Loading...
Specifications CALCULATION SHEET UJCT Voluntary Seismic.Strengthening CATEMay-18 jos . 17-0192 STRUCTURAL ENGitVE ERS ____. _......... Oregon Business Park 1 Bldg d. SHFFT Table of Contents Section Pare 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 CALCULATION SHEET miSUOECT: Voluntary Seismic Strengthening OA-E: May-18 Y dos No 17-0192 STRUCTURAL ENGINEERS Oregon Business Park 1 -Bldg_2 Oregon ..... ........__. 8Y: 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] 1/3/2018 Design Maps Summary Report %- Ea, " ' ` Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-1E (which utilizes USG5 hazard data available in 20G3) Site Coordinates 45.40306°N, 122.74696°W Site Soil Classification Site Class D - "Stiff Soil" .. _ X314, , Beaverton .17:: aqo g � t Lake SWeCLg 1 a y �� t 'at1 T F • Oregon Ci. -, „ c1JV ilt*rCl 4s.c .' • USGS-Provided Output Ss,20/50 0.291 g Sxs,BSE-1E 0.456 g 0.109 g SX1,B5E-1E S1,20/50 0.259 g c.'„:"•., e n, •X.M, .Y Although this informan i5 a product cithe U.S.Gealogica€Sr.:;icy.Ove pro ide no warranty, e ressed ar impl ed,as to the accuracy of the data cantacontainedtherein.This foal is nota substitute for tac!?nic.I subject mattci knowledge. https://earthquake.usgs.gov/cn 1/designmaps/us/summary.php?template=minimal&latitude=45.403056&longitude=-122.746955&siteclass=3&riskcateg... 1/1 1/3/2018 Design Maps Summary Report -ZUSGS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 41-13 Retrofit Standard, 8SE-2E (vlhidi utilizes USGS hazard data eva'iable in 2008) Site Coordinates 45.40306°N, 122.74696°W Site Soil Classification Site Class D - "Stiff Soil" eaverton 10 Tigard, If Lake Oswego _ at!trio, Sherwood Oregon O ty Nmohpra USGS-Provided Output 55,5/so 0.703 g Sxs,BSE-2E 0.870 g 51,5/50 0.306 g SX1,BSE-2E 0.548 g i t co it 5 e u n Vu S r 'r u'rt •a;$ ks 4, :; •, :t) Aitho,ign tris information is a prcduet cf the U.S.'veologic4 i Survey, we provide no warranty, expressed or irr:ptied,as to the accuracy of the data contained therein. 1this tool is not a su.st lute for tethnicat subject-matter knowledge, https.//earthquake.usgs.gov/cn 1/designmaps/us/summary.php?template=minimal&latitude=45.403056&longitude=-122.746955&siteclass=3&riskcateg... 1/1 • • CALCULATION SHEET mia SU9;t<:: Oregon Business Park 1-Bldg 2 D1,-;, May-18 ;oa No: 17-0192 sTai.t(TURALtracfraEEV Wall Anchorage N-S gv: 5.1E-ET- 2.1 Wall Anchorage N-S Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-23 dwail= 5.5 in wwaii= 150 pcf hcrib= 12 ft Wp= 825 plf hp= 0 ft Lf= 139.5 tt (Minimum Diaphragm Length) ka=1+Lf/100= 2.395 (ASCE 41-13,Eq.7-11) A use ka= 2 (ka max=2) Fp o0 za= 24 ft (Height of Anchorage) kh=1/3(1+2*(2a/hn))= 1 (ASCE 41-13,Eq.7-12) BSE-1E hazard level(Life Safety) Sxs= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) hn"" 24 ft Fp=0.4 5ps kakh X Wp= 395 plf (ASCE 41-13,Eq.7-9) Fp,min=0.2 ka 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,Tbf 7-2) Fp=0.4 SDs kakh 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) t Fp max= 574 plf - J= 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= 2297 lbf (ASCE 41-13,Eq.7-35) Holdown (Member t): HDU2-5D52.5(3") Number of Holdowns: 2 Kf= 1.40 (Strength Conversion Factor-ESR-2330) FHoldawn= 2 x 3075 lbf= 6150 lbf (Simpson Strong Tie) Qct=Fhoidown*Kf = 8610 Ibf Qa > Qup 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: J= 1 QUF=(Fp max*S)/C1C2.1= 4594 Ibf 4= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 Ibf (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) www.hilti.us Profis Anchor 2.7.3 Company Page 1 'j r Specifier, Project: Address Sub-Project I Pos.No.: Phone 6 Fax:: I Date: 5/21/2018 E-Mail: • Specifier's comments: TA /C- 1 Input data .04.01.1 water% Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 Effective embedment depth: her,aot=4.000 in.(h.,,,;,_-In.) Material: 5.8 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2017 11/1/2019 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,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[ib,in,ib] i } - 1 0 6,125 10 441 ' e10- Input dura nerd results mint be chanced ter agreement wet the exleting r argliSona and far plauslbilllyt PROFIS.Ancher I c y 2803-2OO9 Hill AG,FL-9=154 Scna n Hilti is a-registered Trademark orf 111 AG,Schaan • www.hilti.usProfis Anchor 2/.3 Company: Page: 2 Specifier: f'ro]ect: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 5/21/2018 E-Mail: 2 Load case/Resulting anchor forces f »-.. ---- Load case:Design loads , 2 Anchor reactions[Ib] [ 1' Tension force:(+Tension,-Compression) s` i Anchor Tension force Shear force Shear force x Shear force y -__ .._2297.......,___ ._.. _.._ _._._._ 0 0 2 2297 0 0 0 Tension max.concrete compressive strain: -[%o] 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] 5 v 1 3 Tension load Load N,,,[lb] Capacity 4 Nn[Ib] Utilization iN=N,,,/4,Nn Status Steel Strength' 2297 10650 22 OKW 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 Naa =ESR value refer to ICC-ES ESR-3814 4 Nga a Nua ACI 318-14 Table 17.3.1.1 Variables A$8,N[in.2] feta[psi) 0.23 72500 Calculations Nsa[lb] 16385' Results Nsa[ib] ..__ (I;ataa, 4a Ns.[lb] _. _.:. N..(lb] 16385 0 10650 2297 Input data and rest.ets must ne checked,or agreement wt.:the existing cond.hhens and for pleus bitityt PROFIS Anchor{c)2003-2009 Hilo AG,FL-9494 Schaan Hiiti:s a registered Trademark of Hint AG.Schaan . 111114111116111111111 ' www.hilti.us Profis Anchor 2.7.3 .1 d Company: Page: 3 Spocifior: Project: Address: Siih-Prnjprt I Pos No' Phono I Fax: I Date: 5/2112018 E-Mail: _......_ • 3.2 Bond Strength Nag =(2:\IJI)Vii 'N Y 2N MikkiN W m Nh Anoo ec a ec, 8 ....,.8 Cp,.8 _a ACI 318-14 Eq.(17.4.5.1.b) . 4) Nag a N.a 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) ANa0 =(2 cNa)2 ACI 318-14 Eq.(17.4.5.1c) cNa =10 da ;•"\r:FTIZ) ACI 318-14 Eq.(17.4.5.1d) 1 Iii ec,Na= (1 + eN 5 1.0 ACI 318-14 Eq.(17.4.5.3) cll. ‘1,adj.,.=0.7+0.3(c.;n14,:n)5 1.0 ACI 318-14 Eq.(17.4.5.4b) Cno kV cp.Na=MAX(a ,n. ONa—)5 1.0 ACI 318-14 Eq.(17.4.5.5b) cat Gt.; Nb, =X.a•T k.c*Tr.da'hat ACI 318-14 Eq.(17.4.5.2) Variables T k,, c uncf[Psi] da[in.] hat[in.] ._ ;.m,,,,,[in] t ke[psi] 2210 0.625 4.000 --TOO""-- -'-'1. 60 pc,,N pm] eaz,N[in.] cat[in.] X,a 0.066--- --"0.000 "--.-031 — al:666----- Calculations Cha[in.] AN.[in.2] ANgi[in.2) y edNam 8.819 352.14 311.09 0.904 Kpcl,p,Ja , ,V,ec2.14a , y,cp.N. Naa[lb] 1.000 1.000 1.000 9896 - Results _ __! pb] 11,bon) t 1,2111b] Naa(lb] - Z1141 ii ..,0 6583 ' 4594 4 el.0 3.3 Concrete Breakout Strength AN Nog =(ITS)V ec,N y ON V c,N 4,cp.N Nb ACI 318-14 Eq.(17.4.2.1b) t-tNott 4) Nog 1.Naa 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) Nato =9 N2g ACI 318-14 Eq.(17.4.2.1c) 1 4/8,,N = (1 2 0)5 1.0 ACI 318-14 Eq.(17.4.2.4) +3 he CA mat) Iii ed,N =0.7+0.3( , 5 1.0 ACI 318-14 Eq.(17.4.2.5b) 1,5110 tv cp,N =mAxicl, Ln _s 1___ 2-I )5 1.0 ACI 318-14 Eq.(17.4.2,7b) k ot c„c i Nt =ka X.a\ITa hlai5 ACI 318-14 Eq.(17.4.2.2a) Variables lief[in.] eal,N[in.] ec2,N[in.] cara,a:in.] 41a N 4.000 0.000 0.000 6.000 1.000 Coc[in.] k, X a ft[psi] 8.731 17- 1.000 2500 Calculations ANN[in.2) ANco[in.21 tlf eci,N iti eiiZ,N41.5.1,N Nb[lb] ---217.50 144.00 1.000 1.000 1.000 1.000 6800 Results [lb] 0) lereto Ilt N,b,jib) Na,fib] LQ2D. I ,..0 8676 ""a--48941 m„.... Input data and resugs must be checked for agreement with the existing conditors and for olaus bility! PROFIS Anchor(c)2003-2009 Hilii AG,F--9494 Schaan Hag is a registered Trademark of-bib AG.Schaan CALCULATION SHEET • IVHMM Si;a)EC, Oregon Business Park 1-Bldg 2 o.+re: May-18 ;ae!,o 17-0192 tiePfiila ni FA.^tAtFcpC Wall Anchorage C-W uv: ,Htz I: 2.5 Wall Anchorage E-W • Basic Performance Objective of Existing Building;(BPOE)per ASCE41-13 dwall= 5.5 in wwan= 150 pcf h,„b= 12 ft Wp- 825 plf h,= 0 ft L, 393 ft (Minimum Diaphragm Length) F4-- k,=1+L,/100= 4.93 (ASCE 41-13,Eq.7-11) use k,= 2 (k,max=2) z,= 24 ft (Height of Anchorage) kh=1/3(1+2'(z,/h„))= 1 (ASCE 41-13,Eq.7-12) B5E-1.hazard'level-(Life Safety) S,,= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) h„= 24 ft Fp=0.4 Sos k,kh X Wp= 395 plf (ASCE 41-13,Eq.7-9) F,.„,,„=0.2 k,X We= 429 pif (ASCE 41-13,Eq.7-10) BSE-2E hazard level(Collapse Prevention): 5z,= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 Sos k,kn X Wp= 574 plf (ASCE 41-13,Eq.7-9) Fp,,„„=0.2 ka X Wp= 330 plf (ASCE 41-13,Eq.7-10) Fpmaz= 574 plf J= 2 (ASCE 41-13,Section 7.5.2.1.2) C5C2= 1 (ASCE 41-13,Tbl 7-3) Anchor spacing(s)= 6 ft QUF=(Fp maz*s)/C1C2 J= 1723 Ibf (ASCE 41-13,Eq.7-35) Holdown (Member t): HDUS-SDS2.5(3") Number of Holdowns: 1 Kf= 1.40 (Strength Conversion Factor-IAPMO'ER-0130) FHaidown= 1 x 5645 lbf= 5645 lbf (Simpson Strong Tie) QC:=Fho down*K,= 7903 Ibf Q . > QuF O.K. (ASCE 41-13,Eq. 7-37) OCR= 022 (Demand Capactiy Ratio) User HDU5-50S2.5 at 6 ft O.C. Anchor Embedment: J= 1 QUr=(Fp,,,,, s)/C1C2 J= 3445.2 lbf 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 lbf <---Qcl (Profis) QCL > 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) www.hflti.us Profis Anchor 2.7.3 Company: Page: 1 Specifier: Project: (_ Address. Sub-Project I Pos.No.: 'kJ Phonc I Fax l Doto: 6/21/2018 E-Mail: • Specifler's comments: _- e01— _._.... _... • 1 Input data ��. Anchor type and diameter: HIT-RE 500 V3+HAS 5/85,x. Effective embedment depth: hef,ad=4.000 in.(he1,ilmit=-in.) Material: 5.8 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2017 11/1/2013 Proof: Design method ACI 318-14/Chem Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500, =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 ti V CO „, is may,. Input data and results must be checked for agreement with the existing conditions and for„tausib irty? PROFIS Anchor(c)2003-2009 H hi AG,FL-9494 Schoen Hf3t io a registered Trademark of H:ltt AG,Schean • www.hllti.us Profis Anchor 2.7.3 Company: Page: 2 Specifier: Project: Address: Sub-Project i Pos.No.: Phone I Fox: 1 Date: 5/21/2018 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 max.concrete compressive strain: -[%a] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0-00010.000): 0[Ib] resulting compression force in(xly)=(0.000/0.000):0[Ib] 3 Tension load Load Nua[Ib] Capacity 4 N„[Ib] Utilization =Nua/�Nn Status Steel Strength* 3445 X50 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 Nsa =ESR value refer to ICC-ES ESR-3814 (p Nsa 2 Nun ACI 318-14 Table 17.3.1.1 Variables futa[Psi] 0.23 '—'7600 '— Calculations Nsa[Ib]__ 16385 Results Nsa[Ib]. sisal ....m. Nsa[Ib] ......:.........m.._.._..�N.-..ue[Ib....] 10365 $ ;O 10650 3445 40...•.•;,..1‘. • Input data and results must be checked for agreement With the west,ng conditions and for pfausibtlity' PROFIS Anchor(c)2003-2009 Hilti AG.FL 9494 Schwan HUh is a;op stereo 7radamark of Hill)AG,Schwan 11141111.111191111141111.1111911T[ ' www.hllti.us Profis Anchor 2.7.3 Company: Page: 3 Specifier: Project: N Address: Sub-Project I Pos. No. fr.-4 Phone 1 Fax: ( Date: 5/21/2018 E-Mail: • 3.2 Bond Strength Na = Aa")lY ed,Na cp,Ne Nba ACI 318-14 Eq.(17.4.5.1a) Na6 1 4 Na a 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) ANaO =(2 cNa)2- ACI 318-14 Eq.(17.4.5.1c) cr.. =10 da: ' aevcr. ACI 318-14 Eq.(17.4.5.1d) 1100 1 V ec,Na= (1 + 'd)5 1.0 ACI 318-14 Eq.(17.4.5.3) Clio W ed,Na=0.7±0.3 f--, )5 1.0 ACI 318-14 Eq.(17.4.5.4b) l ANa W cp,Na=MAX(Lht k EN )�1.0 ACI 318-14 Eq.(17.4.5.5b) oac qac Nba =%'.a'Tkc•r•d8•he ACI 318-14 Eq.(17.4.5.2) Variables f 7 t T k c anon[psi] da[in.] het[in.] Ca min[in.] t-k.c[psi] 221 _,..,..... 0.625 4.000. ..-�.._._. 6.000 .,....- .....:..1260._..- eci N[in.] ecz N[in] �... ...._. ca.[in.] X a 0.000:...' 0.000 8.731 1.000 Calculations cNa[in.] AN.[in 2) ANa0[in.2 ] w sd.Na • 8.819 261.37 311.09 0.904 1 '._-- W ec1,Na _.-...._ W eel Ne .......,..... 4 _.._..-,...._ NI,.[Ib] ......... 1.000 1.000 1.000 9896 - Results Na:[tb] ._.__ $bond 4) Na[lb...� W. Nue[Ib] 7517 �-� 4886 3445 3.3 Concrete Breakout Strength No =(ANm)V ed,N V c,N V cp,N Nb ACI 318-14 Eq.(17.4.2.1a) 4 No a Nue ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) ANco =9 hat ACI 318-14 Eq.(17.4.2.1c) 1 W'ec,N = 1 +2 o'0,15 1.0 ACI 318-14 Eq.{17.4.2.4) 3 h V ed,N =0.7+0.3(152,4-'4)5 1.0 ACI 318-14 Eq.(17.4.2.5b) at W,,,p,4 =MAX(° 1 ht)5 1.0 ACI 318-14 Eq.(17.4.2.7b) n co, Nb =kc x a hs>5 ACI 318-14 Eq.(17.4.2.2a) Variables he[in.] ecl N[ln.] ecz N[in.] ca m [in.] V c.N 4.000 0.000 0.000 6.000 1.000- caa[in.] kcA.a fc[psi)_. 8.731 _ . 17__ 1.000 2500 - Calculations AN [in z] ANco[in.z] V ecl NW ec2,h V edhl V ca.N Nb[Ib] 144.00 144.00 1.000 1.000 1.000 1.000 6800 - Results N-._ cbalb]_.-._... .4 eel at4. Nob (b N ib, 10k . 0,7,6 442d 3445 .. in 1,0 Input data and results must be checked for agreement with the existing conditions and for ciausibitiiy! PROFIS Anchor I c j 2003-2009 Hist:AG,FL-9494 Schaan HMO is a registered Trademark of Hiti AG,Schaan CALCULATION SHEET Mal 1111 Oregon Business Park 1-Bldg 2 -e, May-1$ :oa NO: 17-0192 ;TFC"CTuFnL Gs N-5 Subdiaphragm Analysis a,: sKIT. 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)= 24 ft Subdiaphragm Depth(d)= 24.58 ft Aspect Ratio(s/d)= 0.976 OK (2.5 max) Qur=(Fomax*s/2)/dC1C2 J= 140 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) QcL=v/Cd= 640 plf Use: 24.58 ft long x 24 ft wide subdiaphragm QcL > QuF O.K. DCR= 0.219 Continuity Tie Fp max= 574 plf .1= 2 C1C2= 1 Continuity Tie Spacing(s)= 24 ft (effective spacing) QUF=(Fp max*s)/C1C2 J= 6890 lbf Continuity Tie Force Holdown (Member t): HDU5-SDS2.5(31 Number of Holdowns: 2 Kf= 1.40 (Strength Conversion Factor-ESR-2330) FHolcown= 2 x 5645 lbf= 11290 lbf (Simpson Strong Tie) Qct=Fholdown*K1= 15806 lbf QCL > Qup O.K. (ASCE 41-13,Eq. 7-37) DCR=0.436 !Use: HDU5-SDS2.5 EA Side S ! ' K3 " �1 c1 t • CALCULATION SHEET Oregon Business Park 1 -Bldg 2 nATF May-18 !CIA WI 17-0192 E-W Subdiaphragm Analysis sr: er: 3.2 S Tv.t_IT TV?nL 6Rf,fni66x£ Subdiaphragm_.._Analysis ,. 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)= 25 ft Subdiaphragm Depth(d)= 11.5 ft Aspect Ratio(s/d)= 2.174 OK (2.5 max) QUF=(Fp max`5/2)/dC1C2 J= 312 pif (ASCE 41-13,Eq.7-35) Existing Piwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 19/32"Ply w/10d Cr,6/6/12(2x) Nominal Unit Shear Capacity(v)= 640 plf (NDS Table 4.2A) Cd= _ (Duration Factor) Qo.=v/Cd= 640 plf Use: 11.5 ft long x 25 ft wide subdiaphragm Qct > QUF O.K. DCR= 0.488 Continuity Tie Fp max= 574 plf 1= 2 C1C2= 1 Continuity Tie Spacing(s)= 25 ft (effective spacing) QUF=(Fp max*s)/C1C2 J= 7178 lbf Continuity Tie Force Holdown (Member t): HDU5-SDS2.5(3") Number of Holdowns: 2 Kf= 1.40 (Strength Conversion Factor-ESR-2330) FHmdown= 2 x 5645 lbf= 11290 lbf (Simpson Strong Tie) QCt=Fhotdown*Kr= 15806 lbf Qa > QUF O.K. (ASCE 41-13,Eq. 7-37) DCR=0.454 lUse: HDU5-5DS2.5 EA Side I 38 5-0 (;%7 17 6 ,S 2 J,-� x19() CALCULATION SHEET Mi11) sua;cr: Oregon Business hark 1-Bldg 2 Daae: May-18 ,aa o: 17-0192 5 TitUCTURAL E NG'N EE RS Pilaster Anchorage Ev: SriEET; 4.1 Pilaster Anchorage Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 i dwail= 5.5 in Aottaster= 1.3333333 ft2 Ww,Ei= 150 pcf hoUa:ter= 21.5 ft Atrib= 160 ft2 Wonaster= 2150 ibf / Wp(Wwail+Wplaster)= 13150 ibf - L1= 393 ft (Minimum Diaphragm Length) w: k,=1+Lf/100= 4.93 (ASCE 41-13,Eq.7-11) use k,= 2 (k,max=2) Wail Elevation{At, za=hn 24 ft (Height of Anchorage) kh=1/3(1+2*(z,/h„))= 1 (ASCE 41-13,Eq.7-12) BSE-1E hazard level(LifeSafety). 5,,,_ 0.46 g (See Attached USGS Report) 16 X= 1.30 (ASCE 41-13,Tbl 7-2) Fp=0.4 SDs k,kh X Wp= 6291 lbf (ASCE 41-13,Eq.7-9) Fp,mi„=0.2 k,X Wp= 6838 ibf (ASCE 41-13,Eq.7-10) • 7 BSE-26 hazard level(Collapse Prevention) 5,3= 0.87 g (See Attached USGS Report) 5.5 X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 5D5 k,kh X Wp= 9152 lbf (ASCE 41-13,Eq.7-9) Plan View(Pilaster) Fp,,,,=0.2 k,X W9= 5260 Ibf (ASCE 4143,Eq.7-10) F,,MOM= 9152 ibf J= 1 (ASCE 41-13,Section 7.5.2.1.2) C1C2= 1 (ASCE 41-13,Tbl 7-3) Qt,r=(Fpm,,,)/C1C2 J= 9152 lbf (ASCE 41-13,Eq.7-35) PI ' ' . -Esr, f mm lr (ef;)(4„.„,---:- 64— 0 t.)(2/5-11YX")/36:)k,5:\Ys) ,- SI '74- Cc,„t„, ?' (12()F i (1.;CP-i' .0-2-(0 'l 3 t$ It +5 (c .6is Fif s, 3r7 c:)4./ Od''' V I rot - ,