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Specifications (21) tO JUL 3 0 2018 { .3 .:..F 3 G R Ui STRUCTURAL CALCULATIONS for Voluntary Seismic Strengthening Oregon Business Park 1 -Bldg 4 16332-16358 SW 72nd Avenue Tigard, Oregon for Pacific Realty Associates, LP 15350 SW Sequoia Parkway, Sutie 300 Portland, Oregon 97224 by MHP, Inc. Structural Engineers R T u;q Long Beach, California s 90 PRO, k. G%NFF s% "48PE . ' - July 27, 2018 MHP JN: 17-0192-00 , FTy D 0 I EXPIRATION DATE: 12-31-18 mi STRUCTURAL. ENGINEERS CALCULATION SHEET SUBJECT: Voluntary Seismic Strengthening DATE Jul-18 JOBND: 17-0192 Oregon Business Park 1 -Bldg 4 BY: SHEET: STRUCTURAL ENGINEERS Table of Contents Section Page No. GENERAL Scope of Work ---- 1.1 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 Pilaster Anchorage 4.1 -4.2 Re-entrant corner 5.1 -5.5 CALCULATION SHEET MEI SUBJECT Voluntary Seismic Strengthening DATE Jul-18 JOB No: 17-0192 STRUCTURAL ENGINEERS .,. Oregon Business Park1 -Bldg 4 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] • • CALCULATION SHEET . mi a SUBJECT: Oregon Business Park 1-Bldg 4 DATE: Jul-18 JOB No: 17-0192 STRUCTURAL ENGINEERS Wall Anchorage N-S BY: SHEET: 2.1 Wall Anchorage N-S Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwall= 5.5 in w,5= 150 pcf htfb= 12 ft Wp= 825 plf hp= 0 ft Lf= 369 ft (Minimum Diaphragm Length) 4- k,=1+4/100= 4.69 (ASCE 41-13,Eq.7-11) 4, , use k,= 2 (k,max=2) za= 24 ft Fp.,00f (Height of Anchorage) kh=1/3(1+2*(z,/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,Tb)7-2) h„= 24 ft Fp=0.4 Sas kakh X Wp= 395 plf (ASCE 41-13,Eq.7-9) Fp,min=0.2 lc,X Wp= 429 plf (ASCE 41-13,Eq.7-10) BSE-2E hazard level(Collapse Prevention) S.= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 Sps 10E9 X W9= 574 plf (ASCE 41-13,Eq.7-9) Fp,min=0.2 ka X Wp= 330 plf (ASCE 41-13,Eq.7-10) • Fp..= 574 plf A 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 maa*S)/C1C2 J= 1723 Ibf (ASCE 41-13,Eq.7-35) Holdown (Member t): HDU5-5D52.5(3") Number of Holdowns: 1 Kf= 1.40 (Strength Conversion Factor-ESR-2330) FHodown= 1 x 5645 lbf= 5645 lbf (Simpson Strong Tie) QCL=Fholdown*Ke = 7903 Ibf gm > Qua O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.22 (Demand Capactiy Ratio) 'Use: HDU5-SDS2.5 at 6 ft O.C. Anchor Embedment: J= 1 Qv=(F0,n *s)/C1C2 J= 3445 Ibf •= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 Ibf (Profis) Min Embedment= 4 in (Profis) Bond Strength(Nag)= 7517 lbf (Profis) Breakout Strength(Ncbg)= 6800 Ibf <--Qci (Profis) O.K. 5/8"Dia.with HIT-RE S00 V3 Epoxy OaDCR= 0.51 Use: Min Embedment 4" (See attached Profis Calcualtion for Threaded Rod in Concrete) E■■III1101.1111.1I www.hilti.us Profis Anchor 2.7.3 2 z- ' Company: �--_---- Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 7/10/2018 E-Mail: Specifier's comments: ^-- ,�3 Ror_t_t J Ai- 1 Input data Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 42821. 1111111111111... Effective embedment depth: hetact=4.000 in.(hefsr--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,fc'=2500 psi;h=5.500 in.,Temp.short/long:32/32"F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Geometry(In.]&Loading(lb,in.ib] Z co y.� • Y- co "r rr At\ r r - a aY , X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HOU AG,FL-9494 Schwan Hill is a registered Trademark of Hill AG,Scheer 1■0IIL6TI 7 vwrw.niiti.us Profis Anchor 2.7.3 2.3 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: i Date: 7/10/2018 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 3445 0 0 0 max.concrete compressive strain: -[%s] 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 Pb] 3 Tension load Load N.[Ib] Capacity‘Nn[lb] Utilization DN=N„atI Nn 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. =ESR value refer to ICC-ES ESR-3814 4 Nees Nun ACI 318-14 Table 17.3.1.1 Variables Ase.N f •2] fut.[psi] 0.23 72500 Calculations Nf1(Ib] 16385 Results N.[Ib] + N.[Ib] Nu,[Ib] 18385 040 10650 3445 Input data and results must be checked for agreement with the existing conditions and for plausibility! — — — PROFIS Anchor(c)2003-2009 HiS AG,FL-9494 Schean Hitti is a registered Trademark of Hike AG,Schwan P11LAT I J www.hilti.us Profis Anchor 2.7.3 2.`7 • Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 7/10/2018 E-Mail: 3.2 Bond Strength AN Na =(-- IA w ed W a,,Na Nba ACI 318-14 Eq.(17.4.5.1a) 4 Na k Nue ACI 318-14 Table 17.3.1.1 Abb. =see ACI 318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b) ANao =(2 cN0)2 ACI 318-14 Eq.(17.4.5.1c) cm, =10 da ti i00 ACI 318-14 Eq.(17.4.5.1d) 1 W./.14,= (1 + eN)5 1.0 ACI 318-14 Eq.(17.4.5.3) CNa W ed,Na=0.7+0.3(oa.ee)5 1.0 ACI 318-14 Eq.(17.4.5.4b) CNa w cp.Na=MAX(cCac°anin'cCec s)5 1.0 ACI 318-14 Eq.(17.4.5.5b) Nba =X a'T 2,2'IT'da'het ACI 318-14 Eq.(17.4.5.2) Variables T k,c.uncr[Psi] da[in.] hal[in.] Ca.min[in.] T k,c[Psi] 2210 0.625 4.000 6.000 1260 ec1,N[in.] ec2.N[in.] cac[In.] a,a 0.000 0.000 8.731 1.000 Calculations cm,[in.] ANa[in.2] A,..o[in.2] w ed.Na 8.819 261.37 311.09 0.904 W ec1,Na W ec2,Na W cp,Ne Nbe[ib) 1.000 1.000 1.000 9896 Results Na[Ib] bc, 4 N.[ib] N.[Ib] 7517 u': t 4886 3445 10 1 0 3.3 Concrete Breakout Strength ANc Nab =(A )W ed,N W c,N W cp,N Nb ACI 318-14 Eq.(17.4,2.1a) 4 Nth i Nu„ ACI 318-14 Table 17.3.1.1 A, see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) A =9 hl ACI 318-14 Eq.(17.4.2.1c) 1 W ac,N = (1 e)5 1.0 ACI 318-14 Eq.(17.4.2.4) 3 h W ed,N=0.7+0.3(;76711.4f)5 1.0 ACI 318-14 Eq.(17.4.2.5b) W cpm - f _MAX(cacac '—mil+ 1,ceC5hef)5 1.0 ACI 318-14 Eq.(17.4.2.7b) Nb =kc A a hefs ACI 318-14 Eq.(17.4,2.2a) Variables ha,[in.] _ ec1,N(in.) e, ,,,[in.] comb,Om] w c,N 4.000 0.000 0.000 6.000 1.000 cac[in.] Ice Jl a fo(Psi) 8.731 17 1.000 2500 Calculations ANc De) A, [in.2) w ac1,N w..2.N w ed,N W*IPA Nb[Ib] 144.00 144.00 1.000 1.000 1.000 1.000 6800 Results Nth[Ib] 44 Na[Ib] N.[Ib] 46800 c-- g1 0 4420 3445 r Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Milk AG,F1-9494 Schwan Milo is a registered Trademark of Milk AG,Schwan CALCULATION SHEET . mi a SUBJECT: Oregon Business Park 1 Bldg 4 DATE: Jul-18 JOB wo: 17-0192 STRUCTURAL ENGINEERS Wall Anchorage E-W g eT: SHEET2.5 Wall Anchorage E-W Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dw,E= 5.5 in wwaH= 150 pcf hob= 12 ft W,= 825 plf hp= 0 ft If= 120 ft (Minimum Diaphragm Length) ill 4- ka=1+4/100= 2.2 (ASCE 41-13,Eq.7-11) • use k,= 2 (k,max=2) Fa.rooF za= 24 ft (Height of Anchorage) kh=1/3(1+2•(z,/h,))= 1 (ASCE 41-13,Eq.7-12) BSE-1E hazard level(Life Safety) Su= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) h„= 24 ft F9=0.4 Sps kakh X Wp= 395 plf (ASCE 41-13,Eq.7-9) Fp,,i,=0.2 ka X W9= 429 plf (ASCE 41-13,Eq.7-10) BSE-2E hazard level(Collapse Prevention) S, = 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) F9=0.4 Sps kakh X W9= 574 plf (ASCE 41-13,Eq.7-9) Fp,m;n=0.2 k,X W9= 330 plf (ASCE 41-13,Eq.7-10) V F9,„„= 574 plf A 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 ma,•s)/C1C21= 2297 lbf (ASCE 41-13,Eq.7-35) Holdown (Member t): HDU2-SDS2.5(3") Number of Holdowns: 2 Kf= 1.40 (Strength Conversion Factor-IAPMO ER-0130) FMoldown= 2 x 3075 lbf= 6150 lbf (Simpson Strong Tie) Qa=Flroidown'Kf= 8610 lbf Qa > Our O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.27 (Demand Capactiy Ratio) (Use: HDU2-5052.5 EA Side at 8 ft O.C. I Anchor Embedment: J= 1 Qin=(Fp maws)/CEC21= 4593.6 lbf V= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 lbf (Profis) Min Embedment= 4 in (Profs) Bond Strength(Nag)= 10128 lbf <---Governs (Profis) Breakout Strength(Ncbg)= 10271 lbf (Profis) Qa > Qu9 O.K. Use: 5/8"Dia.with HIT-RE S00 V3 Epoxy DCR= 0.45 Min Embedment 4" (See attached Profis Calcualtion for Threaded Rod in Concrete) www.hliti.us Profis Anchor 2.7.3 Company: Page: 2 Specifier. Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 7/10/2018 E-Mail: 2 Load case/Resulting anchor forces A y Load case:Design loads 02 Anchor reactions[Ib] 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 1>x max.concrete compressive strain: -[16.] Tension max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 4594[lb] resulting compression force in(xy)=(0.000/0.000):0[ib] 01 3 Tension load Load Nu,[Ib] Capacity$N„[ib] Utilization p"s,N„./$N„ Status Steel Strength* 2297 10650 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 'anchor having the highest loading "anchor group(anchors in tension) 3.1 Steel Strength =ESR value refer to ICC-ES ESR-3814 • N„z N. ACI 318-14 Table 17.3.1.1 Variables As.N Cn?] fw.[Psi] 0.23 72500 Calculations N„[Ib] 18385 Results N.[lb] 40 g..1 $ N.,[lb] Nua[Ib] 9,Trob 10650 2297 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HMI AG,FL-9494 Schwan Hild is a registered Trademark of Hai AG,Schwan 78 !yI`T ! www.hiltl.us Profis Anchor 2.7.3 Company: Page: 3 Project: Specifier: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 7/10/2018 E-Mail: 3.2 Bond Strength Nag =(Awo)W teeter;W ec2,Na W ed,Na W cp.Na Nb. ACI 318-14 Eq.(17.4.5.1.b) m N,o i N. ACI 318-14 Table 17.3.1.1 AN, =see ACI 318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b) AN.o =(2 c+142 ACI 318-14 Eq.(17.4.5.1c) cNe =10 da1100 ACI 318-14 Eq.(17.4.5.1d) 1 W'ex.=( Ti ) 5 1.0 ACI 318-14 Eq.(17.4.5.3) CMG 41.0.=0.7+0.3(9G+ /5 1.0 ACI 318-14 Eq.(17.4.5.4b) 41„,,N,=MAX( )51.0 ACI 318-14 Eq.(17.4.5.5b) Ni. =A,•tg,c•ir•d,•h,1 ACI 318-14 Eq.(17.4.5.2) Variables I k.c,uner(Psi] d,[in.] her[in.] Ca,..lin.] t lye IPsi] 2210 0.625 4.000 6.000 1260 ect,N[in.] ec2,N[in.] c..[in.] A a 0.000 0.000 8.731 1.000 Calculations CNa[in.] _AN.[in.2] ANao(in.2] 91 ed,Na 8.819 352.14 311.09 0.904 W ec1,Na W.02,Na W cp,N. Nb.[Ib] 1.000 1.000 1.000 9896 Results Nag[Ib] 0 bond 0 N.p[lb] N.[ib] 10128 Lo 6583 4594 3.3 Concrete Breakout Strength = ANe N Wro ((ANCO/1 W ec,N W ed,N W c,N W ap,N Nb ACI 318-14 Eq.(17.4.2.1b) \• $ Nd,,a N. 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 hl ACI 318-14 Eq.(17.4.2.1c) 1 yrac,N = 1 e)51.0 ACI 318-14 Eq.(17.4.2.4) 3 he W ed,N =0.7+0.3(1.5hce a'in,t)5 1.0 ACI 318-14 Eq.(17.4.2.5b) W op,n =MAX(c ,1.5h.,)5 1.0 ACI 318-14 Eq.(17.4.2.7b) Nb =kc Aa Ifirb hNs ACI 318-14 Eq.(17.4.2.2a) Variables hat lin.] em.N[in.] ec2,N[in.] C.,`nin Dm) W c,N 4.000 0.000 0.000 6.000 1.000 Caa[in•] k. X. fc(Pail 8.731 17 1.000 2500 Calculations Al.(in 2] ANca line] W.ate W ec2,N W ed,N W w,N Nb[Ib] 217.50 144.00 1.000 1.000 1.000 1.000 6800 Results Ncbg[Ib] 1 concrete i Ncbg[lb] N.[lb] 10271 0 6676 4594 '. I. o input dale and results must be checked fat agreement with the existing conditions and for plawibiltyl PROFIS Anchor(c)2003-2009 1410 AG,FL-9494 Schwan Hilli is a registered Trademark of Hai AG,Schaan CALCULATION SHEET miSUBJECT: Oregon Business Park 1-Bldg 4 DATE: Jul-18 ,os No: 17-0192 STRUCTURAL ENGINEERS N-S Subdiaphragm Analysis BY. SHEET: 3.1 N-S Subdiaphragm Analysis FD 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)= 25 ft Subdiaphragm Depth(d)= 11.33 ft Aspect Ratio(s/d)= 2.207 OK (2.5 max) `WF=(FD max*s/2)/dC1C21= 317 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) Ca= 1 (Duration Factor) Qu=v/Cd= 640 plf 'Use: 11.33 ft long x 25 ft wide subdiaphragm I Qa > QUF O.K. DCR= 0.495 Continuity Tie Fp ma,(= 574 plf 1= 2 C1C2= 1 Continuity Tie Spacing(s)= 24.67 ft (effective spacing) QUF=(F,,max"s)/C1C21= 7083 Ibf Continuity Tie Force Holdown (Member t): HDU5-SDS2.5(3") Number of Hoidowns: 2 Kf= 1.40 (Strength Conversion Factor-ESR-2330) FHoldown= 2 x 5645 Ibf= 11290 Ibf (Simpson Strong Tie) Qa=Fhwdown'Kf= 15806 Ibf Qa > QUF O.K. (ASCE 41-13,Eq. 7-37) DCR=0.448 (Use: HDU5-SD52.5 EA Side USS 5i,v 'J Cm S"t l2 c-ficite CALCULATION SHEET SUBJECT: Oregon Business Park 1-Bldg 4 DATE: Jul-18 JOB NO. 17-0192 STRUCTURAL ENGINEERS E-W Subdiaphragm Analysis er: SHEET: 3.2 E-W Subdiaphragm Analysis Fo 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 ft Subdiaphragm Depth(d)= 24.75 ft Aspect Ratio(s/d)= 0.97 OK (2.5 max) QuF=(F0 maxis/2)/dC1C2 J= 139 pif (ASCE 41-13,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 19/32"Ply w/l0d @ 6/6/12(2x) Nominal Unit Shear Capacity(v)= 640 plf (NDS Table 4.2A) Ca= 1 (Duration Factor) Qci=v/Ca= 640 pif IUse: 24.75 ft long x 24 ft wide subdiaphragm I QCL > QUF O.K. DCR= 0.218 Continuity Tie Fo max= 574 pif J= 2 C1C2= 1 Continuity Tie Spacing(s)= 24 ft (effective spacing) Qt>F=(Fp max's)/C1C2 J= 6890 lbf Continuity Tie Force Holdown (Member t): HDU5-SOS2.5(3") Number of Holdowns: 2 Kf= 1.40 (Strength Conversion Factor-ESR-2330) FHolaown= 2 x 5645 lbf= 11290 lbf (Simpson Strong Tie) Qct=Fholaown*Kt= 15806 Ibf Q . > QUO O.K. (ASCE 41-13,Eq. 7-37) DCR=0.436 (Use: HDU5-SD52.5 EA Side C'- JA-+ CM po►-s u5 - 1✓h ,.— (totz. 'nS, PS0 (:),C6,Ca° s4- a2 SlYW - • CALCULATION SHEET MI a SUBJECT. Oregon Business Park 1-Bldg 4 DATE: JuI-18 JOB No: 17-0192 STRUCTURAL ENGINEERS Pilaster Anchorage BY: SKEET: 4.1 Pilaster Anchorage Basic Performance Objective of Existing Buildings(BPOE)perASCE41-13 d,,„4= 5.5 in Ap,i,.w= 1.3333333 ft2 wwaM= 150 pcf hWNster= 21 ft ,,,, w. � r ,� Auk= 160 ft2 Wp5a:ter= 2100 lbf `'e J< , W,(WwaA+WDxartcr)= 13100 lbf Lf= 369 ft (Minimum Diaphragm Length) „ :i ?!.44.";,. k,=1+Lf/100= 4.69 (ASCE 41-13,Eq.7-11) use k,= 2 (k,max=2) Wall Elevation(A,,,Jj z,=hn= 24 ft (Height of Anchorage) kh=1/3(1+2*(zJh„))= 1 (ASCE 41-13,Eq.7-12) BSE-1E hazard level(Life Safety) 5„= 0.46 g (See Attached USGS Report) 16 X= 1.30 (ASCE 41-13,Tbl 7-2) F9=0.4 SOS kakb X Wp= 6267 lbf (ASCE 41-13,Eq.7-9) Fp,,,d„=0.2 k,X Wp= 6812 lbf (ASCE 41-13,Eq.7-10) 7 raml17BSE-2E hazard level(Collapse Prevention! 5.5 Su= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 SOS k,kh X Wp= 9118 Ibf (ASCE 41-13,Eq.7-9) Plan View(Pilaster) Fp„iD=0.2 ka X Wp= 5240 lbf (ASCE 41-13,Eq.7-10) Fpm,a= 9118 Ibf J= 1 (ASCE 41-13,Section 7.5.2.1.2) C5C2= 1 (ASCE 41-13,Tbl 7-3) Qui=(Fp ma /C1C2 J= 9118 Ibf (ASCE 41-13,Eq.7-35) 3l(c.,o,o1E )‹ IA ° S L Ci (.3„_ °,,,z,„, ,,, ,,,,p)(-3(0 .,, (z) s9 ) — ,1/4/i c.,.., , CQu - ,/ cSc.h.. 0, ') 23 --nzx (2, , „I, cxJ)S -6 ( 1,f)c,/ „ 4w) AOLA- "E7/ ✓ 0,COC — N D C— . 1) 4 . 2. (0/1) t-- x,32. (% (174 CONV� A,6J 31' ,/ (tAd°12".* ;�C, O.2 q CALCULATION SHEET aSUBJECT: app - �� L" DATE: JOB NO: f7-0/?2-CO STRUCTURAL ENGINEERS BY: SHEET: 'c# C,4 7 - o.02o(2‘rf).211r-_ 0.2z c(CZ Cw. 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