393 Ibf (Profis) Breakout Strength(Ncbg)= 10769 Ibf <---Qcl (Profis) QCL > QuF O.K. 5/8"Dia.with HIT-RE 500 V3 Epoxy Use: DCR= 0.54 Min Embedment 4.5" (See attached Profis Calcualtion for Threaded Rod in Concrete) CAmiLCULATION SHEET su�a;Ec: Clackamas_Station-Bldg B ;;AIF. Nov-17 JOB PJC, 17-0192 sTR)C-u*Ai ENGINEERS Wall Anchorage N-S g BY sHEE-: 2.2 Wall Anchorage N-S (a),-0-1 ) Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwai= 6.5 in wwall= 150 pcf , htrih= 16.527 ft Wp= 1343 pit hp= 2.5 ft L,= 139.5 ft (Minimum Diaphragm Length) ka=1+14100= 2.395 (ASCE 41-13,Eq.7-11) ~� use ka= 2 (ka max=2) Fo,roof za= 27.83 ft (Height of Anchorage) kh=1/3(1+2*(za/hn))= 1 (ASCE 41-13,Eq.7-12) BSE-1E hazard level(Life Safety) 5x,= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) h,= 27.8 ft Fp=0.4 SD5 kakh X Wp= 642 plf (ASCE 41-13,Eq.7-9) Fp,min=0.2 ka X W,= 698 plf (ASCE 41-13,Eq.7-10) BSE-2E hazard level(Collapse Prevention) 5xs= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tb)7-2) Fp=0.4 SDs kakh X Wp= 935 plf (ASCE 41-13,Eq.7-9) Fp,min=0.2 ka X Wp= 537 plf (ASCE 41-13,Eq.7-10) Fp max= 935 plf Jr 2 (ASCE 41-13,Section 7.5.2.1.2) CiC2= 1 (ASCE 41-13,Tbl 7-3) Anchor spacing(s)= 8 ft QUF=(Fp max*s)/C1C2 J= 3738 Ibf (ASCE 41-13,Eq.7-35) Holdown (Member t): HDU2-5D52.5(3") Number of Holdowns: 2 Kt= 1.40 (Strength Conversion Factor-ESR-2330) FHoldown= 2 x 3075 lbf= 6150 lbf (Simpson Strong Tie) Qci=Fholdown*Kt= 8610 lbf Oa > Qu, O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.43 (Demand Capactiy Ratio) Use: HDU2-5DS2.5 EA Side at 8 ft O.C. Anchor Embedment: J= 1 QUF=(F,max*5)/C1C2 J= 7477 Ibf ll= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 lbf (Profis) Min Embedment= 5 in (Profis) Bond Strength(Nag)= 16666 lbf (Profis) Breakout Strength(Ncbg)= 13384 lbf <--Qcl (Profis) Qa > QuF O.K. Use: 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.56 Min Embedment 5" (See attached Profis Calcualtion for Threaded Rod in Concrete) ,I-I www.hilti.us Profis Anchor 2/.3 ........... Company: Page: 1 L= Specifier: Project: Address: Sub-Project 1 Pos,No,: Phone I Fax: ( Date: 11/27/2017 E-Mail: Specifiers comments: iv, ) Ptot-A,1,-) Aictleii- 6,4a - w I- . 1 Input data .. Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 7I.,:,! ,..; Effective embedment depth: het,eq=4.500 in.(hecnmt=-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: eb=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=6.000 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] x i r , r x 1,- 1- 4 4 An 3,2tt 9 I' V t' 6:125 --.-1„0.,::::,,0.-„-migrmCxAinOeagzWoiItikut,t,-,-,-„. v.7,.„-t'.-)--0.-`-'-:-,-- 00 �� { o ,. g E 0, _ cif 1 i / 14,<-. 111111111,"11111,11,01d11111.,a . �tit / v,i. 4 N a Input data androsidts must bs Checked for agreement with the esteem;conditions and for plauxibilityl PR0FIS Anchor c)2003-2009 Hiilt AG,FL-9494.Schoen HIS is a registered Trademark of HIM AG,Schoen -17 www.nilti.us Profis Anchor 2.7.3 Company: Page 2 Specifier: Project: Address: Sub-Project I Pos No.: Phone I Fax: J Date: 11/27/2017 E-Mail: 2 Load case/Resulting anchor forces Y Load case:Design loads Anchor reactions[Ib] 2 Tension force:(+Tension,-Compression) ' F Anchor Tension force force Shear force x Shear force y _....... .......,_,. 2 2906 0 0 0 i ....: :x max.concrete compressive strain: Tension max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 5811 [Ib) resulting compression force in(x/y)=(0.000/0.000):0[Ib) 0 3 Tension load Load Na,[Ib] Capacity}N„[Ib] Utilization =N,,,/0 N„ Status Steel tire...iii' _ OR- _ rig 2906 10650 2g� Bond Strength'* 5811 7406 79 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength" 5811 7000 84 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength N„ =ESR value refer to ICC-ES ESR-3814 Nea 2 Nu, ACI 318-14 Table 17.3.1.1 Variables Ase,N[in.2) f.t.[psi] 0.23 72500 Calculations N,,,[Ib] 16385 Results Na,fib] too • Nea fib] Nie b) 1 38 m` 0 1065 2964----- input input date and results must be checked for agreement with the existing conditions and for plausibility,PROFS Anchor l c i 2003-2009 Hdii AG,FL-9494 Schoen Hiit is a registered Trademark of Huai AG,Schaan • www.hiIti.us Profis Anchor 2.7.3 Company Page 3 Specifier: Project Address. Sub-Project I Pos.No. Phone I Fax: ` Date: 11/27/2017 ` E-Mail: 3.2 Bond Strength Nae (/Aa�A = 1 kao)tV ec'Na fir'ec2,Na iy ed,Na tV cp,Na Nba ACI 318-14 Eq.(17.4.5.1.b) Nag 2 N 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) ANa° =(2 CNa)2 ACI 318-14 Eq,(17.4.5.1c) T ono GNa. =10 da 41100 ACI 318-14 Eq.(17.4.5.1d) ( 1 ec,Na= 1 + egg)_<1,0 ACI 318-14 Eq. (17:4.5.3) ed,Ne=0.7+0.3 (b.nth)s 1.0 ACI 318-14 Eq.(17.4.5.4b) Na yr cp,Na=MAX( 4'""" cNa)s 1.0 ACI 318-14 Eq.t(17.4.5.5b) Ca,e 'Oec Nbe =7,"T k,c•II•da•h,1 ACI 318-14 Eq.(17.4.5.2) Variables rj,., ( 1do[in) c„„in[ln1 tin-1 Tke[psi) 0.625 ...._ 4.500 8;01 la ec1:N[in.) ea2,N On) cac[in.) X. 0.000'__.__. ,,,, 0.000 .....,, 10.194 1000 ... _.. Calculations cNe[in.] AN,[In.2] ANa°[)n 2) ii'ed,Na 8.819 352,14 .- 3117-09 :0104 lir ect,He 1)f ec2,Na 4,„co,Na Nb.[lb) 1.000 1.000 1c 000 11133 ._--- Results -- N [lb]. bond © Ne°(Ib)l4a fib] ,.. 11393 0 v... •�. '...:7406 5811 . 4 rt) 33 Concrete Breakout Strength P Ncb0 = (t)W es,N tl%ed,N tlf c,N tiP ce.N Nb ACI 318-14 Eq.(17.4,2.1b) Ncbg a N°a 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 tIr ac,N (.4 2 eN <1,0 ACI 318-14 Eq.(17.4.2.4) 3 hep °V (4, ll ed,N =0.7+0.3 Ca 1t"\j 5 1.0 ACI 318-14 Eq.(17.4.2.5b) cp,N =MAX( "e 1,d5hbt)5 1.0 ao ACI 318-14 Eq.(17.4.2.7b) Nb =k,}.a'hei5 ACI 318-14 Eq.(17.4,2.2a) Variables Vie'[in.) ear N[in.] [in-) to 4.500 0.000 0000 6x000 1.-- 1.00Q cec[[in. k fc(Psi) 10.194 17 1.000 2500 _— Calculations AN,[in.2) ARO.firtzikl u tr • 250.22 182.25 91,4 Nb[lbj 1.000 itt 1;0"9 0:��2 1,000 _ 8114 __.... Results ktg jib] ,_._:............ cericraar... _.�...� 4 Neap[Ib) _.....__�.._ N,flbI: 10769= 0 0 700C 5811 input data and results must be checked for agreerreni wish the existing condilidns and for PROFlS Anchor(c)2003-2009 Hili AG,FL-9494 Schaar Han is a registered Trademark of HIM AG.Schaan ' MILT11 www hdtl.us Profis Anchor 2.7.3 Company: Page Specifier- Project: Address: Sub-Project I Pos.No.: Phone I Fax. Date: 11127/2017 E-Mail: Specifier's comments: 1 Input data *tort*gluon Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 Effective embedment depth: hai,acl=5.000 in.(heesmit=-in.) Material: 5.8 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/201711/1/2019 Proof: Design method ACI 318-141 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, =2500 psi;h=6.500 in.,Temp.short/long:32/32'F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition S,shear:condition S;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Geometry[in.]&Loading[lb,in.ib] z } t k 0 6 6,125 ,, P E \ i / 8�W7 /a''• Input data and results must be checked for agreement with the existing conditions and for alauaibi.ttyt PROFIS Anchor(c)2003-2008 Hiiti AG,FL-8484 Schoen Hite Is a registered Trademark of Ht€ti AG,Schaal 11111111161911.111 • www hilti.usProfis Anchor 2.7.3 . Company: Page: 2 Specifier: Project; Address: Sub-Project I Pos.No.: 1-� Phone I Fax: I Date: 11/27/2017 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 3739 0 ,., 0 0 2 3739 7 1 Tension max.concrete compressive strain: No] max.concrete compressive stress: -(psi] resulting tension force in(x/y)=(0.000/0.000): 7477 Pb] resulting compression force in(x/y)=(0.000/0.000):0[Ib] i 1 tw)q [ 3 Tension load Load'N„a[Ib] Capacity Nn[Ib] Utilization(3N=Nub/+Nn Status Steel Strength* 3739 _. 10650 ...�,� 36 •— OK -- Bond Strength** 7477 10833 70 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** 7477 8699 86 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-3814 4, Nse Z Nue ACI 318-14 Table 17.3.1.1 Variables Ase u[in.2] feta[psi] 0 23..._ 72500 Calculations N98[Ib] 16385 Results Nse[ib] b stae! ��Nsa[Ib] N [Ib] 16385 d _ 10650 --3739 input data and results must be checked for agreement will the existing co,d 4ons and for piausdaitity! PROFIS Anchor(c)2007.2009 Hitt;AG,FL-9494 Schee^ HIP is a registered Trademark or itti AG:Schaan 1114111611111111 www.hiiti.us Profis Anchor 2.7.3 Company: Page: 3 Specifier: / Project: L Address: Sub-Project I Pos. No.: Phone I Fax. ( Date: 11/27/2017 E-Mail: 3.2 Bond Strength Nag =(AN')Vr ec7,Na W ec2,Na V ed,Na iy cp,Ne Nba ACt 318-14 Eq.(17.4.5.1.b) Nag z NUB ACE 318-14 Table 17.3.1.1 ANa =see ACI 318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b) ANa0 =(2 cwa)2 ACI 318-14 Eq.(17.4.5.1c) cm, = 10 de ,�:ol ACI 318-14 Eq.(17.4.5.1d) 1 W ec,Na- (1 + eN)S 1.0 ACI 318-14 Eq.(17.4.5.3) ANa V ed,Na=0.7+0.3 O S 1.0 ACI 318-14 Eq.(17.4.5.4b) W ep,Na=MAX(C1''''' ,Cac)5 1.0Ca, ACI 318-14 Eq.(17.4.5.5b) Nba =-a t k,c•s•da•her ACI 318-14 Eq.(17,4.5.2) Variables T ke.aner[psi] _ da[in.] her[in.] ca.nan[in.] T k.c[psi] 2210. 0.625 5.000 ._.. ... . 00 1260 ec.N[in.] ec2.N[in.] ca e[in.] X a. 0.000 .._. 0.000 11692 -.._..-___.. . 1.000 Calculations cNa[in.] ANa[in.2] ANao[in.2] W ed,Na ..... 8.819 419.12 _. 311.09 '].000 W eci,Na W ec2,Na W cp.Na Nba[lb] 1.000 1.000 1.000 12370 Results Nap[lb] �_ t,N [lb] N ,1114®... 1fib f 0 _-._. ._. 1083 ,=_..�._ 7477 A d 3 3.3 Concrete Breakout Strength Ncb9 =( *:)W ec,N W ed,N lf/c,N W cp.N Nb ACI 318-14 Eq.(17.4.2.1b) cn , Ncbg z Ng„ 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) ANpa =9 her ACI 318-14 Eq.(17.4.2.1c) 1 W ec,N = 1 +2 e 5 1.0 ACI 318-14 Eq.(17.4.2.4) 3 hat W ed,N =0.7+0.3 (f x)5 1.0 ACI 318-14 Eq.(17.4.2.5b) W cp,N =MAX(G�''n'tn 1 5h )5 1.0 a ac cac ACI 318-14 Eq.(17.4.2.7b) Nb =kp?_0 A hei5 ACI 318-14 Eq.(17.4.2.2a) Variables at[in.] eci,N[n] ec2N[411cam;n[in.] W cN 5.000 0.000 0.000 ._ .. . 1.000 cac[in.] kg X a f 11.692 17 1.000 2500 --- Calculations ANc[in.2] ANcO[in.2] Wecl,N W e:2N W edN W p,. _.._.....- Nb[lb] 316.88 225.00 1.000 1.000` " -1.0-00 1.000 9503 __.--- Results ,, _... [Ibj +. . Ngt[lbi Ne.,[lb] z .. 13„, rv_ 088r3 7477 __ Input data and results crus'be checked for agreement with the existing conditions and for plausibility! PROFS Anchor{c)2003-2009 Hitt;AG,FL-9494 Schaan Nil6 is a registered Trademark of H Iti AG,Schaan MENI Li = CALCULATION SHEET�: Oregon Business Park 1-Bldg 7 DATE Nov-17 ;oo 0 17-0192 STRUCTUr A:ENGINEERS Wall Anchorage E-W ii, see=_ 2.9 Wall Anchorage E-W Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwall= 6 in wwwi= 150 ocf htrib= 13.915 ft WD= 1044 plf <^:,= 0 ft Lf= 368.75 ft (Minimum Diaphragm Length) k,=1+Lf/100= 4.6875 (ASCE 41-13,Eq.7-11) + use k,= 2 (k,max=2) F?roof za= 27.83 ft (Height of Anchorage) kh=1/3(1+2*(z,/hr))= 1 (ASCE 41-13,Eq.7-12) BSE-1E hazard level(Life Safety) 0. Sxs= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) hi,= 27.8 ft FF=0.4 Sos kakn X Wp= 499 off (ASCE 41-13,Eq.7-9) Fp,,nin=0.2 ka X WD= 543 plf (ASCE 41-13,Eq.7-10) � . BSE-2 hoz.rd(eve Celia.se`revention S,,,= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 Sos Kaki,X Wp= 726 plf (ASCE 41-13,Eq.7-9) Fp,m;n=0.2 k,X Wp= 417 plf (ASCE 41-13,Eq.7-10) — ; Fp ma.= 726 plf l\ J= 2 (ASCE 41-13,Section 7.5.2.1.2) CiCz= 1 (ASCE 41-13,Tbl 7-3) Anchor spacing(s)= 6 ft (ILO=(Fp max*s)/CiC2 J= 2179 lbf (ASCE 41-13,Eq.7-35) Holdown (Member t): HDU5-5052.5(3") Number of Holdowns: 1 Kf= 1.40 (Strength Conversion Factor-IAPMO ER-0130) FHo3down= 1 x 5645 lbf= 5645 lbf (Simpson Strong Tie) QCL=FheAdown*Kf= 7903 Ibf Qct > QuF O.K. (ASCE 41-13,Eq. 7-37) DCR>= 0.28 -, (Demand Capactiy Ratio) Use: NOUS-5052.5 at 6 ft O.C. Anchor Embedment: J= 1 QUF=(Famax*s)/C1C2 J= 4358.2 Ibf •= 1 (Ultimate Strength) Anchor Diameter= 5j8 in Steel Strength(Nsa)= 16385 lbf (Profis) Min Embedment= 4.5 in (Profis) Bond Strength(Nag)= 8457 lbf (Profis) Breakout Strength(Ncbg)= 7408 Ibf <---QcI (Profis) Qo. > Clio O.K. Use: 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.59 Min Embedment 4.5" (See attached Profis Calcualtion for Threaded Rod in Concrete) INIII www.hilti.us � � 4 1 b Profis Anchor 2.7.3 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/27/2017 E-Mail: Specifier's comments: . ..W.5 ... _. _ ^..._. 1 Input data Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 Effective embedment depth: hef,ea=4.500 in.(hef,pmq=-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: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fs'=2500 psi;h=6.000 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[lb,In.Ib) a Z , w g , , , 3 t: r d cO z OQ „ -1 0,I ) .„.....4r" Y � , ,,, ,,7*,'%-% ,,4'''''''',,,e, ''''' ,i, ,i,-, ''''-a.,V7i, 1'-. * i t � .,.,:-„14420----,,,, `, \ x npuf date and reeu:ts must be checked for agreement whir the existing conditions and for pieusibil:ty; _ - PROFIS Anchor(c)2003-2009 Heti AG,FL-8494 Schaan Hai is a registered T.recemerk of Hilti AG,Scheer, • • 111411116r1r1 ri www.hilti.us Profis Anchor 2.7.3 Company: Page: 2 Specifier: Project: Address Sub-Project I Pos.No: Phone I Fax: ] Date: 11/27/2017 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 4358 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)=(0.00010.000):0[Ib] 3 Tension load Steel Skeen th " Load Nu,[Ib] Capacity}Na[Ibj Utilization 13,,,=Nunt+N,,ry Status g 4358 10650 41 OK Bond Strength'" 4358 5497 80 OK Sustained Tension Load Bond Strength' N/A N/A N/A N/A Concrete Breakout Strength** 4358 4815 91 OK anchor having the highest loading ""anchor group(anchors in tension) 3.1 Steel Strength Naa =ESR value refer to ICC-ES ESR-3814 N.a 2 Nue ACI 318-14 Table 17.3.1.1 Variables p f 2 0.23 72500 Calculations N,,[Ib] 16385 Results N,u Obi ?4,oiitt Naa[lb] Nua fIb} 16385 - 63411r- 98. Input data and results must be checked for agreement with the existing conditions ane for plausibility, - PROFiS Anchor i c)2003-2009 kith AG,FL-9494 Schaan is a registered Trademark of huh AG,Schoen ' 1111111116191111111 r} 1 r-} www.hilti.us Profis Anchor 2.7.3 `" Company: Page: 3 Specifier Project: Address: Sub-Project I Pos.No, Phone I Fax 1 Date: 11/27/2017 E-Mail: 3.2 Bond Strength N, = (AN o}W ed,Ne W cp,Ne Nb, AC1 318-14 Eq.(17.4,5.1a) 41 N. Z N,,, ACI 318-14 Table 17.3.1.1 AN, =seeACl 318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b) AN,o =(2 cNe)` ACI 318-14 Eq.(17.4.5.1c) CN, - 10 d, 11017 ACI 318-14 Eq.(17.4.5.10) 1 p,c,N,_ 1 elx. 5 1.0 ACI 318-14 Eq.(17.4.5.3) \\\ N, W ed,Ne=0.7+0.3(.t4)5 1.0 ACI 318-14 Eq.(17.4.5.4b) cto IV,.N.=MAX{ ' `e a--495 1.0 ACI 318-14 Eq.(17.4.5.5b) qae c,c Nb, =A,'t k,c'a'd,'h,, ACI 318-14 Eq.(17.4.5.2) Variables 1 7 1 t x c.uncc(psi].. d,(in] he[In.] _ c,,,,,[in.] T k,c[psi] 2210 0.625 4.500 6.000 1260 ed,N(in.] ec2,N fin.) c„[in.] 1, '0.000 _ ,.,, 0.000 10.194 1:000 Calculations Calculations CN.[in.] AN,[in.2] N,,] A [m2] W ed,N, --- 8.819 .� ._ 261.37_ 3f109 -- ,x.904-- 'if ecl,N, llt ec2,Na W cp,Ne Nb.[lb]... 1'.000 1.000 1.000 11133 Results N,[lb]------ _p .. .bv,d_._ $ N.[ib] Ne,[ib] 457 5497 :_..4 _. 3.3 Concrete Breakout Strength Ncb _(8 )W ed,N W c,N W cp,N Nb ACI 318-14 Eq.(17.4.2.1a) e N, Z Nu, ACI 318-14 Table 17.3.1.1 ANe seeACl 318-14,Section 17.4.2.1.Fig.R 17.4.2.1(b) ANe,, =9 ht, ACI 318-14 Eq.(17.4.2.1c) 1 W ec,N= 1+2 eN. 5 1.0 3hdfACI 318-14 Eq.(17.4.2.4) � Iii ed,N=0.7+0,3 5hal d')5 1.0 ACI 318-14 Eq.(17.4.2.5b) W ep,N =MAX(o-`—'d",'1 "t)5 1.0 ACI 318-14 Eq.(17.4.2,7b) ac ,c Nb =kc X.irr,hatk ACI 318-14 Eq.(17.4.2,2a) Variables he[in.] ed.N[in.] e,2.N[in.] c.,,n}e[in.] w eN 4.500 0.000 0.000 6.000 1.000 c,,[In.] ke X, 1c[psi] 10.194 17 1.000 - 2500 Calculations NJ.[in•2) AN,c,[)n2] v e,t N W ec2.N W ed,N IP cp,N Nb[ib] 172.13 182.25 1.000 1.000 0.967 1.000 8114 Results Nth[ib] $.,avi,,,,, '4 No,fib) Na,]1b] - 4911:. 0 4815__ ----4-3-51----4-----4-3-51c4 L ir t b tnput data and raeolln must by checked Par agreement with the exiting corabtion,.and for ptausib btpt _- PROf1S Anchor t c 12045-'t)i2e kW AC,FL-549.4 ea, Nrth as a regiptared Traderoaek atHI/ti AC,Schaan CALCULATION SHEET Mu 1 Oregon Business Park 1-Bldg 7 DATE Nov-17 JOB N017-0192 sraUCIOPAt tr4ciritEm N-S Subdiaphragm Analysis BY SAFFT 3.1 N-S Subdiaphragm Analysis Fo = 935 plf (Worst Case-South Wall) 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)= 16 ft Aspect Ratio(s/d)= 1.5 OK (2.5 max) QUF=(FD,0„*s/2)/dC1C21= 351 plf (ASCE 41-13,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 15/32"Ply w/10d @ 4/6/12(2x) Nominal Unit Shear Capacity(v)= 770 plf (NDS Table 4.2A) Cd= 1 (Duration Factor) Qa.=viCd= 770 plf lUse: 16 ft long x 24 ft wide subdlaphragm I Qo. > QUF O.K. DCR= 0.455 Continuity Tie = 935 plf 1= 2 CiC2= 1 Continuity Tie Spacing(s)= 24 ft (effective spacing) QuF=(Fr„,,a),*s)/C1C21= 11220 lbf Continuity Tie Force Holdown (Member t): HDUS-SDS2.5(3") Number of Holdowns: 2 Kf= 1.40 (Strength Conversion Factor-ESR-2330) FHoidown= 2 x 5645 lbf= 11290 lbf (Simpson Strong Tie) Qct=Fholdowd*Kg= 15806 lbf Qa. > QuF O.K. (ASCE 41-13,Eq. 7-37) DCR=0.71 [Use: HD1.15-SDS.2.5 EA Side 1 ---------=---7.....-=-- -..- C(414-1 2. (e- -L-/ S504 (eb....- sy-,74736-) 2 >,, e. • „I„ ez, SI'VAL _ / C i 1--__-_--7.,--_---- - -—- - i CALCULATION SHEET ® >-6e�: Oregon Business Park 1-Bldg 7 DATE- Nov-17 Joe no 17-0192 STRUCTURAL E.TGINT®Rs E-W Subdiaphragm Analysis sra SH-ET: 3.2 E-W Subdiaphragm Analysis Fp max= 726 plc 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)= 11.5 ft Aspect Ratio(s/d)= 2.174 OK (2.5 max) QUF=(Fn max*S/2)/dC1C2 J= 395 plf (ASCE 41-13,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 15/32"Ply WI 10d @ 4/6/12(2x) Nominal Unit Shear Capacity(v)= 770 plf (NDS Table 4.2A) Cd= 1 (Duration Factor) Qa=''/Cd= 770 plf lUse: 11.5 ft long x 25 ft wide subdiaphragrn l Qct > QuF O.K. DCR= 0.513 Continuity Tie Fp max= 726 plf J= 2 C1C2= Continuity Tie Spacing(s)= 25 ft (effective spacing) QUF=(Fp maxis)/C1C2 J= 9080 lbf Continuity Tie Force Holdown (Member t) HDUS-SDS2.5(3") Number of Holdowns: 2 Kf= 1.40 (Strength Conversion Factor-ESR-2330) FHoldown= 2 x 5645 lbf= 11290 lbf (Simpson Strong Tie) Qct=Fholdown*Kt= 15806 Ibf Cit > Q. , O.K. (ASCE 41-13,Eq. 7-37) DCR=0.574 lUse: HDUS-SDS2.5 EA Side 1 - ; r 77: 7MMil IIMMlMMMIMlMMMMlMMMMMMMlMlM ,i,,er: Oregon Business Park 1-Bldg 7 DareCALCULATION SHEET ; Nov-17 ,aer.o: 17-0192 ;rx,erurtat ENG;"`e '. Pilaster Anchors e „7, g SHEET: 4.1 Pilaster Anchorage Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 desalt= 6 in A0,13 ,... 1.3888889 ft2 g Awau= 150 p f oitastcr 25.5 ft f trio= 200 ft2 Wpuazter= 2656.25 lbf „1\ @ _ W (W +W .. Wp wail pilaster)= 17656 lbf '' m Lt= 3698.8 ftV as r (Minimum Diaphragm Length) k.=1+Lf/100= 37.988 (ASCE 41-13,Eq.7-11) use ka= 2 (k.max=2) Wall Elevation(Ai,,b) z=h„,... 27.83 ft (Height of Anchorage) kh=1/3(1+2F(20/h„))= 1 (ASCE 41-13,Eq.7-12) BSE-1E hazard level(Life Safety) S,,= 0.46 g (See Attached USGS Report) 16 X= 1.30 (ASCE 41-13,Tbl 7-2) 4 ► Fp=0.4 SDs kakh X Wp= 8447 lbf (ASCE 41-13,Eq.7-9) Fp,mt„=0.2 ka X W,= 9181 lbf (ASCE 41-13,Eq.7-10) b �' 7 t rf BSE-2E hazard level(Collapse Prevention) = 0.87 g -4, or; (See Attached USGS Report) i 6 X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 Sas kakh X Wp= 12289 lbf (ASCE 41-13,Eq.7-9) Plan View(Piles tet) Fp,mtp=0.2 ka X Wp= 7063 lbf (ASCE 41-13,Eq.7-10) Fpmax= 12289 lbf J= 1 (ASCE 41-13,Section 7.5.2.1.2) CiC2= 1 (ASCE 41-13,Tbl 7-3) `+UF=(Fp max)/C1C2 J= 12289 lbf (ASCE 41-13,Eq.7-35) r, or x t1 t)gf- ) t� s. (�i— O. I �'clfri % t_ ter. tile... OC%,— "*7 62-011,-;-- ,,,/ ( (....11... ---- 0 "" t) '' 1 2,,,„ (3 :-.!. '- ,,,./1,../, 4) --F,,_.c,,,,,,,4-s 1-0 Cbic-AYY1 (co-Vy b 77-24K 'Fill e 3 f7; i 4_,- oH,(.0)-- ( ta Ei_st „J r„,,tdoc_ _ 10 0. .11-2,(_ 1J, I\\ ,, 6,6,„,v , 0 _ ,.,, 2 ..„,) ,....,v ,,,J ,,„( .. slyte c ._ r • CMALCULATION SHEET ai .:01 Oregon Business Park 1-Bldg 7 onre: Nov-17 :cent 17-0192 xrkUcxv,.au a tA,,,,41tAlPilaster Anchorage s-iiu 4.2 Pilaster Anchorage { tet,/ Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 1 1 Check Thru Bolt to Existing Wail: I i' QUF= 12289 Ibf ta3t°e' Check,Concrete Breakout Strength (ACI 318 Sec.17.4.2.1) Ari'(cm*1.511„,)(2 x 7.=h,,; Dl c.,♦'1.5tirF her= 6 in (embedement depth=wall thickness) Pc= 2500 psi (existing concrete strength) ! c Rks 3 617„rx ke= 17 (ACI 318 Sec.17.4.2.2a) A a,= 1 (ACI 318 Sec.17.2.6) lir Nb=k`k,(N'fc)*(her'.55)= 12492 Ibf (ACI 318 Sec.17.4.2.2a) ANco=9*ne`2= 324 in2 1lt, 1#of Bolts/Conn= 1 11. =• ” #of Connections(n)= 2 t 4-: --"-``'' Beam Width= 6.75 int if c a ,5h sy rid s,<)3he't.Sh°ri o+ cr and s1 ! HoldownCL= 1.25 in si= NA Cal min= 6 in (minimum side edge distance) Cat min= 9 in (minimum top edge distance) ANC= 270,inz 'i'e,N= 1.00 (ACI 318 Sec.17.4.2.4) IN 'i'ed.N= 0.90 (ACI 318Sec.17.4,2.5a,b) 7-�17.r'°° " ...� WAN= 1.00 (ACI 318 Sec.17.4.2.6) 'i'ep,N= 1.00 (ACI 318 Sec.17.4.2.7a,b) ha Kis' ' t; Ncbg=(ANC/ANCO)t1'ec,N''ed,N il'c.N'I'cp,N Nb= 9369 lbf ,;,'action thmatgh tatturo^one 1.0 s r Qt1 per anchor=�Ncbg= 93693 Ibf per anchor £l. !t,htt Oa per connection=4Ncbssn= 18739 Ibf per connection Qc< < QUF O.K. i,.. DCR= 0.66 3i t 7,5hM .. 1.5h. 3 h, Plan ANco=(2.1_,517,,)a.2 x 7_Sh,t:-•9/1„,z