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Specifications (54)
. . STRUCTURAL CALCULATIONS for Voluntary Seismic Strengthening Oregon Business Park 1 - Bldg 6 16460-16490 SW 72nd Avenue Tigard, Oregon for Pacific Realty Associates, LP 15350 SW Sequoia Parkway, Sutie 300 Portland, Oregon 97224 by MHP, Inc. Structural Engineers T ,okl.)C UR4 Long Beach, California 41 ) PRo 4 a.1 iti 4rd• 48PE if Z-- May 4, 2018 4 MHP JN: 17-0192-00 At 14 tH D 0 EXPIRATION DATE: 12-31-18 Mil STRUCTURAL ENGINEERS °VII CV-4 Co? CALCULATION SHEET SUBJECT: Voluntary Seismic Strengthening DATE May-18 JOB No: 17-0192 Oregon Business Park 1 - Bldg 6 Er. SHEET: Table of Contents Section Page Na. 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 -2.2 Hilti Anchor Check 2.3-2.8 Hilti Anchor Check -------------- - - - 2.10-2.12 N-S Subdiaphragm Analysis 3.1 E-W Subdiaphragm Analysis ----------------------------------------- ---- 3.2 Pilaster Anchorage ------------ ----- ------------------- ------- 4.1 -4.2 CALCULATION SHEET SUBJECT: Voluntary Seismic Strengthening DATE. May-18 JOB No: 17-0192 STRUCTURAL ENGINEERS __. Oregon Business Park 1 -Bldg 6 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 S0-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] 11/27/2017 Design Maps Summary Report 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 45.40154°N, 122.74712°W Site Soil Classification Site Class D - "Stiff Soil" ,_ _..,,,..,,,,,,,,,..„. lt, , , zi,_-.....,, -z----4 z'„.„--,,„..,.,,,, 1 µ p + O egg r= Ir , „ Nrolo Site '10 1s-k b air. ,A 'f Ore City fig, � t a. r ... h r, s ��.• j� «vim�i`�.;F _. 4f' +�_�,w�' ' • Newberg ' USGS-Provided Output Ss,zo/so 0.291 g Sxs,555-1E 0.456 g 51,20/so 0.109 g Sxi,ose-ie 0.258 g 'Ic.+. ca.i':c'S;:ec'.-1'n Vc cc zcc'°urn =i �� r L. Although this informationproduct cf the U,S. Geologica'Survey, we provide no warranty,expressed or implied,-a-s---t-c;-'t-h---- s to the accuracy of the data contained therein.This tool is not a substitute far technical subject-matter knowledge. https://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimal&latitude=45.401541&longitude=-122.747121&siteclass=3&riskcateg... 1/1 11/27/2017 Design Maps Summary Report ' onDesign Maps Summary Report /,3 User-Specified Input Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-2E (which utilizes USGS hazard data available in 2008) Site Coordinates 45.40154°N, 122.74712°W Site Soil Classification Site Class D - "Stiff Soil" Beaverto. m -A It q( Win~' 10 g€ l , Tigard , 4V a ,# '� ego �5 c' ..47,-,.. ,,,,„..,, r + a' ,-,-,,., - i,-...-.,,,,,, , .„--„,,,,";.,...,..,„ , ,,.. ....e,..,:,.,,,. .,..„.., , , : :1, wfi, ,, , , ;;;1:. , , ,, r,„ , She o, _ � �� * '�oregon City USGS-Provided Output Ss,5150 0.703 g SXS,eSE-2E 0.870 g S1,s/5o 0.306 g SX1,BSE-2E 0.547 g •lc t n'.c S.:ee.'J ri Vc't wc'Sonet-J'n 1 ' .1 : n lf tr,,, .l ',lir-) r__,,, 5 ti M) 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 subect-matter knowledge. https://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimal&latitude=45.401541&longitude=-122.747121&siteclass=3&riskcateg... 1/1 A Mol a SUBJECT. Oregon Business Park 1-Bldg 6 DATE: May-l8 ioer,o:CLCULATION SHEET 17-0192 STROCTUNAI.ENG!NEER$ Wall Anchorage N-S BY: SHEET: 2.1 Wall Anchorage N-S Basic Performance Objective of Existing Buildings(BPOE)perASCE41-13 dwall= 6 in wo,ap= 150 pcf htr;h= 13.915 ft Wo= 1044 plf h,= 0 ft Lf= 139.5 ft (Minimum Diaphragm Length) ka=1+Lf/100= 2.395 (ASCE 41-13,Eq.7-11) �- use ka= 2 (ka max=2) Fp,raoE 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) S.== 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) h„= 27.8 ft Fp=0.4 SDs k,kh X Wp= 499 plf (ASCE 41-13,Eq.7-9) FP min=0.2 ka X Wo= 543 plf (ASCE 41-13,Eq.7-10) BSE-2E hazard level(Collapse Prevention) Soo= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 Sos kakh X Wo= 726 plf (ASCE 41-13,Eq.7-9) Fp,mon=0.2 ka X Wo= 417 plf (ASCE 41-13,Eq.7-10) Fpm,x= 726 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=(Fpmax*5)/C1C2 J= 2905 lbf (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) aa.=Fholdown*Kf= 8610 Ibf Oa > QuF 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 QuF=(Fpmax*5)/C1C2 J= 5811 Ibf ,y= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 lbf (Profis) Min Embedment= 4.5 in (Profis) Bond Strength(Nag)= 11393 lbf (Profis) Breakout Strength(Ncbg)= 10769 lbf <---QcI (Profis) QCL > QuF O.K. 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 034 Use: Min Embedment 4.5" (See attached Profis Calcualtion for Threaded Rod in Concrete) • CALCULATION SHEET NH 1 sua,Ec-: Oregon Business Park 1-Bldg 6 DATE May-18 )013 NO: 17-0192 STRUCTURAL ENGINEERS Wall Anchorage N-S aVs SHEET: 2.2 Wall Anchorage N-S (5:)014 1i4LL) Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwall= 6.5 in wwall= 150 pcf A ht,;b= 16.527 ft W9= 1343 plf hp= 2.5 ft L1= 139.5 ft (Minimum Diaphragm Length) ka=1+Lt/100= 2.395 (ASCE 41-13,Eq.7-11) use ka= 2 (ka max=2) F za= 27.83 ft (Height of Anchorage) kh=1/3(1+2*(za/h„))= 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) hn= 27.8 ft Fp=0.4 Sps kakh X Wp= 642 plf (ASCE 41-13,Eq.7-9) Fp,„,„=0.2 ka X Wp= 698 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 St's kakh X W,= 935 plf (ASCE 41-13,Eq.7-9) Fp min=0.2 ka X W,= 537 plf (ASCE 41-13,Eq.7-10) Fp max= 935 plf 1= 2 (ASCE 41-13,Section 7.5.2.1.2) C1C2= 1 (ASCE 41-13,Tbl 7-3) Anchor spacing(s)= 8 ft Our=(Fpmax*5)/C2C21= 3738 lbf (ASCE 41-13,Eq.7-35) Holdown (Member t): HDU2-5D52.5(3") Number of Hoidowns 2 Kf= 1.40 (Strength Conversion Factor-ESR-2330) FHoldown= 2 x 3075 Ibf= 6150 lbf (Simpson Strong Tie) Oci=Fhoidown*KE= 8610 lbf QCL > QUF O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.43 (Demand Capactiy Ratio) Use; HDU2-SDS2.5 EA Side at 8 ft O.C. Anchor Embedment: .1= 1 QUF=(Fp max*5)/C1C2 = 7477 Ibf 4= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 Ibf (Profis) Min Embedment= 5 in (Profis) Bond Strength(Nag)= 16666 Ibf (Profis) Breakout Strength(Ncbg)= 13384 Ibf <---QcI (Profis) Qtt > 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) • www.hllt.us Profis Anchor 2.7.3 Z.3 Company: Page: 1 Specifier: Project; Address: Sub-Project I Pos.No.: Phone I Fax: j Date: 5/4/2018 E-Mail: Specifier's comments; ag.lidiu Ai( (1‘41174/1 vdALL.2) '[ Input data *tsars siiiessorii ,. Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 lvy u' Effective embedment depth: her,am=4.500 in.(hacumiI=-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: ea=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,fe'=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] Z 411{0 t 0 ;1 y -* ly '�'� 0 �S a t ry� Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HI$i AG,FL-9494 Schoen Hilt Is a registered Trademark of Hliti AG,Schoen irr, www.hilti.us Profis Anchor 2.7.3 Z.L1 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: [' Date: 5/4/2018 E-Mail: 2 Load case/Resulting anchor forces y Load case:Design loads 42 Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2906 ...,0 0 0 2 2906 0 0 0 tw "x max.concrete compressive strain: -[%o] 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 1 3 Tension load Load Nua[Ib] Capacity 4,N„[Ib] Utilization :N=Nua/+Nn Status Steel Strength` 2906 10650 28 OK 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 Nsa =ESR value refer to ICC-ES ESR-3814 Qt N8a Z Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N[in.2] luta[Psi] 0.23 72500 Calculations N11.0] 16385 _ Results Nae[lb] +P t t 14,,4 ,u[lb] No,jib] 0`7.+ 10650 2906...._ ad ',T-q)d Input data and results must be checked for agreement with the existing conditions and for rIausibUityt PROFIS Anchor(c)2003.2009 HO AG.FL9494 Schaan Hulk is a registered Trademark of Hitt,AG,Schaaf) 11141116611111 www.hilti.us Profis Anchor 2.7.3 75 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.; Phone I Fax: [ Date: 5/4/2018 E-Mail: 3.2 Bond Strength Nag =( 0.)4/ebi,Na W ec2,Na W ad,Na W cp,Na Nba ACI 318-14 Eq.(17.4.5.1.b) 4) Naga N„a 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)a ACI 318-14 Eq.(17.4.5.1c) cNa -10 da 1100 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) ghia Ili ad,Na= Ca nvf, 0.7+0.3( cuti )5 1.0 ACI 318-14 Eq.(17.4.5.4b) W cp,Na=INAX(Ca ,min CNa)5 1,0 ACI 318-14 Eq.(17.4.5.5b) Cae Cac/ Nba =?.a't,,c•n•da•het ACI 318-14 Eq.(17.4.5.2) Variables e kc.uncr[Psi] Ca[in.] hat[in.] ca:min[in.] r kc[Psi) 2210 0.625 4.500.._.. 6.000 1260 ........_...__ ec1.N[in.] ec2,N[in.] Cac[in.] 2.a 0.000 0.000 ... 10.194, 1:000 Calculations cam[in.] ANa[in 2] ANa0[in.2] W ed,Na 8.819 . ._ 35-2.14 311.09 0.904 ,,, _ �.W ec2,Na 41 cp,Na Nba Pb] 1.000 1.000 1.000 11133 Results Nag[Ib] (II bond +) Na. [Ib] No[Ib] 1113393 a c. 7406 5811 3.3 Concrete Breakout Strength Ncbg =(A;;;)41 ec,N W ed,N 41 c,N W cp,N Nb ACt 318-14 Eq.(17.4.2.1b) Ncbg z N„a 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) Awe =9 h;t ACI 318-14 Eq.(17.4.2,1c) 1 NI ec,N = (1+ 2 eat J 5 1.0 ACI 318-14 Eq.(17.4.2.4) 3 her W ed,N =0.7+0.3(c"'•"'"`)5 1.0 ACI 318-14 Eq,(17.4.2.5b) 1.$110c. v ry ep,N =MAX( ''""" 1' heft 5 1.0 ACI 318-14 Eq.(17.4.2.7b) dao ' cae JJ Nb =kc l a'hats ACI 318-14 Eq.(17.4.2.2a) Variables het rift] ec1 N[in.] ec2N[in.] c.„,,„[in.] W c N 4.500 0.000 0.000 6.000 1.000 Cao[in.] kc X a t?c[psi] 10.194 17 1.000 2500 Calculations At..[in.2] ANCO[in2] W ecl,N W ec2 N W ed,N W Nb[Ib] 250.22 .,.., 182.25 iA00 1.000 0.967....w..._ 1.000 . 818 .. Results N... [Ib) 4,,on-rote_ �-4i N Obii Nua[Ib] 1076 0 - Aida— $4-if'....m.___ Input data and results must be checked for agreement with the existing conditions and for piausibitiryt PROFIS Anchor(c)2003.2009 Nilo AG,F 9494,Schaan Nilti is a registered Trademark of Hill(AG:Schaan 1=M:ZI www.hliti.us Profis Anchor 2.7.3 . Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: i Date: 5/4/2018 E-Mail: Specifier's comments: 1 Input datasa -� Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 Effective embedment depth: her,„,=5.000 in.(her =-In.) m' Material: 5.8 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2011 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: I„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,fe=2500 pal;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[ib,in.lbj 4 Z I 0 125 t 0Cei W y y ° 4m u wa Input date and results must be checked for agreement with the existing conditions end for piauelblI tyl PROFIS Anchor(c)2003.2009 HMI AG,Ft 9491 Schoen HIM is a regielared Trademark of Hilti AG,Schaan . =Ma www.hiltlus Profis Anchor 2.7.3 2.7 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: ] Date: 5/4/2018 E-Mail: 2 Load case/Resulting anchor forces i y Load case:Design loads ( -2 Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor force Shear force Shear force x Shear force y 1._.__. _. 3739 . . _ 0.._....._ 0 0 2 3739 0 0 0 Tension 4x max.concrete compressive strain: -No] max.concrete compressive stress: [psi] resulting tension force in(x/y)=(0.000/0.000): 7477[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] ,]1 3 Tension load Load Nua[Ib] Capacity 4,Nn[ib] Utilization pN=Nua/4 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 Naa =ESR value refer to ICC-ES ESR-3814 4) Naa z Nua ACI 318-14 Table 17.3.1.1 Variables Aae.N[in.2] fora[psi] .._.0.23 .. — 72500 Calculations Naa[Ib] 16385 mm- Results N, (Ib] d) ,a No jib] Nu.[Ib] r 7.1 .6 0� .= 373f Input data and results must se checked for agreement with the existing conditions and for plaustbilityl PROMS Anchor t c)2003-2009 Hi ti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG:Schaan =ila . www.hllti,us Profis Anchor 2.7.3 2.A3 Company: Page: 3 Specifier: Project: Address: Sub-Project 1 Pos No. Phone I Fax: ( Date: 5/4/2018 E-Mail; 3.2 Bond Strength ANa Nag =(ANf�Ftata00)W ect,Na W ac2,Na W ed,Na w cp,Na Nba ACI 318-14 Eq.(17.4.5.1.b) 4' Nay 2 Nua 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) ANao =(2 cNa)2 ACI 318-14 Eq.(17.4.5.1c) cNa =10 da 27- ACI 318-14 Eq.(17.4.5.1d) 1100 1 W ec,Na= (1 + eN)S 1.0 ACI 318-14 Eq.(17.4.5.3) CNa ty aa,Na=0.7+0.3 (c' .64')5 1,0 ACI 318-14 Eq.(17.4.5.4b) GNe W cp,Na=MAX(q ,CcN)5 1.0 ACI 318-14 Eq.(17.4.5.5b) Nba =? a,T k,c'Tr'de'haf ACI 318-14 Eq.(17.4.5.2) Variables T k,c,uncr[psi] da[in.] het[in.] ca., n.] T k c[Psi) 2210 0.626 5.000 1260 ,.N[in<) ec2,N[In] ca„fin.] 7v A 0.000 0.008 .._..., _ 1'1.692 .000m Calculations cm,[in.] AN.(in.2) ANao[in.2 � 8,819 19.12 311.091 1.000 W act Na._ ace Na y a,Na Nbe[Ib] 1,00' 1,000 1.000 123 0 Results N [Ib) +band dt N.0[Ib] N [Ib] 11 0 irr 10833 747 441,CD 3.3 Concrete Breakout Strength(At-4j / Ncbg = t e.")W ec,N W ed,N W c,N W cp,N Nb ACI 318-14 Eq.(17.4.2.1b) 4 Nc,,g Nus 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) Awe =9 het ACI 318-14 Eq.(17.4.2.1c) 1 W ec,N =(1 +2 ew)5 1.0 AC!318-14 Eq.(17.4.2,4) 3 l W ed,N =0.7+l0,3 (5ht)S 1.0 ACI 318-14 Eq.(17.4.2.5b) W cp,N =MAX(E&Gi 1.5h°t)51.0 ACI 318-14 Eq.(17.4.2.7b) ` bac qac Nb =kc?,a he;5 ACI 318-14 Eq.(17.4.2.2a) Variables her[in.] ect N[in.] ..._ ec2,ry[in.] ce mlc fin.] W c.N 5.000_ 0.000 0.000 - 1.000 ca,[in.] kc X a f'.[PS!] — 11.692 17 1.000 2500 Calculations �..ANs[in"] AN [fn ) eel '� 2e 'ir. tet? ! .ra Ne b) 316.8 225.tSi 1.000 1.000 1.000 1, t} Results Pb) .. 4' ,ante _� _ •_Nct [lb] Nue[Ib] 13364 r S 0 $099 7477 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HO AG,FL-9494 Schaan Hiiti is a registered Trademark of HOil AG,Schaan CALCULATION SHEET MI ril suo,ecn Oregon Business Park 1-Bldg 6 DATE May-18 ,oeHo: 17-0192 moot*Ar EN*'""'ErM Wall Anchorage E-W ar SHEET: 2.9 Wall Anchorage E-W Basic Performance Objective of Existing Buildings(BPOE)per A5CE41-13 dwali= 6 in w, = 150 pcf h,,,5= 13.915 ft Wp= 1044 plf hp= 0 ft Lf= 344.17 ft (Minimum Diaphragm Length) k,=1+Lf/100= 4,4417 (ASCE 4143,Eq.7-11) use k,= 2 (k,max=2) Fa.roor za= 27.83 ft (Height of Anchorage) kh=1/3(1+2*(2a/hp)). 1 (ASCE 41-13,Eq.7-12) BSE-1E hazard level(life Safety) Ss= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) h,= 27.8 ft Fp=0.4 Sos kakh X Wp= 499 plf (ASCE 41-13,Eq.7-9) Fp,min=0,2 k,X Wp= 543 plf (ASCE 41-13,Eq.7-10) 8SE-2E hazard level(Collapse Preventienk S„£= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 Sos kakh X Wp= 726 plf (ASCE 41-13,Eq.7-9) Fp,min=0.2 ka X Wp= 417 plf (ASCE 41-13,Eq.7-10) Fp ma„= 726 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 QLF=(Fp ma,, s)/C1C21= 2179 lbf (ASCE 41-13,Eq.7-35) Holdown (Member t) HDU5-SDS2.5(3") Number of Holdowns: 1 Kf= 1.40 (Strength Conversion Factor-IAPMO ER-0130) FHoldown= 1 x 5645 Ibf= 5645 Ibf (Simpson Strong Tie) QC.=Fholdown*Kf= 7903 Ibf QCL > Qup O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.28 (Demand Capactiy Ratio) Use: HDU5-SDS2.5 at 6 ft O.C. Anchor Embedment: 1= 1 Qup=(Fp max*s)/C1C21= 4358.2 Ibf $= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 lbf (Profis) Min Embedment= 4.5 in (Profis) Bond Strength(Nag)= 8457 lbf (Profis) Breakout Strength(Ncbg)= 7408 lbf <---QcI (Profis) Qc > QuF 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) 1 111111"® www.hllti.us Profis Anchor 2.7.3 t 0 Company: Page: Specifier. Project: Address: Sub-Project 1 Pos.No.: Phone I Fax: Date: 51412018 E-Mail; Specifier's comments: • 1 Input data 4111474 /04314.11.1 Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 Effective embedment depth: hef,act=4.500 In.(hefMmit=-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: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fc'=2500 psi;h=8.000 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.lb] 4 t t Y i V 04, { Q �YL k y a X ._..,. _...__�.. ,. --_ ....._..,....,,._ .._.. ._..._ tee: .. .,.......:«. ...«.,... ... - Input date and results must be checked{or agreement with the existing conditions and for ptaualbiltty! PROFIS Anchor(c)2003-2009 Hitti AG,F.-9484 Schaan Heti is a registered Trademark olf Hilti AG,Schead , �I www.hiltl.us Profis Anchor 2.7.3 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: ( Date: 5/4/2018 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y ,.�.... 1..�....�_..� 4358 _.��-..0 _....._.nm_�_._ 0 _--__...._.... 0 max.concrete compressive strain: -[%o] 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[Ib] 3 Tension load Load Nua[Ib] Capacity 4)Nn[Ib] Utilization 13N=Nua/4)Nn Status Steel Strength* 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 Nsa =ESR value refer to ICC-ES ESR-3814 4, Nsa 2 Nua ACI 318-14 Table 17.3.1.1 Variables AsaN[In.21 kis[psi] 0.23 72500 Calculations Nsa[ib] 16385 Results Nse[llb] _„ 4 sleet (Ib) N,,,[Ibl 16385 10650 4358 input data and results roust oe checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG:FL-9494 Schaan Hih is a registered Trademark of Mb AG,Schoen . , 111116. I www.hilti.us Profis Anchor 2.7.3 Company: Page: 3 Specifier: Project: e 12, Address: Sub-Project I Pos.Na.: Phone I Fax: I Date: 5/4/2018 E-Mail: 3.2 Bond Strength AN, Na =(A )kif ed,Na V cp,Na Nba ACI 318-14 Eq.(17.4.5.1a) rvoo 4) Na ?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) Aniao =(2 CNa)2 ACI 318-14 Eq.(17.4.5.1c) =10 da'47-.Y .„.--icx ACI 318-14 Eq.(17.4.5.1d) 1100 1 41 ec.Na= (1 + ei4)s 1.0 ACI 318-14 Eq.(17.4.5.3) eNa 4/ed,Na=0.7+0.3 (Sitl!--.1 5 1.0 ACI 318-14 Eq.(17.4.5.4b) kil cp,Na=MAX(E --7,Cp.)5 1.0 ACI 318-14 Eq.(17.4.5.5b) Nba =?.,a' 'It'de'her ACI 318-14 Eq.(17.4.5.2) Variables T k6,41110[psi] d.[in.] he[MI ca„..i.Pm] r is,,[psi] aitf— 0.625 - --m-4.600--- - 6:0007 ------126.0- -- ea.,ry[in.] eaN[in.] Ca,[in.] X a . , 0.000 0.000 10.194 1.000 Calculations cN.[in.] ANa[in.2] Alga()[In.2] V ad Na 8,819 261.37 311.09 0.904 y sci, a W ecNa ,t,c4,14. Nb.ribi 1.000 1.000 1,000 11133 Results Na[lb] it N.[lb] Na.,[lb] -t491 4358 3.3 Concrete Breakout Strength Arr Nab = 42 ed,N V c.N W cp,N Nb ACI 318-14 Eq.(17,4.2.1a) 41 No Nu„ 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) AN,g =9 q0 ACI 318-14 Eq.(17.4.2.1c) 1 tv oc,N = (1 +20N)5 1.0 3 ho ACI 318-14 Eq.(17.4.2.4) w ed,NCallan) .0.7+0.3(17-h-Tra s 1.0 ACI 318-14 Eq.(17.4.2,5b) 0 .r. „,N =MAX( c4:.reit', ,1.5h ) 1.0 ACI 318-14 Eq.(17.4.2.7b) '''" Nb =ka A.a 4ra h1.15 ACI 318-14 Eq.(17.4.2.2a) Variables he[in.] eai N[in.] ea*Prvi 0a mm DriJ V 04 4.456 0:000 o:Obb &Doti rffOo caa[in.] kr 2,a fr[psi] 10.194 17 1.000 2500 Calculations AN, [in.2] ANro[in.2] W ecl,N _iy_ec2,N tit ed.N y, _ Nb[IN 172.13 -- 182.25 1.000 1.000 0.967 1.000 8114 Results Nth[Ib] 4)concrete 4) Ncb[lb] Nu.[lb] 4358 — - ------- , ---- ,, - Input data and,esults must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor c)2003-2009 Hilt AG, lt..-9494 Schaan Hilt)is a registered Trademark of Willi AG,Schaan CALCULATION SHEET misuAJECT: Oregon Business Park 1-Bldg 6 DATE: May-18 Joe No: 17-0192 STRUCTURAL ENGINEERS N-S Subdiaphragm Analysis BY SHEET: 3.1 N-S Subdiaphragm Analysis Fp max= 935 plf (Worst Case-South Wall) 3= 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 ft Aspect Ratio(s/d)= 1 OK (2.5 max) QUF=(FP max"S/2)/dC1C2 J= 234 plf (ASCE 41-13,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 15/32"Ply w/10d @ 6/6/12(2x) Nominal Unit Shear Capacity(v)= 580 plf (NDS Table 4.2A) Cd= 1 (Duration Factor) Clcl=v/Cd= 580 plf fuse: 24 ft long x 24 ft wide subdiaphragm I QCL > QUF O.K. DCR= 0.403 Continuity Tie Fp max= 935 plf J= 2 C1C2= 1 Continuity Tie Spacing(s)= 24 ft (effective spacing) QUF=(Fp max*S)/CSC2 3= 11220 lbf Continuity Tie Force Holdown (Member t): HDU5-SDS2.5(3") Number of Holdowns: 2 Kf= 1.40 (Strength Conversion Factor-ESR-233D) FHoIdown= 2 x 5645 lbf= 11290 lbf (Simpson Strong Tie) Q .=Fholdown a K1= 15806 Ibf QCL > `WF O.K. (ASCE 41-13,Eq. 7-37) DCR=0.71 fuse: NOUS-9E623 EA Side 1 06-1L sifY)Pi") CALCULATION SHEET 111 SUBJECT: Oregon Business Park 1-Bldg 6 DATE: May-18 JOB NO 17-0192 STRUCTURAL ENGINEERS E-W Subdiaphragm Analysis BY: SHEET: 3.2 E-W Subdiaphragm Analysis FD max= 726 plf 1= 2 (ASCE 41-13,Section 7.5.2.1.2) Ci C2= 1 (ASCE 41-13,TbI 7-3) Continuity Tie Spacing(s)= 75 ft Subdiaphragm Depth(d)= 11.5 ft Aspect Ratio(s/d)= 2.1/4 OK (2.5 max) Our=(Fa max*5/2)/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 w/10d @ 6/6/12(2x) Nominal Unit Shear Capacity(v)= 580 plf (NDS Table 4.2A) Cd= 1 (Duration Factor) Q0.=v/Cd= 580 plf Use: 11.5 ft long x 25 ft wide sabdiaphragm °.a > QuF O.K. DCR= 0.681 Continuity Tie Fp max= 726 plf J= 2 C1C2= 1 Continuity Tie Spacing(s)= 25 ft (effective spacing) QuF=(Fp max*s)/C1C2 J= 9080 lbf Continuity Tie Force Holdown (Membert) HDU5-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*KP= 15806 lbf QCL > QuF O.K. (ASCE 41-13,Eq. 7-37) DCR=0.574 !User HDU5-SDS2.5 EA Side SI(y1 UiZrJ G,Sf t2- S w b a (ne Si 4100'`1) R. - ' O•(n tc*) CALCULATION SHEET mei a susirci Oregon Business Park 1-Bldg 6 DATE: May-18 ,os NO 17-0192 STRUCTURAL ENGINEERS Pilaster Anchorage by SHEET' _.4.1 Pilaster Anchorage Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwall= 6 in Apeaster= 1.3888889 ft2 wwaH= 150 pcf hpilastcr= 25.5 ft kits= 200 ft2 Wmlastor= 2656.25 lbf it XL, _ Wtt(Ww.rp+W .AH)= 17656 lbf . .. Lr= 344.2 ft (Minimum Diaphragm Length) , k,=1+L4/100= 4.442 (ASCE 41-13,Eq.7-11) use ka= 2 (ka max=2) Wall Elevation lAn.atal za=hn 27.83 ft (Height of Anchorage) kh=1/3(1+2*(z,/h„))= 1 (ASCE 41-13,Eq.7-12) BSE-IE hazard level(Ufe Safety) Sxs= 0.46 g (See Attached USGS Report) 16 X= 1.30 (ASCE 41-13,Tbl 7-2) 1 10 Fp=0.4 SDS k,k,,X Wr= 8447 lbf (ASCE 41-13,Eq.7-9) Fp.min=0.2 k,X W.= 9181 Ibf (ASCE 41-13,Eq.7-10) 7 BSE-2E bazard level(Collapse Prevention' 111 6 S„s= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 Sos kakh X Wp= 12289 lbf (ASCE 41-13,Eq.7-9) Plan View(Pilaster' F.,,..,=0.2 k,X W.= 7063 Ibf (ASCE 41-13,Eq.7-10) Fp max= 12289 lbf J= 1 (ASCE 41-13,Section 7.5.2.1.2) C1C2= 1 (ASCE 41-13,Tbl 7-3) QUF=(Fp mox)/C1C2 J= 12289 Ibf (ASCE 41-13,Eq.7-35) II OCCCA,.., (311-^" ,b‘a,—,, ';)(Y/Le')(30 k'. '..)..(2,-\) t--, 2)9, -/k, i (1ie-- ' x,3 I) (23) 3/y' 0 E)ocAs --() Ac,,yctilYvi_. ((o Y /eril . -E// •-- 3/704 f, J- 4)c ö (o6 A. .. e,jo1 --8(...14, )) lq 2,1(0/4 '3,32_ ( c--ofr"s V (0.(A., v (.._. ( ,72-, GPi, 3 >uf/ ( . °.3` CALCULATION SHEET I . mi a sue,Ecr Oregon Business Park 1-Bldg 6 :JR it May-18 ,aunv: 17-0192 STRUCTURAL ENC,NEERS Pilaster Anchorage BY SNF FT. 4.2 Pilaster Anchorage c,,1._t.:,h,,..—', AN,. Basic Performance Objective of Existing Buildings(9POE)per ASCE41-13 1 $ i 1.btt,i 11 Check Thru Bolt to Existing Wall: # + -- — �1 I:h., `.UF= 12289 Ibf L ANe=(c..ii 1.5h.,)(2x1.5h.,) Check Concrete Breakout Strength (ACI 318 Sec.17.4.2.1) It ca,.1.5ho, hei= 6 in (embedement depth=wall thickness) f'c= 2500 psi (existing concrete strength) I1 6 kc= 17 (ACI 318 Sec.17.4.2.2a) '-11 A„= 1 (ACI 318 Sec.17.2.6) 1.51, Nb=kcXa(\if c)*(her:.$)= 12492 lbf (ACI 318 Sec.17.4.2.2a) { { ''' z 2 t.5isa l' , , ARCO=9*hei = 324 in p.. ., #of Bolts/Conn= 1 1 #of Connections(n)= 2 `. ---*;„,„:::-(70',:i+s,• 1,5h.,)(2 x 1.5hot) Beam Width= 6.75 int if coi<'t.5h.,and si<3h., Holdown CL= 1.25 in s1= NA Cal min= 6 in (minimum side edge distance) Ca2 min= 9 in (minimum top edge distance) ANc= 270 in2 N Tec.N= 1.00 (ACI 318 Sec.17.4.2.4) 1.5h„r _ - t 5h rw. Ped.N= 0.90 (ACI 318 Sec.17.4.2.5a,b) I Poi= 1.00 (ACI 318 Sec.17.4,2.6) `l'cp.N= 1.00 (ACI 318 Sec.17.4.2.7a,b) h. Ncbs=(AncfANai)'Fa N `ed,ti 11<,N`l)cp,N Nb= 9369 ibf 5nctfon En cath to n R cone fl): 1.0 +1. , fif QCL per anchor=ONcbR= 9369.3 lbf per anchor 7->h,, QCL per connection=4lNcbg•n= 18739 lbf per connection — QCL < QUF O.K. ;.. DCR= 0.66 1.5h., i'52 4' -112,H J.�: Pian A„,„.(2...5h,r)x(2 x 1.5h.,)=9h.,2