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1 (e -U 4s-to 7Z AIL- . STRUCTURAL CALCULATIONS for Voluntary Seismic Strengthening Oregon Business Park 1 - Bldg 12 16650 SW 72nd Avenue Tigard, Oregon for R Pacific Realty Associates, LP 15350 SW Sequoia Parkway, Sutie 300 Portland, Oregon 97224 by MHP, Inc. Structural Engineers Long Beach, California PROFF � ��G N EF ss�o ar •48PE September 20, 2017 MHP JN: 17-0192-00 } yFrH D G•O EXPIRATION DATE: 12.31-18 mi STRUCTURAL ENGINEERS CALCULATION SHEET :11101 SUBJECT. Voluntary Seismic Strengthening DATE: Sep-17 JOB NO, 1 7-01 92 Sraacruanc Oregon Business Park 1 -Bldg 12 a.. SHEET: Table of Contents Section Page No. 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 Hiltl 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 -- -------------------y------ 3.2 Pilaster Anchorage ----------------------------------------- 4.1 -4.2 CALCULATION SHEET SUBJECT Voluntary_Seismic Strengthening DATe Sep-i 7 JOB NQ 17-0192 STRUCTURAL ENGINEERS Oregon Business Park 1 -Bldg 1.2 BY 5•iET; 1.1 Scope of Work This projectis 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] 9/19/2017 Design Maps Summary Report USGS ' Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-1E (which utilizes USGS hazard data available in 2008) Site Coordinates 45.39995°N, 122.74776°W Site Soil Classification Site Class D - "Stiff Soil" Beaverton,i � t ; USGS-Provided Output S5,20/50 0.291 g SXS,BSE-1E 0.455 g 51,20/50 0.109 g SX1,BSE-1E 0.258 g Iii, G 071.C Sp CL'."°:1x1.7 41L?' :C ,moi,t'i.'.".�';.3'r7 • t A l A-ithaugh this in`ormatien 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; https://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimal&latitude=45.39995&longitude=-122.747762&siteclass=3&riskcategor... 1/1 9/19/2017 Design Maps Summary Report MUG, ' Design Maps Summary Report User—Specified Input Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-2E (which utilizes USGS hazard data available in 2008) Site Coordinates 45.39995°N, 122.74776°W Site Soil Classification Site Class D — "Stiff Soil" ,,.., , ,,, _ :„,,,,,,-,--,te;',o,,,z,:::4 i‘,er,:,‘I'.,-",,i ti;4"-' 46;':Fr,_,:: „" ,,,'>*..'''.! •'-', 4,r'',"Yi.,- -i-----, ;P"-.07 ,r. ::::---'-,k f' 3 . teM <. as€� sy , , Lce C€ l . ia USGS—Provided Output S5,51so 0.703 g 5X5 BSE-2E 0.870 g Si,s/so 0.306 g SX1,BSE-2E 0.547 g Herizcritai SpectrumCM Vetteei Spectrum MVO amt0.54 a72ase caps :.42 aha ' as ..146 1, 'ate azt aIS +l 2 WIG i,7&Y% £%.2C€ -.2.4,..) 1 Q. Lai 4.:';P 5, '.<=44 I.A1 :Z.:'S 2 a, a1.u7 a.kTI .Br t.cl t.., 1.@Q t.i5t7 1../E z€3 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, https:/iearthquake.usgs.gov/cn1/designmaps/us/summary.php?template=minimal&latitude=45.39995&longitude=-122.747762&siteclass=3&riskcategor... 1/1 mi a CALCULATION SHEET SUBJECT: Oregon Business Park 1-Bldg 12 DATE: Sep-17 1o9 No: 17-0192 STAUCTupn+.eaGIP4UAE Wall Anchorage N-S sr SHEET 2.1 Wall Anchorage N-S Basic Peiformunce Objective of Existing Buildings(BPOE)per ASCE41-13 dw,u= 5.5 in ww,ri= 150 pcf htrib= 12 ft Wp= 825 plf hp= 0 ft Lr= 566 ft (Minimum Diaphragm Length) ka=1+14/100= 6.66 (ASCE 41-13,Eq.7-11) 4 _ use k,= 2 (ka max=2) Fo,,00f z,= 24 ft (Height of Anchorage) kh=1/3(1+2*(za/hn))= 1 (ASCE 41-13,Eq.7-12) BSE-1E hazard level(Life Safety) Sx5= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) hr,= 24 ft Fp=0.4 SDS kakh X IN,= 395 plf (ASCE 41-13,Eq.7-9) Fp,m,n=0.2 ka X Wp= 429 plf (ASCE 41-13,Eq.7-10) BSE-2E hazard level(Collapse Preventlopl Sas= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 SDS k,kh X Wp= 574 plf (ASCE 41-13,Eq.7-9) Fp,min=0:2 ka X Wp= 330 plf (ASCE 41-13,Eq.7-10) Fp ma„= 574 plf J= 2 (ASCE 41-13,Section 7.5.2.1.2) C1C2= 1 (ASCE 41-13,Tbl 7-3) Anchor spacing(s)= 6 ft QUF=(Fp max*5)/C1C2 J= 1723 Ibf (ASCE 41-13,Eq.7-35) Holdown (Membert): HDUS-SDS2.5(3") Number of Holdowns: 1 Kf= 1.40 (Strength Conversion Factor-ESR-2330) FHoldown= 1 x 5645 Ibf= 5645 lbf (Simpson Strong Tie) Qct=Fholdown*Kt = 7903 lbf QCE > QuF O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.22 (Demand Capactiy Ratio) Use: HDUS-SDS2.5 at 6 ft O.C. Anchor Embedment: J= 1 - Qur=(Fp max*s)/C1C2 J= 3445 Ibf 4)= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 lbf (Profis) Min Embedment= 4 in (Profis) Bond Strength(Nag)= 7517 lbf (Profis) Breakout Strength(Ncbg)= 6800 Ibf <---Qcl (Profis) QCE > QUF O.K. Use: 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.51 Min Embedment 4" (See attached Profis Calcualtion for Threaded Rod in Concrete) ®Lil'T'I11 www.hntl.us Profis Anchor 2.7.3 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: J Date: 9/19/2017 E-Mail: Specifiers comments; 1 Input data Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 Effective embedment depth: hated=4.000 in.(hernma 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,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[Ib,in.ib] Z t"tt .„ 45. N sra . . I N X input data end results;bet be checked for agreement with the existing conditions and for plausWilty( PROFIS Anchor(c)2003-2009 Hiiti AG.FL-9494 Schoen HMI Is a registered Trademark of Hilt,AG,Schaan • www.hitti.us Profis Anchor 2.7.3 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 9119/2017 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 445 0 0 _ max.concrete compressive strain: -11)0] 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[lb] 3 Tension load Load Non[lb] Capacity 4,N„[Ib] Utilization PN=N„a/}Na Status Steel Strength` 3445 10650 33 OK 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 N,a =ESR value refer to ICC-ES ESR-3814 4, Nsa a Nu. ACI 318-14 Table 17.3.1.1 Variables Asa,N[in 21 fu+a[psi] 0.23 72500 Calculations Nsa[lb] 16385'' Results Nsa[Ib]. 4, N,„[Ib] Nue ?5385 o a10650 3446 J, Input data and results must be checked for agreement with the existlng conditions and for plausibility! PROFIS Anchor(c)2003-2009 HIS AG,FL-9494 Schaal Haiti is a registered Trademark of Hiiti AG,Schwan • . 1ri■""r"1 D! www.hilti.us Profis Anchor 2.7.3 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 9/19/2017 E-Mail: 3.2 Bond Strength ANa Na = (AN.0)W edNa W CO NO Nba ACI 318-14 Eq.(17.4.5.1a) 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) Arian =(2 CNa)2 ACI 318-14 Eq.(17.4.5.1c) cNa =10 da 1100r ACI 318-14 Eq.(17.4.5.1d) 1 W ec,Na= (1 +eN) 5 1.0 ACI 318-14 Eq.(17.4.5.3) CNa W ed,Na=0.7+0.3(Ca—min)5 1.0 ACI 318-14 Eq.(17.4.5.4b) CNa`J W„N.=MAX/Cain,cc"') 5 1.0 ACI 318-14 Eq.(17.4.5.5b) Nba =Aa.Tk,c.tt.da•ha( ACI 318-14 Eq.(17.4.5.2) Variables TAK.vott(Psi] -- da Iii) her lin.] (in T ,e[PO 2210 0.625 4,000 6.000; 1260 ea5 N(in.) ... e N[in.] c (in,) a s 0,000` 0:000 _._8,731 1.000 Calculations Ctta Lim) _ AN.[in.2] ANee(In 2) _ 8i 19 261.37 ... 11,09� 0.904 kr,�ac ,t, ,,,, ° NYv_.::.: %c a N jb] 1.f100 1 1.000 9 Results Na[Ib] 0a 4) Na[Ib) Nua(lb] _.�..5,_7 0 – 4886 3445 3.3 Concrete Breakout1Strength Ncb =(ANcO/W ed,N W c,N W cp.N Nb ACI 318-14 Eq.(17A.2.1a) 4, Ncb>_Nua / ACI 318-14 Table 17.3.1.1 ANc 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 ed,N = (.1 +2 eN 5 1.0 ACI 318-14 Eq.(17.4.2.4) het W ea,N=0.7+0.3 1.5camhan r15'.0 ACI 318-14 Eq.(17.4.2.5b)• W cp.N =MAX cam' 1.5he,l c 1.0 ACI 318-14 Eq.(17.4.2.7b), Co, cac J Nb =kc X a Vf,half$ ACI 318-14 Eq.(17.4.2.2a) Variables het[in 1__..m eet N(in,) ea,“[in.] ce,aua lin.) 4/ N 4.000 000Q 0.000 6.00 — 1.000 • C [in]....._ _ k5 A a f[pSl] _..._ 8.731 1 1 i 250-0 Calculations A �2) ANcc[in-`j W, to W.52. _ 'V 4.t N,a Imo) w .��.„ 4,^0 . .... . 144,00 1.000 1.000 1,000" 1.000 6 0 Results Noy fib) 4) I,I, 4' N a fib] Nua Iib] 6800 Nt 0 4420 g �4v•.. _..m. Input data and results mast be checked for agreement wdh the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilt!AG,FL-9494 Schaan Hilli is a registered Trademark of Hilti AG,Schaan I.aml ssCALCULATION SHEET ;ec-: Oregon Business Park 1-Bldg-12 DATE: Sep-17 ,Dano: 17-0192 T 4JCTVRAt eSanlrLsats Wall Anchorage E-W ev: sneer. 2.5 Wall Anchorage E-W Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwail= 5.5 in wwaII= 150 pcf hl,ib= 12 ft Wp= 825 plf h;p» 0 ft L1= 140 ft (Minimum Diaphragm Length) <-4-- k, —ka=1+Lf/100= 2,4 (ASCE 41-13,Eq.7-11) use ka= 2 (k,max=2) Fp,roor z,= 24 ft (Height of Anchorage) kh=1/3(1+2*(za/h„))= 1 (ASCE 41-13,Eq.7-12) BSE-AE hazard level(Life Safety). 5x,= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) h„= 24 ft Fp=0.4 S05 kakh X W,= 395 plf (ASCE 41-13,Eq.7-9) Fpm;„=0.2 k,X Wp= 429 plf (ASCE 41-13,Eq.7-10) PSE-2E bazarLevel(Collapse Prevention) 5,0= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 Sos k,kh X Wp= 574 plf (ASCE 41-13,Eq.7-9) Fr,„„1„=0.2 ka X Wp= 330 plf (ASCE 41-13,Eq.7-10) Fp m,x= 574 plfA. 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)/CICS J= 2297 lbf (ASCE 41-13,Eq.7-35) Holdown (Member t): HOU2-SDS2.5(3") Number of Holdowns; 2 Kf= 1.40 (Strength Conversion Factor-IAPMO ER-0130) FHoldown= 2 x 3075 lbf= 6150 lbf (Simpson Strong Tie) Qct=Fholdown*Kf= 8610 Ibf Qa. > (Ito O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.27 (Demand Capactiy Ratio) Use: HDU2-SDS2.5 EA Side at 8 ft O.C. Anchor Embedment: 1= 1 QUF=(Fpmax*S)/C1C2 J= 4593.6 Ibf = 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) Cid. > 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) www.hllti.usProfis Anchor 2.7.3 Company: Page: Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: J Date: 9/19/2017 E-Mail: Specifiers comments: 1 Input data Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 Effective embedment depth: het=4.000 in.(her,ilmn=-in.) Material: 5.8 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2017 l 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,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[lb,in.lb] Z �I±w i o } Y. Y6.125 o - I 'CO j *S *E< € k ff \ s d 4"' O X Input data end results must be checked for agreement wilt,the existing conditions end for plausibility! PROFIS Anchor(c 12003-2008 Hilti AG,FL-9494 Schoen Hill!is a registered Trademark of Hilti AG,Scheen MILT' www.hilti.us Profis Anchor 2.7.3 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No. Phone I Fax: Date: 9/19/2017 E-Mail: 2 Load case/Resulting anchor forces y Load case:Design loads 2. Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y,, 1 2297 0 -- 0 0 ____ 2 2297 0 0 0 . ...._ m i max.concrete compressive strain: [%oj Tension max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 4594[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] 3 Tension load Load Nua[lb] Capacity 4,Nn[lb] Utilization fiN=Nina/41N Status S ee iStrength* — 2297 106 '0 22 ,, —OK"— ........ 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 c *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-3814 • Nsa a Nua AC!318-14 Table 17.3.1.1 Variables Asa,N[in•2] fute[psi] 0.23 72500 Calculations Ns.Db] 16385 . Results Nsa[?J c 40 No[INN...[lb] �8*5 Ct ....__ 10650 97' Input data and reswts must De checked for agreement we?,the ezistdng conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilli AG,FL-9494 Schaa^ Hiiti is a registered Trademark of Hitti AG,Sahaan , • laillilliii '7 ,,,,,0 www.hiiti.usProfis Anchor 2.7.3 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 9/19/2017 E-Mail: 3.2 Bond Strength Nag = (r1N00)W ect,Ne pec2,Na W ed.Wa W co,Ne Nba ACI 318-14 Eq.(17.4.5.1.b) 4, Na, N„„ ACI 318-14 Table 17.3.1.1 AN0 =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 da'It"4" ACI 318-14 Eq.(17.4.5.1d) 1100 ( CNa = 1 W ec,Nai+ eN 5 1.0 ACI 318-14 Eq.(17.4.5.3) V edNa 0.7+0.3 (co,m1n)5 1.0 ACI 318-14 Eq.(17.4.5.4b) , = Cfq, 11/cp,Na=MAX( al'-92-1 5 1.0 ACI 318-14 Eq.(17.4.5.5b) Ow Cac Nba =X a'T k,c•n•d.'haf ACI 318-14 Eq.(17.4.5.2) Variables T katinct[Peg do[in.] be fin.) czi min f(n.j T [psi] 2210 0.625 4,100 e.1.11[In.] ee$,,N iinl ,_ ca.[In.] X II b.000 —(000 - 8.73 1.000 Calculations cm,[in.] ANa[in.2] Am$9 Iin.21 1.4,.$0.1. 8.819 3-52.14 311.09 0.90, t,y 39 p ma.stR AV , , NbailbJ - - 17.1300 17006 - ,$04 gag; Results N,.,(lb] t# N.,fa)] Nu.fib] $128 --- If 8563 - 4594 •=1,,,0 3.3 Concrete Breakout Strength Ncbg '(AANc)W ec,N W ed,N p c,N W cp,N Nb ACI 318-14 Eq.(17.4.2.1b) Neu (I) Naug Nu a ACI 318-14 Table 17.3.1.1 AN0 see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) ANce =9 h,20 ACI 318-14 Eq.(17.4.2.1c) w ec,N .-. (1÷ et„ ,12 )5 1 0 ACI 318-14 Eq.(17.4.2.4) 3 hui can. lif ea,N =0.7+0.3( )5 1.0 ACI 318-14 Eq.(17.4.2.5b) 1.5h.t 4/cp,N =MAX(1--11--"i*,1.5h 31)5 1.0 ACI 318-14 Eq.(17.4.2.7b) CDC an Na =ku"4„\if:h:f5 ACI 318-14 Eq.(17.4.2.2a) Variables her[in.] e ,,,,[in.] 8,"„N(in.] c.,„,,,[in.] if c,N 6:0-60 - -0-00.0 ---- 6:000 Ca,[in.] k,. X. fe[psi) 8.751 -—-17-- - 1.000 2500** Calculations Ar*fin.1 kto 01.2] _ ,oci N tit wan _,,,y.tr4j4 111 tt.,'.. Mg[141 2-11 60- ---* 144.0-0 ' 1:000 1.600 1:500- 1.000 Results Ncaa fib] $concrete $ kthil[ib] Na(lb] 10271 r 6676 4594 - .. Input data and testi&must be checked for agreement with tie ex sting conditions and for plaus Nifty, PROFIS Anchor c j 2003-2009 Hub AG,F1-9494 Schaan 1-,ilii is a registered Trademark of Hilt'AG,Schaan • a CALCULATION SHEET miSus;EcT Oregon Business Park 1-Bldg 12 DATE Sep-17 Jos NO 17-0192 STRUCTURAL ENGINEERS __N-5SubdiaphragtnAnalysis Ps' S.u.EET: 3.1 N-S 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)= 25 ft Subdiaphragm Depth(d)= 16 ft Aspect Ratio(s/d)= 1.563 OK (2.5 max) QUF=(Fp max*S/2)/dC1C2 J= 224 plf (ASCE 41-13,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 15/32"Ply WI 8d @ 6/6/12(2x) Nominal Unit Shear Capacity(v)= 540 plf (NDS Table 4.2A) Cd= 1 (Duration Factor) QCL=v/Cd= 540 plf JUse: 16 ft long x 25 ft wide subdiaphragm I Oa, > Qup O.K. DCR= 0.415 Continuity Tie Fp max= 574 plf ' J= 2 C1C2= 1 Continuity Tie Spacing(s)= 25 ft (effective spacing) ' QUF=(Fp max'S)/C1C2 J= 7178 lbf Continuity Tie Force . r C fri3+1f2-, 2 (`P . ivi-,4 0 2 _ -- 0-52 • CALCULATION SHEET IVINgl la sumo-: Oregon Business Park 1-Bldg 12 GATE. Sep-17 ii-A,40: 17-0192 STRUCTURAL ENGINEERS E-W Subdiaphragm Analysis 6Y: SHEET: 3.2 E-W Subdiaphragm Analysis Fa max= 574 plf 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)= 25 ft Aspect Ratio(s/d)= 0.96 OK (2.5 max) QuF=(Fa max*s/2)/dCiC2 J= 138 Of (ASCE 41-13,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 15/32"Ply w/8d @ 6/6/12(2x) Nominal Unit Shear Capacity(v)= 540 plf (NDS Table 4.2A) Cd= 1 (Duration Factor) QcL=v/Cd= 540 plf (Use: 25 ft Log x 24 ft wide subclialphregro 1 QCL > CIuF O.K. DCR= 0.255 Continuity Tie Fa max= 574 plf J= 2 - C1C2= 1 Continuity Tie Spacing(s)= 24 ft (effective spacing) QuF=(Fa max*5)/C1C21= 6890 lbf Continuity Tie Force N - (pe)- S c ;o • Mmil 1°1II CALCULATION SHEET SVBJELT; Oregon Business Park 1-Bldg_12 HATE. Sep-97 foe No: 17-0192 STRUCTURAL ENGINEERS Pilaster Anchoraa gm g SHEET. 4.1 Pilaster Anchorage Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwell= 5.5 inAppaster= 1.5555556 ft2 wwali= 150 pcf hptlaster= 21.5 ft. ` „ :5p 0� 1, Amb= 155 ft2 W = 2508.3333 Ibf ailaster— i Wp(WIbf wall+W13165 pilaster)= � C Lr= 566 ft (Minimum Diaphragm Length) _ l .. a k,=1+Lr/100= 6.66 (ASCE 41-13,Eq.7-11) use k,= 2 (k,max=2) Wail Elevation(A. tzl z,=hn= 24 ft (Height of Anchorage) kh=1/3(1+2*(zjhn))= 1 (ASCE 41-13,Eq.7-12) 856-16 hazard level(Life Safety) S.= 0.46 g (See Attached USGS Report) 16 X= 1,30 (ASCE 41-13,Tbl''7-2) Fp=0.4 Sos k,kh X Wp= 6298 lbf (ASCE 41-13,Eq.7-9) Fp min=0.2 ke X Wp= 6846 lbf (ASCE 41-13,Eq.7-10) BSE-2E hazard level(Collapse Prevention) *- R S.= 0.87 g (See Attached USGS Report) • 5.5 X= 1.00 (ASCE 41-13,Tbi 7-2) Fp=0.4 Sps k,kh X Wp= 9163 lbf (ASCE 41-13,Eq.7-9) Pian View(Pilaster). Fp,min=0.2 k,X Wp= 5266 Ibf (ASCE 41-13,Eq.7-10) Fp max= 9163 lbf i= 1 (ASCE 41-13,Section 7.5.2.1.2) C1C2= 1 (ASCE 41-13,TbI 7-3) `OF=(Fp max)/C1C2.J= 9163 Ibf (ASCE 41-13,Eq.7-35) to - .1; 6/1— a,,,,,---,y vio)CIC0 k 5 i (e..- 1 c 3/ 4 I (coycr, ii 7f?)/fe.,..) � 1-74 . i) '� ': ,, ! I `'yck ': ,� 4 ;?2.)i ' 1 I • 1MI CALCULATION SHEET Lil SUBJECT: Oregon Business Park 1-Bldg 12 Br-E: Sep-17 ,OB No: 17-0192 ST%UC71N.At ENNEINEt KS Pilaster Anchorage li 9rSHEET: 4.2 Pilaster Anchorage f,, i;�,,,n -_ , Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 (; Check Thru Bolt to Existing Wall: 1 ['I 7 1.Sh.,. ()or= 9163 lbf �' mow.,,,. ,..W...- ._ ANC=(e.,*t.5h„)(2x 1.5h.r) Check Cory tete BreakoutStrengtt( (ACI 318 Sec.17.4.2.1) it c,f<1.5h,, hef= 5.5 in (embedement depth=wall thickness) f'c= 2500 psi (existing concrete strength) " '1 1 1 6r ”` k.= 17 (ACI 318 Sec.17.4.2.2a) Ase Xa= 1 (ACI 318 Sec.17.2.6) 1,6 ' ./ Nb=kc?c(\if'c)*(hefLs)= 10964 lbf (ACI 318 Sec.17.4.2.2a) 1 $ s v .. ANco=9*hef2= 272.25 in2 7«5)sr 4 of Bolts/Conn= 1 , ._. U of Connections(n)= 2 `` ' --Aft:,(c„ +is.—1.5h,,)(2 x 1,5 harp Beam Width= 6.75 in2 - if c„.{1.5h,r,.:tr d s,.<3h., Holdown Cl.= 1.25 in si= NA Cal min= 6 in (minimum side edge distance) Cat min= 8.25 in (minimum top edge distance) ANC= 235.13 in2 }}ro glec,N= 1.00 (ACI 318 Sec.17.4.2.4) f yp�{ ,v�i ____ ,5h�r Ted.N= 0.92 (ACI 318 Sec.17.4.2.Sa,b) .. ”"T``" c.N= 1.00 (ACI 318 Sec.17.4.2.6) - r, > Pcp,N= 1.00 (ACI 318 Sec.17.4.2.7a,b) h«. ,, Ncbe=(ANcJANeo)'Vec,N'Ved,N EVc,N Pcp,N Nb= 8694 lbf socm..wi:i.'=i trtegUre Pane (IP= 1.0I �t Oa per anchor=(Webs= 8694.1 Ibf per anchor , • ; ,a , ; 1 rh,,: QcE per connection=,Ncbg*n= 17388 lbf per connection QCL < Qur O.K. , c� .. DCR= 0.53 ( .w 1 Sh,,, t Sher.,._, .1 A,44„—i2 x 1.513,r)x(2 x 1.511,,,) Sh,,,<