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Specifications (42) CALCULATION SHEET ®► sua,ecT. Voluntary Seismic Strengthening DOTE- Jun-17 doe No 17-0192 STRUCTURAL ENGINEERS _ Oregon Business Park 1 -..Bldg 14.. Table of Contents Section Pate 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 Wall Anchorage E-W _ ___ -__a___.. --------__ --. 2.5 Hilti Anchor Check --» 2.6-2.8 N-S Subdiaphragm Analysis ------------------------ - y- -... --3.1 E-W Subdiaphragm Analysis 3.2 • CALCULATION SHEET SUB,ECT Voluntary Seismic Strengthening DATE Jun-17 JOB NO 17-0192 srra,c RAM. ENG;NF r AS Oregon Business Park 1 -Bldg 14 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 wail 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] - 6/26/2017 Design Maps Summary Report . Design Maps Summary Report t User-Specified Input Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-1E (which utilizes USGS hazard data available in 2008) Site Coordinates 45.39929°N, 122.74725°W Site Soil Classification Site Class D - "Stiff Soil" \ley ,.4 a, n% a,...x If jaJ �\\\ �/ fit*, 1,-, i, -t,, re._..,„;,$-tif.f:.6,-,,-,Y 40 Ii.,,,,i•-4,i,:„':-14.i'fj.:-W ',,', kv: ,-. .--,-,' ---',„1. ..41,:,:!,,,,44-,-77-1-7,,i,:i.i. ---:::K"-:-.--zposasinft , :---3::g.,:,,..,.'_.1-c.' ,- -'--::s v.ci,5.',,,;..,':-o4.eli..:.:rl'f,:t.l.,:i, , ",... ' '.—,s,.-flt'litoliPP:-. .ft--510(411;4/i, rte% � -� -' ..tea e 6„--400.!:041011111101!‘„, :. a '-: e`. ' 4 a f a e# #z 4 .:f.'":!;'. � A r .� •USGS-Provided Output Ss,zo150 0.290 g SXs,85E-1E 0.455 g 5120150 0.109 g SXi,BSE-1E 0.258 g H `a1tt Sctrurr r# Spectrum r a"61 0_12 ana 0.43 sus (Lis e= .t I 0 am 0t .am . art _,gym o.K) o.‘ cms �,[x&.2 ae:. .=-•"3 ",'y.= La] ri4 1.4,".111..8.3 1, C€C�:} t"1. a .&:. xeo Gly LOGS_'� 1.4,0 1-03 3: 1 .113 r =ems7( ) per f,,,!4 T(s ) Although this information is a produ%t of theU.S.Geological 'S' urvey,we provide no warranty,expressed or Implied,as to the accuracy of the data contained therein. stool is not a substitute for technical subject matter knowledge, https://earthguake.usgs.govicn2/designm aps/us/sum m ary.php?tem pl ate=minimal&latitude=45.399294&longitude=-122.747253&siteciass=3&riskcategory=-1&e... 1/1 6/26/2017 Design Maps Summary Report. Design Maps Summary Report .r) User-Specified Input Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-2E uiilizes:,SSS hazard datzl av ri able in 2008) Site Coordinates 45.39929°N, 122.74725°W Site Soil Classification Site Class D - "Stiff Soil" f -,4rwric-,:04,-F..4110161,..,:::;--L-0, litift41111110°. 4 � USGS-Provided Output S5 515D 0.703 g Sx5,B5E-2E 0.870 g S1,5150 0.306 g Sx1,13SE-2E 0.547 g "k sz.zit:.t5ie.?t USpe irwn ,ga Zai ' z. a ,ai .°..t s, a.I r,-tr 3 iffi: t.,;;; =era It rr' 11 .irl i fr, r 1 t:€..I t r_. t.:..,[t, ,e provide rc s.e Ia 1y,iiiixipmisiseci cri ir,ilcd,as i�the CCC_Irac'y ut'-n>_c_'.to ,:u ,<-'nr.:t,.(.re _ ,,-)1 ` 1. s ;,si1_Lae ray .a. ia'1i>`uI_,;it r, r :a:fr>I knc:.r;edcltr_ https:/(earthquake.usgs.govicn2Jdesignmaps/us/s.lmmaryph;i7template=minimal&latitide=453991294&Inngitude=-122,747253&siteclass=38risknategnry=-18,e.., 1/1 MEW A Mi111 a S1,R,ECt, Oregon Business Park 1-Bldg 14 DATE: Jun-17 JOB NC0:LCULATION SHEET 17-0192 STRUCTURAL ENGINEERS Wall Anchorage N-S NY: SHEET: 2.1 Wall Anchorage N-S Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dwal1= 5.5 in w,.11= 150 pcf htrib= 8.75 ft Wp= 602 plf hp= d ft Lf= 246 ft (Minimum Diaphragm Length) 4—* ka=1+Lf/100= 3.46 (ASCE 41-13,Eq.7-11) use ka= 2 (ka max=2) Fp,raai zo= 17.5 ft (Height of Anchorage) kh=1/3(1+2`(za/hn))= 1 (ASCE 41-13,Eq.7-12) BSE-1l_hazard level(Life Safety) Sas=.... 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) h,= 17.5 ft Fp=0.4 Sps kakh X Wp= 285 psf (ASCE 41-13,Eq.7-9) F,,,mIR=0.2 ka X Wp= 313 psf (ASCE 41-13,Eq.7-10) BSE-26 hazard level(Collapse Prevention) 5x,= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) Fp=0.4 Sps kaki,X Wp= 419 psf (ASCE 41-13,Eq.7-9) Fp,rr,in=0.2 ka X Wp= 241 psf (ASCE 41-13,Eq.7-10) Fpma,,= 419 plf A 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 maxi`s)/C1C2 J= 1256 lbf (ASCE 41-13,Eq.7-35) Holdown (Member t): HDUS-SDS2.5(3") Number of Holdowns: 1 Cd= 1.6 (Duraton Factor) 4)= 0.65 (NDS Table N2) Kf=2.16/ 3.32 (Strength Conversion Factor-NDS Table N1) FHoldawn= 1 x 5645 lbf= 5645 lbf (Simpson Strong Tie) Oa=F,oldown*Kf/Cd= 11724 lbf Qci > QUF O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.11., (Demand Capactiy Ratio) 'Use. HDU5-5052.5 at 6 ft O.C. 4 Anchor Embedment: J= 1 QUF=(Fp",axsS)/C1CJ J= 2512 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. 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.37 Use: Min Embedment 4" (See attached Profis Calcualtion for Threaded Rod In Concrete) Zwww.hliti.us Profis Anchor 2.7.3 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: i Date: 6/26/2017 E-Mail: Specifier's comments: a I Input data 4tdarrl 4001471 Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 Effective embedment depth: hef,act=4.000 in.(he1,11,,.It=-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.lb] Z I�TYsy M1 A 0 co Q ,,, `•, fir.._ 'S• ,�,m xs? J � Tv �j��zf 3f�J K" y� / O �I Input data and results'cost be chocked for aWeament with the amst ng cocdlbans a d or plats b.lityt PROFIS Anchor;'c)2003.2408 Hilt;AG,FL-9494 Schwan Hi€ti is a reg stered Trademark of N.ilii.AG.Sc^wan • 1101.1111116,11111.11 www.hllti.us Profis Anchor 2.7.3 4. . Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: ) Date: 6/26/2017 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 ... ._.. .0......_-___ _ ��...._....�... max.concrete compressive strain: -[%o] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 0[lb] resulting compression force in(xly)=(0.000/0.000):0(Ib] 3 Tension load Load N.[ib] Capacity N[Ib] Utilization RN=NUa(4N Status Steel Strength' 2512 10650 24 bK Bond Strength** 2512 4886 52 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** 2512 4420 57 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength N. =ESR value refer to ICC-ES ESR-3814 (p Nse a Nua ACI 318-14 Table 17.3.1.1 Variables Ase ti[ln.z] far [psi] 0.23......_... . ......... 72500 Calculations N.[b] 16385 Results Nsa[b]_ 64,40 • Nsa[lbj Nua[Ib] 16385 Ow�.. 10650 25w12 :npuf data and res..,0s rust be cnecaad for agreement tn©ardstng wndu,ons ardor plaus.trilnyt PROFS Anchor t c}2003-2009 H.i'AG,`L-9494 Schaan Nrta s a reg+szered Traderrax of KM AG,Schwan ' 1.111111116111r91 www.hilti.us Profis Anchor 2.7.3 Company: Page 3 Specifier: Project: Address: Sub-Project I Pos.No: Phone I Fax [ Date: 6/26/2017 E-Mail: 3.2 Bond Strength //AN, Ne =t 4'....,")V ed Na V ce.Na Nba ACI 318-14 Eq.(17.4.5.1a) ep Na 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) AN,Q =(2 c1,)2 - ACI 318-14 Eq.(17.4.5.1c) c1a =10 da ,1400 ACI 318-14 Eq.(17.4.5.1d) 1 `V ec Na= (1 + eN/ 5 1.0 ACI 318-14 Eq.(17.4.5.3) cc,/J/ V ed,Na=0.7+0.3 ( a'"'e')s 1.0 ACI 318-14 Eq.(17.4.5.4b) `` CNa tV cpNa=MAX( "`"" "a)5 1.0 ACI 318-14 Eq.(17.4.5.5b) Cac cac Nb, =t.a'tk,c'r'da'hat ACI 318-14 Eq.(17.4.5.2) Variables e,c.uncr[psi] da[in.] her[in.] ca.m,n[in.] t i.e[psi] 2210 0.625 4.000 6,000 1260 of t P€[in] a z.N[in.) cac[n 3 7.4 0.00(3.._ 0.00Ctr. ._...w_ .._. 8.731 .. ...,_1,000..,-_ .-- Calculations cNa[in.] AN.[in,2] ANao[in.2] 31,Od,Ha 8.819 261.37 31.1.0s 0904 -.. 'V, 114 '4°ae4,ma , mora Nae[lb] 1.000 1.000 1,000 9896 _.. Results Na[Ib].__ . .... 1;4 _ ...•,Na[Ib] N,,[Ib]..,_ 3.3 Concrete Breakout Strength Ncb APta V,,N W,,s4V ep.N Nb ACI 318-14 Eq.(17.4.2.1a) o Nb z Nue ACI 318-14 Table 17.3.1.1 Awa see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) AP.c4 of=9 h2 ACI 318-14 Eq.(17.4.2.1c) 1 V cc,N = 2 eN 5 1.0 ACI 318-14 Eq.(17.4.2.4) {1 + - 3 he€ V ed,N =0.7+0 Largld)5 1.0 ACI'318-14 Eq.(17.4.2.5b) 1 Sher V cp N =MAX(C" 5 1. 11<1.0 ACI 318-14 Eq.(17.4.2.7b) _c r cr Ny =kc X, Jf,h;;5 ACI 318-14 Eq.(17.4,2.2a) Variables hef In.] ec'N[in.] e52,5[in.] ca Hr.,[in.] V c N 4.000 0.000 0.000 6.000 1.000 cae[in.] It, X.a fa[psi] 8.731 17 1.000 2500 Calculations AN,[in.`] Ai-450 1i0-2.1 AV erase tN zr€ V.a..1€. c3 „Pa Ns[Ib] 144,00 144.60 1.000 1,000 1.000 1.0011 6800" Results Nth[b1 11r s s,a1. • N>,lib) Nua[Ib] 6800 t . 4420 2512 Input data ono-esulis rn-st be ct:er Ked fof agresment win the exisb^g co dl,ons and foc olatlObilityf PRCFIS Anch.;.f c 12003-2009 Niltb AG,FL-9494 Schaac nil il is a registered Trademark of Nitta AG Scoaan MIMM ,,..,‘„c_. Oregon Business Park 1-Bldg 14 DATE. Jun-17 ,o9 No-CALCULATION SHEET. 17-0192 4TNUC7JRAL ENGINEERS Wall Anchorage E-W PS. SHE'S: 2.5 Wall Anchorage E-W Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 dW,>= 5.5 in ww,;i= 150 pcf 't. htrib= 8.75 ft Wo= 602 plf hp= 0 ft 4= 100 ft (Minimum Diaphragm Length) /) k,=1+14100= 2 (ASCE 41-13,Eq.7-11) ` ~— use k,= 2 (k,max=2) FP,,0„r z,= 17.5 ft (Height of Anchorage) kh=1/3(1+2*(z1h„))= 1 (ASCE 41-13,Eq.7-12) BSE-1Ehazard level(Life Safety) 5,,,= 0.46 g (See Attached USGS Report) X= 1.30 (ASCE 41-13,Tbl 7-2) h„= 17.5 ft Fa=0.4 Sps kakh X WP= 285 psf (ASCE 41-13,Eq.7-9) Fp,,p=0.2 k,X Wp= 313 psf (ASCE 41-13,Eq.7-10) BSE-2E hazard level(Colla'pSe Prevention), S,,= 0.87 g (See Attached USGS Report) X= 1.00 (ASCE 41-13,Tbl 7-2) FP=0.4 SDS k,kb X W,,= 419 psf (ASCE 41-13,Eq.7-9) Fp,,,,;,,=0.2 k,X Wp= 241 psf (ASCE 41-13,Eq.7-10) Fpm,,,= 419 plf A 1= 2 (ASCE 41-13,Section 7.5.2.1.2) C1C2= i (ASCE 41-13,Tbl 7-3) Anchor spacing(s)= 8 ft QUF=(Fp ma,*s)/C1C21= 1675 lbf (ASCE 41-13,Eq,7-35) Holdown (Member t): -DU2-SD52.5(3') Number of Holdowns: 2 Ca= 1.6 (Duraton Factor) (I)= 0.65 (NDS Table N2) Kf=2.16/4) 3.32 (Strength Conversion Factor-NDS Table N1) F„nh,o,,�„= 2 x 3075 lbf= 6150 lbf {Simpson Strong Tie) Qc,=Fhcicown*K./Cd= 12773 lbf Qci > QuF O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.13 (Demand Capactiy Ratio) Use: HDU.-SDS25 EA Side at 8 ft O.C. Anchor Embedment: 1- 1 Our=(Fp,,,,, s)/C1C21= 3349.5 lbf 4e 1 {Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 lbf (Profis) Min Embedment= 4 in (Profis) Bond Strength(Nag)= 10128 Ibf <---Governs (Profis) Breakout Strength(Ncbg)= (� 10271 lbf (Profis) QCL > QUF O.K. SJ8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.33 Use: Min Embedment 4" (See attached Profis Calcualtion for Threaded Rod in Concrete) • 111•11111.0911".11 2 www.hilti.us Profis Anchor 2.7.3 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 6126/2017 E-Mail: Specifier's comments: s__., _... ......._ 1 Input data4$LIV,1140.4114 Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 Effective embedment depth: he,.ct=4.000 in.(hor,i,mn=-in.) Material: 5.8 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2017 11/1/2019 • Proof: Design method ACI 318-141 Chem Stand-off installation: et,=0.000 in.(no stand-oft);t=0.500 in. Anchor plate: l,,,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[in.]&Loading[lb,tn.lb] iZ A E A 0 Ce Y M 6 X25„-4 p .M on • 6 ti,.W � / / $n/ SSE Z X nput data and rasulis rust be checked.or agreemen:with the ex.sting conolilons and for Maus b,ttyt PROFIS Anchor t c 12033-2409 Hitt AG:FL-9484 Schwan HI st€is a registered Trademark o'H?t AG,Scheer 1141111.111"11 • www.hitti.us Profis Anchor 2.7.3 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: j Date: 6/26/2017 E-Mail: 2 Load case/Resulting anchor forces .z y i Load case:Design loads • • • i2 •• • Anchor reactions[lb] •j • Tension force:(+Tension,-Compression) f Anchor Tension force Shear force Shear force x Shear force y ..1...__--- _ .1675 .._:. .._..._..,� d.._:e: 0.. .0 2 1675 0 0 0 ♦,.. .. x Tension ,._._.__ _ max.concrete compressive strain: -[%e] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 3350[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] i _..'1 j. 3 Tension load Load N„a[Ib] Capacity+Na[Ib] Utilization[}N Nua/�N„ Status Steel Strength" r r_...__, 1675mm:m...._ 10650 16.. ... OK Bond Strength" 3350 6583 51 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** 3350 6676 51 OK "anchor having the highest loading "'anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-3814 41 Nse a Nue ACI'318-14 Table 17:3.1.1 Variables Ase [In z] fele[psi] 0.23 ._._ ._...,_72500 Calculations Nsa[Ib] 16385 Results t Nsa[ib] a" ........ :..:M. 4�Nsy[iby.__:_ Nati[Ib] .:.:.::.:....:. 16385 ' ___ p 10650 1675 " Input data and res..its most be checked fa agreement w th Me exa rng co-unions and for pla,:stb it y. PROFIS Anchor(c)2003-2009 H.It AG,O'9494 Schaan H.,s a reg steed Traderna k of 000 AG,Scnaan 111114111irri 2.B ' www.hilti.us Profis Anchor 2.7.3 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: 1 Date: 6/26/2017 E-Mail: 3.2 Bond Strength N {/ AN. N ACI 318-14 Eq.(17.4.5.1.b) ag = (AN. ,)W eel W ec2,Na W ed,Na tiY cp.Na ba iF Nag Z 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) ANao =(2 CNa)2 ACI 318-14 Eq.(17.4.5.1c) cNa =10 da T110©uncr ACI 318-14 Eq.(17.4.5.1d) 1 W ec,Na= eN 1 5 1.0 ACI 318-14 Eq.(17.4.5.3) cNa 41 ed,Na=0.7+0.3(c•L'in)51.0 ACI 318-14 Eq.(17.4.5.4b) MAX( Na V„,Na= t Ca'min cNal 5 1.0 ACI 318-14 Eq.(17.4.5.5b) Cac Cac Nba =?.a•Tk,c•n-da•hef ACI 318-14 Eq.(17.4.5.2) Variables ,,,. 0. T k,c,uncr[psi] da[in.] he[in.] carnia[in.] T 1,,bc[psi] _ . 2210. .: ,,,,,. 625 4.000 6.000 1260 _ -_ eci sl[in.) eats CIm) 0.[[0] _-x.a 0:000. . i00-5 __... ......._. 1 66-0 -"-- Ca I culatio ns Calculations cNa[in.] ANa[in.2) ANao[Mil W ed,Na 8.819 _„ 352.14 _..._. 311.09 . 0.904 W ec Na..::.,.:.,. W ec2Na N Llbl 1.000 " 1.000 1.000 9896 Results Nn: [lb] ,.....# # j [Ih1 N.[I . 901 $ � _R� —S� . ,_ 3.3 Concrete Breakout Strength AN Ncb9 = (AN o)l,f sew W ed,N W c,N W cp,N Nb ACI 318-14 Eq.(17.4.2.ib) 4i Ncbo 2 Nua /// 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 hei ACI 318-14 Eq.(17.4.2.1c) J 1 W DON' { 1 +2 eN 5 1.0 ACI 318-14 Eq.(17.4.2,4) \\ 3 hal/ W ed,N =0.7+0.3(1.5hca.min)5 1.0 ACI 318-14 Eq.(17.4.2.5b) ef W cp,N =MAXca,min 1.5hai 5 1.0 ACI 318-14 Eq.(17.4.2.7b) Cac Cac Nb =kc i.,a 1ifG hie° ACI 318-14 Eq.(17.4.2.2a) Variables her[in.] ectN[in.] ec2.N fin.] Ca.min[in.] w c,N 00 4.0000.000 0.6 6.000 1.000 can.[in.] kc .a fc[psi] 8731._.. 17 1.000 2500 Calculations ANc[in.2] ANco[in.2) W ac1,N W e 2,N 41 ed,N W cpN Nb[Ib) 217.50 144.00 1,000 1.000 1.000 1.000 6800 Results Nc r r[lb]..,., ... ...._. . herr. tit N [Ib] Nua[lb],, 1027,1 0 _ 6676 3350 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hdti AG,Ft--9494 Schaan Hiltr is a registered Trademark of Heti AG.Schaan L. CALCULATION SHEET li SUSJc Oregon Business Park 1-81dg 14 DATE: Jun-17 JOB NO 17-0192 N-S Subdiaphragm Analysis c safe= 3.1 S FRUC-URA1 ENGNEERS N-S Subdiaphragm Analysis Fp max= 419 plf J= 2 (ASCE 41-13,Section 7.5.2.1.2) CiC2= 1 (ASCE 41-13,Tbl 7-3) Continuity Tie Spacing(s)= 24.5 ft Subdiaphragm Depth(d)= 12 ft Aspect Ratio(s/d)= 2.042 OK (2.5 max) QUF=(Fp m."5/2)/dC1C2 J= 214 plf (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) Qct=v/Cd= 540 plf Use: 12 ft long x 24.5 ft wide subdiaphragm Qct > QUF O.K. OCR= 0.396 Continuity Tie Out=Fpm,,,x s= 10258 lbf Continuity Tie Force Holdown (Member t): HDU5-SDS2.5(3") Number of Holdowns: 2 Cd= 1.6 (Duraton Factor) 0.65 (NDS Table N2) Kf=2.16/qJ 3.32 (Strength Conversion Factor-NDS Table N1) Fttoldowo= 2 x 5646 Ibf= 11290 lbf (Simpson Strong Tie) Qct=Fnoidown`Kt,/c.= 23448 Ibf Qct > QUF O.K. (ASCE 41-13,Eq. 7-37) DCR= 0.437 lUse: HDUS-5D52.5 EA Side I Nib pfs-- s tor: ) 01/1'514-/-2- '-'541-7144) 'f? n/ (3,✓ -C /l 9/4-, / Y CALCULATION SHEET • Oregon Business Park 1-Bldg 14 DA,e Jun-17 e31,10 17-0192 STRUC'URAL ENGiNEEkS E-W Subdiaphragm Analysis BY; SI-HT: 3.2 E-W Subdiaphragm Analysis Fp max= 419 plf J= 2 (ASCE 41-13,Section 7.5.2.1.2) CiC2= 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*5/2)/dC1C2 J= 105 plf (ASCE 41-13,Eq.7-35) Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 15/32"P'y 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: 24 ft 1on5 x 24 ft wide subdiapbragm l QCL > QUF O.K. DCR= 0.194 Continuity Tie Qof=Fp maxi s= 10049 lbf Continuity Tie Force Holdown (Member t): HDU5-SDS2.5(3") Number of Holdowns: 2 Cd= 1.6 (Duraton Factor) 4= 0.65 (NDS Table N2) Kf=2.16/4 3.32 (Strength Conversion Factor-NDS Table N1) FHoldown= 2 x 5645 lbf= 11290 lbf (Simpson Strong Tie) Qtt=Fhoidown*Ki/Cd= 23448 Ibf QCL > QUF O.K. (ASCE 4143,Eq. 7-37) DCR=0.429 'Use: HDU5-SD52.5 EA Side l or �^#mac t" \'‘VJ g /a'1 C sS6-1,3 ref:- I n r`