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Specifications OFFICE COPY RECEIVED FEB 2 3 2021 ;iTY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS for Voluntary Seismic Strengthening PacTrust Busines Center- Building P Din 51 7216 SW Durham Road 0(02021' Tigard, Oregon for Pacific Realty Associates, LP 15350 SW Sequoia Parkway, Suite 300 Portland, Oregon 97224 by MHP, Inc. Structural Engineers oc u c T uRq Long Beach, California ��RtiO PROpF�s (k' ' - 48PE February 22, 2021 ,' i MHP JN: 17-0192-00 ►� •- Ncs FTN D p` EXPIRATION DATE 12-31.22 M STRUCTURAL ENGINEERS CALCULATION SHEET Moi 11 SUBJECT. Voluntary Seismic Strengthening DATE. Feb-21 JOB NO; 17-0192 STAIIC'TlIR 41 FNf.INFFRS 7216 SW Durham Road BY. SHEET. Table of Contents Section Page No. GENERAL Scope of Work 1.1 USGS Ground Motion Data 1.2- 1.3 STRUCTURE DESIGN: Wall Anchorage N-S 2.1 Hilti Anchor Check 2.2-2.6 Wall Anchorage E-W 2.7 Hilti Anchor Check 2.8-2.12 N-S Subdiaphragm Analysis 3.1 E-W Subdiaphragm Analysis 3.2 CALCULATION SHEET SUBJECT: Voluntary Seismic Strengthening DATE: Feb-21 JOB NO 17-0192 S TRNCTIIRAI f N(:INFFR, 7216 SW Durham Road 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 41-17 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 22S-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] 2/19/2021 ATC Hazards by Location I.c 1 C Hazards by Location Search Information "�' E7 Hood Prop. Address: 7216 Southwest Durham Road,Tigard,OR,USA yN atrnn Vgncouaer Rockaway z 166 fR ° Coordinates: 45.39841029999999,-122.7507515 q Beach Hillsboro rand s;Ttllar osk ° Elevation: 166 ft Reav on Gresham 173 Mt.Hood Timestamp: 2021-02-19T23:52:41.061Z National Forest Hazard Type: Seismic Pactfic city CP- Reference Document: ASCE41-17 Map data©2021 Google Site Class: D-default Custom Probability: Horizontal Response Spectrum -Hazard Level BSE-2N Sa(g) 1.00 0.80 0.60 0.40 0.20 0.00 0 5 10 15 Period(s) Hazard Level BSE-2N Name Value Description SsUH 0.96 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) CRS 0.886 Coefficient of risk(0.2s) SsRT 0.851 Probabilistic risk-targeted ground motion(0.2s) -.x SsD 1.5 Factored deterministic acceleration value(0.2s) Ss 0.851 MCER ground motion(period=0.2s) Fa 1.2 Site amplification factor at 0.2s SX5 1.021 Site modified spectral response(0.2s) S1 UH 0.45 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) CRi 0.866 Coefficient of risk(1.Os) S1RT 0.39 Probabilistic risk-targeted ground motion(1.0s) S1D 0.6 Factored deterministic acceleration value(1.0s) Si 0.39 MCER ground motion(period=1.0s) F� 1.91 Site amplification factor at 1.0s Sxt 0.744 Site modified spectral response(1.0s) Hazard Level BSE-1 N Name Value Description Sxs 0.68 Site modified spectral response(0.2s) Sxt 0.496 Site modified spectral response(1.0s) Hazard Level BSE-2E 2/19/2021 ATC Hazards by Location 1.3 Name Value Description Ss 0.609 MCER ground motion(period=0.2s) Fa 1.313 Site amplification factor at 0.2s SXs 0.799 Site modified spectral response(0.2s) 4 BSE-2E Si 0.276 MCER ground motion(period=l.Os) Fv 2.049 Site amplification factor at 1.0s SXi 0.565 Site modified spectral response(1.Os) Hazard Level BSE-1 E Name Value Description Ss 0.233 MCER ground motion(period=0.2s) Fa 1.6 Site amplification factor at 0.2s SX8 0.372 Site modified spectral response(0.2s) 4 BSE-1 E St 0.085 MCER ground motion(period=l.0s) Fv 2.4 Site amplification factor at 1.Os Ski 0.204 Site modified spectral response(1.Os) TL Data Name Value Description TL 16 Long-period transition period(s) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process.Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. CALCULATION SHEET Mll a SUBJECT: 7216 SW Durham Road DATE: Feb-21 JOB NoC: 17-0192 STRUCTURAL ENGINEERS Wall Anchorage N-S BY: SHEET: 2.1 Wall Anchorage N-S Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-17 dwall= 6.5 in wwa6= 150 pcf ht,;b= 12.375 ft Wp= 1005 plf hp= 0 ft Lf= 125 ft (Minimum Diaphragm Length) 411114—_. ka=1+Lf/100= 2.25 (ASCE 41-17,Eq.7-11) use ka= 2 (ka max=2) FE roof z = 24.75 ft (Height of Anchorage) kh=1/3(1+2*(za/hn))= 1 (ASCE 41-17,Eq.7-12) BSE-1E hazard level(Life Safety) Sx5= 0.51 g (See Attached USGS Report) X= 1.30 (ASCE 41-17,Tbl 7-1) h,= 24.8 ft Fp=0.4 SDS kakh X Wp= 533 plf (ASCE 41-17,Eq.7-9) Fp,min=0.2 ka X Wp= 523 plf (ASCE 41-17,Eq.7-10) BSE-2E hazard level(Collapse Prevention) SS= 0.80 g (See Attached USGS Report) X= 0.90 (ASCE 41-17,Tbl 7-1) Fp=0.4 SD5 kakh X Wp= 578 plf (ASCE 41-17,Eq.7-9) Fp,,,,„=0.2 ka X Wp= 362 plf (ASCE 41-17,Eq.7-10) Fp max= 578 plf A Anchor spacing(s)= 8 ft (Max Effective) QuF=(Fpmax*s)= 4627 lbf (ASCE 41-17,Eq.7-35) Holdown (Membert): HDU2-SD52.5(3") Number of Holdowns: 2 Kf= 3.32 (Strength Conversion Factor-NDS 2015 TBL 11.3.1&N1) FHoldown= 2 x 3075 lbf= 6150 lbf (Simpson Strong Tie) OCL=0.85*(Fhpldown/1.6)*Kf = 10847 Ibf Qa. > QV 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. I Anchor Embedment: QUF=(Fp max*s)= 4627 Ibf O= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 13110 lbf (Profis) Min Embedment= 5 in (Profis) Bond Strength(0.75*Nag)= 11973 lbf (Profis) Breakout Strength(0.75*Ncbg)= 9563 lbf <---QcI (Profis) 4L > QuF O.K. 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.48 Use: Min Embedment 5" (See attached Profis Calcualtion for Threaded Rod in Concrete) 2.2 • Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: l E-Mail: Design: Concrete-Feb 22,2021 (1) Date: 2/23/2021 Fastening point: Specifier's comments: Wall Anchor - N/S 1 Input data 41Lrs a-uLrI Anchor type and diameter: HIT-RE 500 V3+HAS-V-36(ASTM F1554 Gr.36)5/8 Item number: 2198025 HAS-V-36 5/8"x8"(element)/2123401 HIT-RE 500 V3(adhesive) Effective embedment depth: her,act=5.000 in.(het,limit=-in.) Material: ASTM A 1554 Grade 36 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2020 i 1/1/2021 Proof: Design Method ACI 318-08/Chem Stand-off installation: e,=0.000 in.(no stand-off);t=0.500 in. Anchor plates: Ix x ly x t=4.000 in.x 9.125 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fc'=2,500 psi;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 Seismic loads(cat.C,D,E,or F) no R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[lb,in.lb] 4 4 Design loads Sustained loads r� 111( Q y r w 11110 X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 111141161111.11 2.3 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Feb 22,2021 (1) Date: 2/23/2021 Fastening point: 1.1 Design results Case Description Forces[Ib]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=4,627;Vx=0;Vy=0; no 56 Mx=0;My=0;Mz=0; Nsus=0;Mx,sus=0;My,sus=0; 2 Load case/Resulting anchor forces •y Anchor reactions[Ib] O 2 Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2,314 0 0 0 2 2,314 0 0 0 O 00x Tension max.concrete compressive strain: -[%o] max. concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 4,627[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] O 1 Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load N.[Ib] Capacity$ N„[Ib] Utilization PN=Nua/4 Nn Status Steel Strength* 2,314 9,833 24 OK Bond Strength** 4,627 10,377 45 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Failure** 4,627 8,288 56 OK *highest loaded anchor **anchor group(anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 MI`.TI 2.4 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Feb 22,2021 (1) Date: 2/23/2021 Fastening point: 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-3814 4 Nsa >Nua ACI 318-08 Eq. (D-1) Variables Ase,N iln.z] futa[psi] 0.23 58,000 Calculations Nsa[lb] 13,110 Results Nsa[lb] steel 4) Nsa[lb] N.[lb] 13,110 —9:'58— 9,833 2,314 1.0 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 11411I1.1'I r1 2.5 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Feb 22,2021 (1) Date: 2/23/2021 Fastening point: 3.2 Bond Strength N = /ANa) y/act ���ec2,Na lt'ed,Na tI�cp,Na Nba ACI 318-11 Eq.(D-19) ag ACI 318-11 Table D.4.1.1 Nag >_Nua //ua AN. =see ACI 318-11,Part D.5.5.1,Fig.RD.5.5.1(b) ANaO _ 2 ACI 318-11 Eq.(D-20) —(2 CNa� cNa =10 da 1100 T uncr ACI 318-11 Eq.(D-21) 1 tVec,Na = (1 +eN) _<1.0 ACI 318-11 Eq.(D-23) CNa t =07+0.3 /Ca min) c to ACI 318-11 Eq. (D-25) V ed,Na cNa (Gamin CNE) ACI318-11 Eq.(D-27) I"cp.Na =MAX(lam, C <1.0 ac ac Nba =a'a• Tax• rz•da•hef ACI 318-11 Eq.(D-22) Variables k,c,uncr [psi] da[in.] hef[in.] Ca,min[in.] aoverfiead Tk,c[psi] 2,210 0.625 5.000 - 1.000 1,260 ec1,N[in.] ac2,N Cac[in.] a [in.] 0.000 0.000 11.692 1.000 Calculations cNa[in.] ANa[in.2] ANao[in.2] iV ed,Na 8.819 401.49 311.09 1.000 IV ec1,Na VVec2,Na WVcp,Na Nba[Ib] 1.000 1.000 1.000 12,370 Results Nag[Ib] w bond (I) Nag[Ib] Nua[Ib] 15,964 —0 C 0 10,377 4,627 1.0 0.75*Nag = 0.75*15,964# = 11,973# Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 2.6 101111111161111 I Hilti PROFIS Engineering 3.0.67 www.hilti.com _---. Page: 5 Company: ageifier: Address: Ppecif: Phone I Fax: I E-MailDate: 2/23/2021 Design: Concrete-Feb 22,2021 (1) Fastening point: 3.3 Concrete Breakout Failure ANc tJ N ACI 318-08 Eq. (D-5) Ncbg = ( ) t,ec,N ,ed,N tll c,N (cp,N b ACI 318-08 Eq.(D-1) Ncyg >_Nua ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) z ACI 318-08 Eq.(D-6) ANco =9 hef (12e ) <1.0 ACI 318-08 Eq.(D-9) 1JIec,N — + N 3 her l w ed,N =0.7+0.3 (1 5h) <1.0 ACI 318-08 Eq. (D-11) of �IIAX = (ca_min 1.5hef) <1.0 ACI 318-08 Eq.(D-13) tij cp,N Cac Cac hi.s ACI 318-08 Eq.(D-7) Nb =kc X c of Variables ec1,N[in.] ear,[in.] ca,min[in.] '4'c,N her[in.] - 5.000 0.000 0.000 1.000 f.[psi] Cac[in.] kc 11.692 17 1 2,500 Calculations ANC[in. 2 2 w ecl,N wec2,N tlfed,N tiicp,N Nb[Ib] ] Awn[in.] 1.000 1.000 9,503 301.88 225.00 1.000 1.000 Results Ncbg[Ib] 4'concrete 4) Ncbg[Ib] Nua[Ib] 12,750 —8'609- 8,288 4,627 1.0 0.75*Ncbg = 0.75*12,750# = 9,563# Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 5 SUBJECT 7216 SW Durham Road PATE: Feb 21 JOBNO.CALCULATION SHEET 17-0192 STRUCTURAL FNGINEERS Wall Anchorage E-W BY: SHEET: 2.7 Wall Anchorage E-W Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-17 dwa11= 6.5 in Wwall= 150 pcf htrlb= 12.4 ft Wo= 1008 plf hp= 0 ft Lf= 375 ft (Minimum Diaphragm Length) 41111.4---- ka=1+Lf/100= 4.75 (ASCE 41-17,Eq.7-11) A use k,= 2 (k,max=2) F5.roof z = 24.8 ft (Height of Anchorage) a kh=1/3(1+2*(za/hn))= 1 (ASCE 41-17,Eq.7-12) BSE-1E hazard level(Life Safety) S„s= 0.51 g (See Attached USGS Report) X= 1.30 (ASCE 41-17,Tbl 7-1) hn= 24.8 ft Fr,=0.4 Sps kakh X Wp= 534 plf (ASCE 41-17,Eq.7-9) Fp,R,,„=0.2 ka X Wp= 524 plf (ASCE 41-17,Eq.7-10) BSE-2E hazard level(Collapse Prevention) S„,= 0.80 g (See Attached USGS Report) X= 0.90 (ASCE 41-17,Tbl 7-1) Fp=0.4 Sps kakh X Wp= 580 plf (ASCE 41-17,Eq.7-9) Fp min=0.2 kA X Wp= 363 plf (ASCE 41-17,Eq.7-10) ♦ Fo max= 580 plf A Anchor spacing(s)= 7 ft 4uf=(Fp ma.*s) = 4057 Ibf (ASCE 41-17,Eq.7-35) Holdown (Member t): HDUS-SDS2.5(3") Number of Holdowns: 1 Kf= 3.32 (Strength Conversion Factor-NDS 2015 TBL 11.3.1&N1) FHoidown= 1 x 5645 lbf= 5645 lbf (Simpson Strong Tie) C(Ci=0.85*(FhoIdown/1.6)*Kf= 9956 Ibf Qa > QuF O.K. (ASCE 41-13,Eq. 7-37) OCR= 0.41 (Demand Capactiy Ratio) 'Use: HDU5-SD52.5 at 7 ft O.C. Anchor Embedment: QUF=(Fo ma),*s)= 4057 Ibf O= 1 (Ultimate Strength) Anchor Diameter= 5/8 in Steel Strength(Nsa)= 13110 lbf (Profis) Min Embedment= 5 in (Profis) Bond Strength(0.75*Nag)= 9278 lbf (Profis) Breakout Strength(0.75*Ncbg)= 7127 Ibf <---QcI (Profis) QCL > QuF O.K. 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.57 Use: Min Embedment 5" (See attached Profis Calcualtion for Threaded Rod in Concrete) • MI1IILTI 2.8 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Feb 22,2021 (1) Date: 2/23/2021 Fastening point: Specifier's comments: Wall Anchor - E/W 1 Input data Ill_---I Mtf.-I-1 Anchor type and diameter: HIT-RE 500 V3+HAS-V-36(ASTM F1554 Gr.36)5/8 Item number: 2198024 HAS-V-36 5/8"x6"(element)/2123401 HIT-RE 500 V3(adhesive) Effective embedment depth: heat=5.000 in.(het,limit=-in.) Material: ASTM A 1554 Grade 36 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2020 11/1/2021 Proof: Design Method ACI 318-08/Chem Stand-off installation: Profile: Base material: cracked concrete,2500,fc'=2,500 psi;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 Seismic loads(cat.C,D,E,or F) no Geometry[in.]&Loading[Ib,in-Ib] O j Design loads Sustained loads 10001, cot 2., Z • 0 sof x Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 MI`..T1 2.9 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Feb 22,2021 (1) Date: 2/23/2021 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max. Util.Anchor[%] 1 Combination 1 N=4,057;Vx=0;Vy=0; no 66 Mx=0;My=0;Mz=0; Nsus=0;Mx,sus=0;My,sus=0; 2 Load case/Resulting anchor forces Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 4,057 0 0 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(x/y)=(0.000/0.000):0[lb] 3 Tension load Load N.[lb] Capacity+ N„[lb] Utilization PN=Nua/$ N„ Status Steel Strength* 4,057 9,833 42 OK Bond Strength** 4,057 8,041 51 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Failure** 4,057 6,177 66 OK *highest loaded anchor **anchor group(anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 • MIL.TI 2.10 Hilti PROFIS Engineering 3.0.67 www.hilti.com _ Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Feb 22,2021 (1) Date: 2/23/2021 Fastening point: 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-3814 Nsa >Nua ACI 318-08 Eq.(D-1) Variables Ase,N[in•2] futa[psi] 0.23 58,000 Calculations Nsa[lb] 13,110 Results Nsa[Ib] steel 4 Na,[lb] Nua[Ib] 13,110 -0.7G0— 9,833 4,057 1.0 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 S. .. I • 14 11•7191 2.11 Hilti PROFIS Engineering 3.0.67 www.hilti.com 4 Company: Page: Address: Specifier: Phone I Fax: I E-Date:Ma : 2/23/2021 ilDesign: Concrete-Feb 22,2021 (1) Fastening point: 3.2 Bond Strength Na = (A—Na) W ed,Na kifcp,N.Nba ACI 318-11 Eq. (D-18) ANao ACI 318-11 Table D.4.1.1 Na ?Nua ANa =see ACI 318-11,Part D.5.5.1,Fig.RD.5.5.1(b) A =(2 CN )2 ACI 318-11 Eq.(D-20) Na0 a CNa =10 da t uncr ACI 318-11 Eq. (D-21) 1100 =0.7+0.3 (C y ed,Na a min) ._1.0 ACI 318-11 Eq.(D-25) CNa (Ca�min,CNa) 1 0 ACI 318-11 Eq.(D-27) Vt cp,Na =MAX C C ac ac Nba =Aa'ik.c• II•da'het ACI 318-11 Eq.(D-22) Variables T k,c,uncr[psi] da[in.] het[in.] Ca,min[in] aoverhead Z k,c[psi] 2,210 0.625 5.000 b 1.000 1,260 Cac[in.] X a 11.692 1.000 Calculations CNa[in.] ANa[in.2] ANao[in.2] VI ed,Na 8.819 311.09 311.09 1.000 W cp,Na Nba[lb] 1.000 12,370 Results Na[Ib] 4 bond 4) Na[Ib] N.[lb] 12,370 -04 0 8,041 4,057 1.0 0.75*Na = 0.75*12,370# = 9,278# Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 • M 1LT1 2.12 Hilti PROFIS Engineering 3.0.67 www.hilti.com _— — 5 --- -- — Page: Company:Address: P Spec fiageifier: Phone I Fax: I Date: 2/23/2021 Design: Concrete-Feb 22,2021 (1) Fastening point: 3.3 Concrete Breakout Failure NCb = (AN`) tV ed,N •c,N >kV cp,N Nb ACI 318-08 Eq. (D-4) ANcO ACI 318-08 Eq.(D-1) 4, Nth>_Nua ANc see ACI 318-08,Part D.5.2.1,Fig. RD.5.2.1(b) ANco =9 hset ACI 318-08 Eq.(D-6) ca,min ACI 318-08 Eq.(D-11) Wed,N =0.7+0.3(1.5h ) <-1.0 of rc�mm 1.5het) <1.0 ACI 318-08 Eq.(D-13) IvN =Nh `` cac cac / N =k . Yfc ht 5 ACI 318-08 Eq.(D-7) b c of Variables f [ si] W c N cac[in.] kc c P het[in.] Gamin[in.] 1 2,500 5.000 1.000 11.692 17 Calculations ANC[in.2] ANCl[in.2] w ed,N Wcp,N Nb[lb] 225.00 225.00 1.000 1.000 9,503 Results N,[Ib] 4)concrete 4, Ncb[Ib] Nua[lb] 9,503 -9l65e-- 6,177 4,057 1.0 0.75*Ncbg = 0.75*9,503# = 7,127# Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 5 • CALCULATION SHEET Mil :il SUBJECT 7216 SW Durham Road DATE: Feb-21 SHE No: 17-0192 N S Subdiaphragm Analysis BY. sEET 3.1 STRUCTURAL.ENGINEERS N-S Subdiaphragm Analysis Fp max= 578 plf Continuity Tie Spacing(s)= 24 ft Subdiaphragm Depth(d)= 25 ft Aspect Ratio(s/d)= 0.96 OK (3.0 max) QuF=(Fo max*s/2)/d= 278 plf (ASCE 41-17,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) QCE=v/Cd= 640 plf IUse: 25 ft long x 24 ft wide subdiaphragm QCL > QUF O.K. DCR= 0.434 Continuity Tie Fp max= 578 plf Continuity Tie Spacing(s)= 24 ft (effective spacing) QUF=(Fp max*S)= 13882 lbf Continuity Tie Force Holdown (Member t): HDUS-SDS2.5(3") Number of Holdowns: 2 Kf= 3.32 (Strength Conversion Factor-NDS 2015 TBL 11.3.1&N1) FHoidown= 2 x 5645 lbf= 11290 lbf (Simpson Strong Tie) + 19913 Ibf Qa > QUF O.K. (ASCE 41-17,Eq. 7-37) QcE=0.85 (Fno down/1.6) Kf= DCR=0.697 IUse: HDUS-SDS2.5 EA Side I CALCULATION SHEET 1:11 SUBJECT: 7216 SW Durham Road DATE: Feb-21 JOB NO 17-0192 E-W Subdiaphragm Analysis BY SHEET: 3.2 STRUCTURAL ENG,NEE RS E-W Subdiaphragm Analysis Fp Rlax= 580 plf Continuity Tie Spacing(s)= 25 ft Subdiaphragm Depth(d)= 12 ft Aspect Ratio(s/d)= 2.083 OK (3.0 max) QuF=(Fomax*s/2)Id= 604 plf (ASCE 41-17,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: 12 ft long x 25 ft wide subdiaphragm I QCL QJF O.K. DCR= 0.943 Continuity Tie Fp Max= 580 plf Continuity Tie Spacing(s)= 25 ft (effective spacing) QIF=(Fp max*s) = 14490 lbf Continuity Tie Force Check (E) HCCTA Hinge Connection Tallow = 14,850# (ASD Force Level) Per Simpson Catalogue ** OK by inspection (E) Hinge Connection OK for Continuity Tie Force