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} OFFICE COPY1 :71st sw -►2�,a � OFFICE COPY RECEIVE® DEC 072020 CITY OF T IGARD BUILDING DIVISION STRUCTURAL CALCULATIONS for Voluntary Seismic Strengthening Oregon Business Park Ill-Building A 15951-15999 SW 72nd Avenue Tigard, Oregon for Pacific Realty Associates, LP 15350 SW Sequoia Parkway, Sutie 300 Portland, Oregon 97224 by MHP, Inc. Structural Engineers s. �u c T uR4 7 PR Long Beach, California 6„,5\0?0G1 fFss, 1� . .48PE December 2, 2020 ' I" / MHP JN: 17-0192-00 ' tiFTk D . 0 EXPIRATION DATE: 12-31-20 NH a STfl11C TIJRAI FNlINFFRU f 1 CALCULATION SHEET irima SUBJECT: Voluntary Seismic Strengthening DATE Dec-20 JOB NO. 17-0192 ST0.11l T110.A1 FNCINFF PS 15951-15999 SW 72nd Avenue BY: SHEET. Table of Contents Section Page No. GENERAL Scope of Work Al USGS Ground Motion Data A2-A3 STRUCTURE DESIGN: Loading Criteria 1 -2 Gridline 3 Retrofit 3-21 Wall Anchorage Check 22 -29 CALCULATION SHEET Voluntary Seismic Strengthening DATE: Dec-20 JOB Na 17-0192 STRur TI1Ri1 FN(:INFFR< 15951-15999 SW 72nd Avenue BY: SHEET. Al Scope of Work This project is a voluntary seismic strengthening of the wall anchorage systems and storefront plywood shear wall line to reduce the potential for structural damage in an earthquake.The proposed work involves installation of new roof to wall connections at the rear concrete tilt-up wall panel (Gridline 1), new continuity ties in the east/west(transverse direction),strengtehning of an existing plywood shear wall along gridline 3, and strengthening of the drag line along gridline 3.The retrofit work is designed using the 2018 IBC,referencing ASCE 7-16 with a load reduction factor of 0.75. 8/25/2020 ' ATC Hazards by Location /'1L CtTC Hazards by Location Search Information r Coordinates: 45.404563,-122.750115 A State Bar TAP Plastic 152 ft Elevation: 152 ft 9 Signs Now Ti Signs p Ti mestam p: 2020-08-25T23:20:44.992Z Hazard Type: Seismic Tican Lung i. 4 )ciation Pacific West Domino Takeout Pizza 9 4� Reference ASCE7-16 Takeout•Delivery �y Document: 'Q /� OC l(�Q��"5an Beek& Co. Q Map data©2020 Google Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 0.853 MCER ground motion (period=0.2s) Si 0.39 MCER ground motion (period=1.os) SMS 1.024 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDg 0.683 Numeric seismic design value at 0.2s SA SD1 *null Numeric seismic design value at 1.0s SA See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s F„ * null Site amplification factor at 1.0s CRs 0.886 Coefficient of risk (0.2s) CR1 0.866 Coefficient of risk (1.Os) PGA 0.388 MCEG peak ground acceleration FPGA 1.212 Site amplification factor at PGA PGAM 0.47 Site modified peak ground acceleration TL 16 Long-period transition period (s) https://hazards.atcouncil.org/#/seismic?lat=45.404563&Ing=-122.750115&address= 1/2 8/25t2020 ' ATC Hazards by Location A3 SsRT 0.853 Probabilistic risk-targeted ground motion (0.2s) SsUH 0.963 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.39 Probabilistic risk-targeted ground motion(1.0s) Si UH 0.451 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.5 Factored deterministic acceleration value (PGA) See Section 11.4.8 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. https://hazards.atcouncil.org/#/seismic?lat=45.404563&Ing=-122.750115&address= 2/2 CALCULATION SHEET MISUBJECT: Oregon Business Park III DATE Aug-20 Ios No 17-0192-00 STRUCTURAL ENG iNEE aS Building A Br. SHEET: 1 Loading Criteria - Seismic Base Shear - East/West Seismic Base Shear Determination Per 2018 IBC(ASCE 7-16) DESIGN ASSUMPTIONS -The fundamental period,Ta.is an approximation per§12.8.2.1 as an alternate to performing an analysis to determing the period,T. -For masonry or concrete shear wall structures it is permitted to use the approximate period Ta per Eq. 12.8-9. -The long-period transition period,TL,is assumed to be 8 seconds,but may vary per ASCE 7-16 Fig 22-14 through Fig 22-17. Building Information Spectral Acceleration Parameters Site Address: 15951-15999 SW 72nd Avenue Mapped MCE, 5 percent damped, spectral response Tigard,Oregon 97224 acceleration parameter(from USGS Website): Latitude: 33.6637 °N at short periods, Ss= 0.8530 g Longitude: -117.9007 °W at a period of 1 sec, Si = 0.3900 g Height of Structure= 18 Site Coefficient(0.2-s period), Fa= 1.20 Site Class= D Site Coefficient(1.0-s period), F,= 1.91 Soils Report or Default Site Class? Default Occupancy/Risk Category= II Seismic Resisting System= Design,5 percent damped, spectral response ith wood structural panels rated for shear resistance acceleration parameter: Response Modification Coefficient, R= 6.5 at short periods, Sos= 0 6824 g System Overstrength Factor, (10= 3.0 at a period of 1 sec, SD, = 0.4966 g Deflection Amplification Factor, Cd= 4.0 Importance Factor, I = 1.00 Seismic Design Category, SDC= D Structure Type: All Other Structural Systems Approximate Period Parameter,Ct= 0.020 Approximate Period Parameter,x= 0.75 Seismic Response Coefficient Design Response Spectrum Cs =S for T S To 0.105 I Approximate Fundamental Period,Ts= 0.175 s 1''s l R) Coefficient for Upper Limit Period, Cu= 1.4 Upper Limit Period, CU"Ta= 0.245 s Cs< SD Rf C / for 1.5`To<T s TL 0.437 To=0.2*Sol/Sos= 0.146 s ) Ts= Sot/SDs= 0.728 s Transition Period(1.0-s period),Tr= 8 s Cs < `SDITI. C I for T>TL 20.009 ASCE 7-16§11.4.8 Exemption 2 Yes T2 l R Spectral Response Accel., S8= 0.682 g 08 C5 =0.044S,„I>0.01 0.030 a, 0.7 _ SOS —ASCE 7-16... ( -J..030 for OSAA�SHPD) N / N o.s sDt Cs > (j 5s I/ for S, a 0.6g 0.030 i o.a a 0.3 Equivalent Lateral Force Procedure N w 0.2 *neglects values on back slope (T<T0) t 0.1 To Ts o.o Total Design Lateral Force,V= 0.105 W co 0.0 0.5 1.0 1.5 2.0 2.5 (ASD) 0.7*V= 0.073 W Period,T(sec) 0.75* (ASD) 0.7*V= 0.055 W C:1Users1eberkes\Desktop11.Work From Hometln Progress13obp214-Building MEG Base Shear(E-W) 3900 Cover Ssreec Long Beach,CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com CALCULATION SHEET mia SUBJECT: Oregon Business Park Ill DATE Aug-20 IosNO: 17-0192-00 S TPUCTUBAt EYGINcE RS -_ BuildingA BY' SHEET' Loading Criteria - Seismic Base Shear - North/South Seismic Base Shear Determination Per 20181BC(ASCE 7-16) DESIGN ASSUMPTIONS -The fundamental period,Ta, is an approximation per§12.8.2.1 as an alternate to performing an analysis to determing the period,T. -For masonry or concrete shear wall structures it is permitted to use the approximate period Ta per Eq. 12.8-9. -The long-period transition period,TL,is assumed to be 8 seconds,but may vary per ASCE 7-16 Fig 22-14 through Fig 22-17. Building Information Spectral Acceleration Parameters Site Address: 1 595 1-1 5999 SW 72nd Avenue Mapped MCE, 5 percent damped, spectral response Tigard,Oregon 97224 acceleration parameter(from USGS Website): Latitude: 33.6637 °N at short periods, SS = 0.8530 g Longitude: -117.9007 °W at a period of 1 sec, Si = 0.3900 g Height of Structure= 18 Site Coefficient(0.2-s period), Fe= 1.20 Site Class= D Site Coefficient(1.0-s period), F„= 1.91 Soils Report or Default Site Class? Default Occupancy/Risk Category= II Seismic Resisting System= Design, 5 percent damped, spectral response A.5 Intermediate precast shear walls acceleration parameter: Response Modification Coefficient, R= 4.0 at short periods, SOS= 0.6824 g System Overstrength Factor, fto= 2.5 at a period of 1 sec, SDI = 0,4966 g Deflection Amplification Factor, Ca= 4.0 Importance Factor, I = 1.00 Seismic Design Category, SDC = D Structure Type: All Other Structural Systems Approximate Period Parameter,C,= 0.020 Approximate Period Parameter, x= 0.75 Seismic Response Coefficient Design Response Spectrum C5 = S I for T s To 0.171 Approximate Fundamental Period, Ta= 0.175 s �R i Coefficient for Upper Limit Period, Co= 1.4 Upper Limit Period, C *Te = 0.245 s Cs < Si f I for 1 5 To<T s TL 0.710 To=0.2*SD1/SDS= 0.146 s T R, TS= Sot/SDS= 0.728 s Transition Period(1.0-s period), T,, = 8 s Cs < S„'T' I for T>Ti_ 32.514 ASCE 7-16§11.4.8 Exemption 2 Yes T2 R, Spectral Response Accel., Se= 0.682 g 0.8 C, =0.0-1.5,,,.1 >_0.01 0030 (>=Q030 for DSA/OSHPD) Ti-a- 0.7 SDS -ASCE 7-16__ is 0.6Fl C, > 0.5s,H for S1 . 0.6g 0.049 ,0 0.5 Q 13.4 N 0.3 Equivalent Lateral Force Procedure a, s 0.2 *neglects values on back slope(T<To) E° 0.1 To Ts Total Design Lateral Force,V= 0.171 W S. o.o 0.0 0.5 1.0 1.5 2.0 2.5 (ASD)0.7*V= 0.119 W Period,T(sec) 0.75* (ASD) 0.7*V= 0.090 W C.\Users\eberkes\Desktop\1.Work From Homan Progress13obp214-Building A\EQ Base Shear(N-S) 3900 Cover Street Long Beach,CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com CALCULATION SHEET SUBJECT .te_ .._G4Y. __ 'IL D1P _....__ _..._....._ DATE: JOB NO. 1....]... (,)1/2, eV STRUCTURAL ENGINEERS ...___ __... BY:. SHEET. 3 GelF' ice v `!✓F 7 0 iJL PW41 wf 11 r7X • pJ0 plt� 0 0 f f+ u1,o2: 1)C\ CAIJayd ► = 2, 205 ' kf'd w* = 1.5 Psf a ic,l,„10 4((24,3427702i3) ri-7'7'I\(11)(z) 3 ' 0 ems, j s- r J �-t b = 473O k ' ZZ q/ b H �i4/s 0,01 s// \4111 0P i- (may y = l t!y* t 57,33o* ' yoZ, Wkf 1 \J„..41A„ - ( l0/2)(3-5' ) t t R �h ) (3... J - 35-0,08Li `4of 6,-sr vifr. . \44-41st, 4 410271yN' 4- 3So,cob`t - 753, 10, 4 /fA4 6/1(6Vt: " c. bSSuf O '( 75 / 4 y/, y2Z # 1900 Cnvrr 61rert i nnu Rrarh(A 90R0R-1771 S67 951S 17M P 5A,9R..1011 F uiunvmhnen rnm, • CALCULATION SHEET� J F$AJI_I la SUBJECT: __._/ /YlV „' `� �4��_i-j DATE: JOB NO:.... 17-- /.2�J i� STRUCTURAL ENGINEERS Ef b"l- w BY: SHEET r / Vw' 2 /&q0 % /,3y5" \Abtu z /y'- C1ir. - /a 3ys '1/4.7s = -7o1Pcp 5& A4 71 15 �2 ¢1►c-7" 1 Vc cyt-'00o • 'Ff2 toy ,2'1oc. (54441 \`) 0 Pc-e 2.0 1 63 NfriLS e 2`'oc, e Cr) ` ..ywaoa --14/01-4- A-c'0 N rr.-a Vo" c ko"a u, -,0 10 rn , U ,,,1- a- (03y� �� /r .75- /- c = 17„4(110- 15c24 C Pc.f., ' b 4®7-) V\Jur /v35 /7 = /y7q o T '4 `t ' FroSO- Cr) Ao$/ ( -v" riAlTD C s Atk ¶ors 0,41t)-1- ) 40fV1 t',...n.4.enr I,.....❑o�.l.r A IN1Af1R_I779 SA)CRC 1)M P SAS QRS Iol 1 F .vnne.mh cn rnm Hilti PROFIS Engineering 3.0.63 www.hifti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Aug 27,2020 Date: 8/28/2020 Fastening point: Specifier's comments: 1 Input data 4111101.11 Mfl.fl-r , 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: hate,=7.000 in.(hef la =-in.) Material: ASTM A 1554 Grade 36 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/20201 1/1/2021 Proof: Design Method ACI 318-14/Chem Stand-off installation: Profile: Base material: cracked concrete,2500, =2,500 psi;h=24.000 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 Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(a)) Shear load:yes(17.2.3,5.3(a)) Geometry[in.]& Loading [lb, 'nib] f Design loads 4 Sustained loads 0 './S Ss� o l0 S SZ r i f 0 ;-0 C V x Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2020 Hliti AG,FL-9494 Schaen Hilti is a registered Trademark of Hilti AG,Schaan 1 11.4111110111111111 Hilti PROFIS Engineering 3.0.63 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Aug 27,2020 Date: 8/28/2020 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] - _ 1 Combination 1 N=0;Vx=1,479;Vy=0; yes 49 Mx=0;My=0;M,=0; Nsm=0;Mx.aus=0:Mysus=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 0 1,479 1,479 0 max.concrete compressive strain: -[%o] max.concrete compressive stress: -[psi] resulting tension force in(xly)=(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 it Nn Fib] Utilization Px=Na,/4 N„ Status bill—Steel Strength* N/A N/A N/A N/A Bond Strength" N/A N/A N/A N/A Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Failure" N/A N/A N/A N/A `highest loaded anchor "anchor group(anchors in tension) Input data and results must be checked for conformity with the existing conditions and forplausleusibility! bill - PROFIS Engineering(c)2003-2020 HMI AG,FL-9494 Schwan Hitti is a registered Trademark of Hiiti AG.Schwan 2 • MiL.Tu -7 Hilti PROFIS Engineering 3.0.63 www.hilti.com Company Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Aug 27,2020 Date: 8/28/2020 Fastening point: 4 Shear load Load VUe[Ib] Capacity$ V,[lb] Utilization Sv=VY/S V„ Status Steel Strength' 1,479 3,067 49 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength(Concrete Breakout 1.479 9,895 15 OK Strength controls)** Concrete edge failure in direction x+"' 1,479 3,310 45 OK highest loaded anchor "anchor group(relevant anchors) 4.1 Steel Strength Vse eq =ESR value refer to ICC-ES ESR-3814 V9e�a VUe ACI 318-14 Table 17.3.1.1 Variables Aso[in.2] fwe[psi) aV,seis 0.23 58,000 0.600 Calculations VlB B0(Ib] 4,719 Results Vse,eq[Ib] 4 steel 45 Vse,ea[lb] Vv,[Ib] 4,719 0.650 3,067 1,479 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2020 Rilti AG,FL-9494 Schwan Hilti is a registered Trademark of Hite AG,Schwan 3 Hilti PROFIS Engineering 3.0.63 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Aug 27,2020 Date: 8/28/2020 Fastening point: 4.2 Pryout Strength(Concrete Breakout Strength controls) Vw [(=kcp , W eJ.N WaN Wcp.N Nb ACI 318-14 Eq.(17.5.3.1a) $ Vcp 2 V. 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 h2,0 ACI 318-14 Eq.(17.4.2.1c) W ed.N =0.7+0.3(1 h s 1.0 ACI 318-14 Eq.(17.4.2.5b) W cp.N =MAX(c 1.5het)5 1.0 AC1318-14 Eq.(17.4.2.7b) �c�„ ' c. Nb =k0 a.a Vic he[5 ACI 318-14 Eq.(17.4.2.2a) Variables kw her[in.] ca [in.] w c,N 2 7.000 5.500 1.000 ce,[in.] kc A fo[psi] 11.192 17 1.000 2,500 Calculations n 'No[In. ] -__ �[In.2 J w ed,N �cpN Nb[lb] 231.00 441.00 0.857 1.000 15,742 Results -- V`,[lb] concrete *seismic $naaluctile 4 Vcp[lb] V.Pb] 14,136 0.700 1.000 1.000 9,895 1,479 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2020 Hill AG,FL-9494 Schoen Hilti is a registered Trademark of Hilti AG.Schaan 4 Hilti PROFIS Engineering 3.0.63 www.hilti.com Company: Page: 5 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Aug 27,2020 Date: 8/28/2020 Fastening point: 4.3 Concrete edge failure in direction x+ V, = `Avco� W ed.v Wc,V Vh.v WparaAel,V Vb ACI 318-14 Eq.(17.5.2.1a $ Vcb >Vua ACI 318-14 Table 17.3.1.1 Avp see ACI 318-14,Section 17.5.2.1,Fig.R 17.5.2.1(b) Ava„ =4.5 c81 ACI 318-14 Eq.(17.5.2.1c) ty ed v =0.7+0.3 1cScat 5 1.0 ACI 318-14 Eq.(17.5.2.6b) W h,v = �J7.5ca,2 1.0 ACI 318-14 Eq.(17.5.2.8) Y ha i 0.2 Vb = l 7 (—) g) a y(c ca-s ACI 318-14 Eq.(17.5.2.2a) a Variables cat[in.] ce2[In.) w aV ha[in.] le(in.] 16.000 5.500 1.000 24.000 5.000 da[in.] ff[Psi] W pempel,v 000 0.625 2,500 1.000 Calculations AV,[in.2) Avcd(in.2] 'Ir ea,v 'P 11.v Vb Pb] 264.00 1,152.00 0.769 1.000 26,841 Results Vcb[lb] $concrete $seismic $`wnducsie $ Vco[lb] V.,obi 4,729 0.700 1.000 1.000 3,310 1,479 • Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2020 Hilt AG,FL-9494 Schaan Hilt is a registered Trademark of Hilt AG,Schaan 5 lid I LET I /v Hilti PROFIS Engineering 3.0.63 www.hllti.com Company: Page: 6 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Aug 27,2020 Date: 8/28/2020 Fastening point: 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2018,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption Is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions,please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F Is given in ACI 318-14,Chapter 17,Section 17.2.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Section 17.2.3.4.3(b),Section 17.2.3.4.3(c),or Section 17.2.3.4.3(d).The connection design(shear)shall satisfy the provisions of Section 17.2.3.5.3(a),Section 17.2.3.5.3(b),or Section 17.2.3.5.3(c). • Section 17.2.3.4.3(b)/Section 17.2.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Section 17.2.3.4.3(c)/Section 17.2.3.5.3 (b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Section 17.2.3.4.3(d)/Section 17.2.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by tuo. • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors.Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and resuks must be checked for conformity with the existing conditions and for plausibi!lly! PROFIS Engineering(c)2003-2020 Hilt)AG,FL-9494 Schoen Hilti is a registered Trademark of Hilti AG,Schoen 6 • Orb? ,��{� Pr CALCULATION SHEET RNa SUBJECT: Orb? ... .. ' vV 1J.,t)�i,7 Gj ! 7 DATE: JOB NO: 1 '0 l-17�'140 STRUCTURAL ENGINEERS ____ - 1 BY: SHEET /1 f746' C PP4 4 C kr--fr c kEP 155k« 1,444 - tiwo *'2y61'.2 ,) /ES 2 4,2S CA) 'S//, V2Z yo ' - ZYto,2S4) •- /07 Pf 2 `-17 = (%(.7717(/ (4 2SI) )/ ? = // &c- ss - ()ON qP 5 s M U__ _ coo SJ}�/�., �/h..t., f��ne - h * � 4 11,6wtFi, P-AyilE r C l �i�Cl(2`f 1 I I t w "k r_i J 7 w/fti-grftAwt P,. 2000 / - AY!) / 4*.v4, Slizr/ - . 77N � Cr) $i4 ' Cc ic._. tAl--uf 1nNrx41 rock = I b''71'14S.' CP37 f 570 .:......... . SL Rv`i _ ( /69"/b . i 2�) ‘ 112cl 4UA, (2‘) 111791) v/ 1 "O k3 1. /(1,L.,,N ,..) 2-' (14 1-7-104) ''' l'-)Li S'041 f 1" ' C"-11 '''G, t� C P(2-4) ,ln\r_..__r.—_.I___n___l rA nnnnn Ill, vt ffC»nn I tI'IOOr ono 1 r ‘..._.�__�. �yJ tom/,} (�.`} C _ CALCULATION SHEET ima SUBJECT. ^ r--Y - DATE: JOB NO: (7-6 � O STRUCTURAL ENGINEERS / BY: SHEET: ���! 9(+25'4 LLtX` " Ay, c,e w )% "X'3„ SPS -.J5, C, 3 `o.c., (6z,.0°)/SL/se,.., Y. /(;). 6:,-72,44/5 04-3,. tt S I-6, [rcf Lei/57* C )(12/; - Gam% " . 22., 917.4- s ir-s»N, �Gyri 1�,1' (cp-72.4A c,,.›Y1 b i.0 6 ` (2U 7(0 ✓ (1)(42. ' O. AociLg- LyK5 sips screlAis @ 3`oc- NM -- --- (MOM" 1'1l0 CCfoOC OYC,ID CZ CrOC IflI I C A.....�..... CALCULATION SHEET WI la SUBIECT: d� '"�Utc.,b�uC� T�I[�LJ, DATE_._ _.... � JOB NO g2 17-c,� -ca STRUCTURAL ENGINEERS _... __ I BY' _ _ SHEET • U%- C Wt S I" 12 9t\471W e, 64-us r�-E. ;e - p r U #11/ r `fU `b1 tea t 41.04C1 LA 47fi 6¢ w c,' hz � fvu. 711116. LLiAtYy'. TAIL cF � U- Yt, ,fsPs x Ft.k(1 444,1 s a r/t- \I-pgAt, vi;lmod- - xprur-(s,ss ' k-Fetc-7171` b F GI L G 1-*It? = 41612 - L1-1M " - 5 IL/0 92.t 5.# V (417., 0,stz;) 0J5:- C(h s t' , zom rA onono nzz cci ooc r>m D cc)occ mu i c ......,...�............ • y7A. CALCULATION SHEET mq a V SUBJECT...._._../ dye `._....1.� DATE:__. JOB NO: 7—015 -p13 STRUG TURPL ENGINEERS _.. __..__. BY- SHEET: H _. CI4C, CFt�F cw�► - .1 et�t-�o �9rr1 „Xy g � EA slor USA y`rr'Y `' ` -..CC, T:6-4 11,4 /Mart,+- +a CE N w/ (H) -7/ei' TN u $.0i. s U4 (1 �'/b4 �,,^ � }� 1 1 Roo cf 'c - --U O I l Ll fl-u ►-) err lat?S11- 11104 / c"Vtf )L,1>fv f (Pug. ' c Nrec-, - -rt -r-ito o -r ° L ci, b5 , sC4' ApAft " .137C") 0,77 -- 6.co(3i,k); 0-17,.,t)(ircv 1(0,(32r7 k o 1 IOM I R......L r n IXW,W 1771 CC]CUc]9m0 GC"ORC I/\I I C ........wA............ / /� yam- ,.y{''��� CALCULATIONO SHEET MINI Ila SUBJECT:. VY� .N'f" i_tiL.`L]17.---- _. DATE _.. JOB NO IV'1C��- _�'00 STRUCTURAL ENGINEERS _-. __._. JJJ BY SHEET /5 SAS, 1 3� �lo•2S (,)0 `jbF( 4 *fit Mph - (k) 44r> = to, -4_,,s--44,(r2., )2 y, 1 IM,,s = (yew < tflper }�lynf /l ,,rj(') + 3/9Z4(5125' t 177A 4/( G,z -s 6.6r ( ) 57),'3�11 # ( ti �i2.Y kfC:). - 5v,3h 1 /y.�s' 61000 kr,) G r,'A9 c b - yYl s = (o .°I- 0.2 , t1 = 67)47 - o .r (,{� (9J,3R7° `} '" 38,y - /1--r1,3H3f J - 34 , "6224 yY ' - 9 v r y )nM!`_ nnnnn III Czn OC DIM 0 CtlCOC In11 C ... �..... I.1#1`T1 l� Hilti PROFIS Engineering 3.0.63 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Aug 27,2020(1) Date: 8/28/2020 Fastening point: Specifiers comments: 1 Input data 4ILPr1 MIjfl Anchor type and diameter: HIT-RE 500 V3+HAS-V-36(ASTM F1554 Gr.36)7/8 Item number: not available {element)I 2123401 HIT-RE 500 V3 (adhesive) Effective embedment depth: hem,=12.000 in. (h.11,,,,,=-in.) Material: ASTM A 1554 Grade 36 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/20201 1/1/2021 Proof: Design Method ACI 318-14/Chem Stand-off installation: Profile: Base material: cracked concrete,2500,fc'=2,500 psi; h=24.000 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 Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(c)) Shear load:yes(17.2.3.5.3(a)) Geometry[in.]&Loading[Ib,in.lb] 0 I Design loads Sustained loads Crt;I 71{�, l x Input data and results must be,hacked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2020 Hilt,AG,FL-9494 Schaan Hgti is a registered Trademark of Hilti AG,Schaan 1 M1�T1 1i H[Iti PROFIS Engineering 3.0.63 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: i E-Mail: Design: Concrete-Aug 27,2020(1) Date: 8/28/2020 Fastening point: 1.1 Design results Case Description Forces[Ib]I Moments Iin.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=9,414;V,=0;Vy=0; yes 92 =0;My=0;M,=0; Nsue=0;M5,aus=0;Mysus=0; 2 Load case/Resulting anchor forces Anchor reactions ON Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 9,414 0 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(xly)=(0.000/0.000):0[Ib] • 3 Tension load Load Nu,[Ib] Capacity 4 N„(ib] Utilization B„=N,,/4 N„ Status Steel Strength* 9,414 20,085 47 OK Bond Strength** 9,414 19,940 48 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Failure'" 9,414 10,335 92 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)2003.2020 Hilt.AG,FL•9494 Schean Hilti is a registered Trademark of Hitt AG,Schaan 2 N11I..T1 I(3 Hilti PROFIS Engineering 3.0.63 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Aug 27,2020(1) Date: 8/28/2020 Fastening point: 3.1 Steel Strength Ng� =ESR value refer to ICC-ES ESR-3814 4' Nu >_N ACI 318-14 Table 17.3.1.1 Variables Asa,ra[in.2] fi,[Psi] 0.46 58,000 Calculations Nu[lb] 26,780 Results Nu[lb] $,dew $ N [Ib] N„a[lb] 26,780 0.750 20.085 9,414 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2020 Hilt AG,FL-9494 Schwan KM is a registered Trademark of Hiiti AG.Schwan 3 F1111�Ti jy Hilti PROFIS Engineering 3.0.63 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Aug 27,2020(1) Date: 8/20/2020 Fastening point: 3.2 Bond Strength Na = (ANa) W ed,Na ww.Na Nba ACI 318-14 Eq. (17.4.5.1a) Nao $ Na >_Noe 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 cNO)2 ACI 318-14 Eq. (17.4.5.1c) cNe = 10 da 1s11100 ACI 318-14 Eq.(17.4.5.1d) ed.Na =0.7+0.3 (cy)51.0 ACI 318-14 Eq.(17.4.5.4b) �Na w Na =MAXCE' —cc" )s 1.0 ACI 318-14 Eq.(17.4.5.5b) cSC 'caC Nba —X a Tk,c aN,seis 7C da het ACI 318-14 Eq.(17.4.5.2) Variables L1c,cunu[psil — de[in.] No[In.] ca.mn[in.] aoverhead Tkc[Psi] 2,040 0.875 12.000 12.000 1.000 1,240 can[in.] a atom 22.683 1.000 1.000 Calculations cNa[in.] AN.]in•z 1 ANeo[in.) W eaNa 11.862 582.84 562.84 1.000 W cp.Na Nba[lb] 1.000 40,904 Results Na[lb] bond 43selsmic +norrluctila 4 No[Ib] Naa[lb) 40,904 0.650 0.750 1.000 19,940 9,414 • Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2020 Hiki AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 -20 Hilti PROFIS Engineering 3.0.63 www.hiiti.com Company: Page: 5 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Aug 27,2020(1) Date: 8/28/2020 Fastening point: 3.3 Concrete Breakout Failure Nob = (A) W ed.N Wc,N Wcp.N Nb ACI 318-14 Eq.(17.4.2.1a) 4 Nob 2 Nna 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) AN„ =9 her ACI 318-14 Eq.(17.4.2.1c) W ad, = 0.7+0.3(1.1 Sh�)5 1.0 ACI 318-14 Eq.(17.4.2.5b) W opN =MAX(c in,1 '1)5 1.0 ACI 318-14 Eq.(17.4.2.7b) c�ac cec Nb =kc k Ytc hr,[5 ACI 318-14 Eq.(17.4.2.2a) Variables h,t[in.] ._. ca min[in.] `I' ceC(in.] 14 a tc[psi] 12.000 12.000 1.000 22.683 17 1.000 2,500 Calculations ANC[in.21 ANco fn 21 W ed.N Wcp.N Nb[Ib] 864.00 1,296.00 0.900 1.000 35,334 Results -,-- Nob[lb) +Omelets 4aaismic OnonAroele + Ny,Obi N„„[Ib] 21,200 0.650 0.750 1.000 10,335 9,414 Input data and results must be checked for conformity with the existing conditions and for plausibilityt PROFIS Engineering(c)2003.2020 Hilti AG,FL•9494 Schaan Hilti is a registered Trademark of Hilli AG,Schaan 5 Hilti PROFIS Engineering 3.0.63 www.hilti.com Company: Page: 6 Address: Specifier: Phone I Fax: ( E-Mail: Design: Concrete-Aug 27,2020(1) Date: 8/28/2020 Fastening point: 4 Shear load Load V.[lb] Capacity 4' V [lb] Utilization Pv=Ve/O V Status Steel Strength* N/A N/A N/A N/A Steel failure(with lever arm)" N/A N/A N/A N/A Pryout Strength(Bond Strength controls)' N/A N/A N/A N/A Concrete edge failure in direction" N/A N/A N/A NiA *highest loaded anchor **anchor group(relevant anchors) 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2018,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions,please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-14,Chapter 17,Section 17.2.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Section 17.2.3.4.3(b),Section 17.2.3.4.3(c),or Section 17.2.3.4.3(d).The connection design(shear)shall satisfy the provisions of Section 17.2.3.5.3(a),Section 17.2.3.5.3(b),or Section 17.2.3.5.3(c). • Section 17.2.3.4.3(b)/Section 17.2.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Section 17.2.3.4.3(c)I Section 17.2.3.5.3 (b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Section 17.2.3.4.3(d)/Section 17.2.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by too. • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors.Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2020 HHti AG,FL-9494 Schaan Hitti is a registered Trademark of Hilli AG,Schaan 6 Q CALCULATION SHEET lvii :2 SUBJECT: { ,jLY ` T-y� `.-' +�_Ct_____fr _ DATE: _..__.... . IOB NO: /7-U)y2,.00 STRUCTURAL ENGINEERS __.__ ll�...///+�� T - BY: SHEET: .2,2 11) _ goof /ti( IL. G' 6 I \`�1 �` 5'�/L"Yfo."?s)( ") ' Pcf) 5/(7'3y dy 5p) r v4 e 1,0 a.�, (2'(b.0u 3( �.)U - 0.s1A7 k/i 6-tee- 7 cx t 4" (© �� 6.Vycz7)&t/3 y 4.) C /�, Sls ra e, Z J -2.T iFil SJ f it ` Co/SUS V (Tc ' 0121� `U55 pvz -2-s 5A-- ? u/ 575"4 Tait Asowo - la G � wink. 4.1 E ( e ) - • C C fx- A4CAa1- �< ti(94 -4 - 5I§ ► ► .. ,I.-.5?.. 1 t)10A (z..c) - vsyo' fo MIActfe,0 Pry s C a .1-> 7QM('rn.nr Cfr of I......M..4,r A 411011R_1771 54.1 QQS]7M P SC,Qf14 1111 I[ ........,.A......,.,„ • N111h..T1 Hilti PROFIS Engineering 3.0.63 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Aug 27,2020(3) Date: 8/28/2020 Fastening point: Specifier's comments: 1 Input data 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: h at1=4.000 in.(he 1 n e=-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 318-14/Chem Stand-off installation: ed=0.000 in.(no stand-off);t=0.500 in. Anchor platee: 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'=2,500 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 Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5.3(a)) R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.lb] ) Design loads I Sustained loads 0 9+ ��. \ 2 ;, � 7 1r'1,\L �.,'0 1.V x Inpul data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2020 HMI AG,FL-9494 Schaan HIIG is a registered Trademark of Hilti AG,Schaan 1 • 1■■411116:191 _ -1 t Hilti PROFIS Engineering 3.0.63 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Aug 27,2020(3) Date: 8/28/2020 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max. Util.Anchor[%) 1 Combination 1 N=4,540;V,=0;Vy=0; yes 94 Mx=0;My=0;M,=0; Nsus=0;M5,sas=0;My.sus=0; 2 Load case/Resulting anchor forces Anchor reactions[lb] 1 Tension force:(+Tension,-Compression) Anchor Tension force. Shear force Shear force x Shear force y 1 2,270 0 0 0 2 2,270 0 0 0 Tension max.concrete compressive strain: -[%u] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 4,540[lb] resulting compression force in(x/y)=(0,000/0.000):0[lb] 0 1 Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load N (tb] Capacity 01) N„[lb] Utilization 9N=N,,,/$ Nn Status Steel Strength' 2,270 9,833 24 OK Bond Strength** 4,540 6,045 76 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Failure** 4,540 4,869 94 OK *highest loaded anchor "`anchor group(anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plauaibitityt PROFIS Engineering(c)2003-2029 Hilti AG,FL-9494 Schean HiRi is a registered Trademark of Hilti AG,Schean 2 10411111611111111.11 Hilti PROFIS Engineering 3.0.63 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: [ E-Mail: Design: Concrete-Aug 27,2020(3) Date: 8/28/2020 Fastening point: 3.1 Steel Strength Naa =ESR value refer to ICC-ES ESR-3814 $ N,, 2 N. ACI 318-14 Table 17.3.1.1 Variables ^se,N[in.2] fw[psi) 0.23 58,000 Calculations Nsa[lb] 13,110 Results _Nm[lb] $sal $ N [lb] N,,a[lb] 13,110 0.750 9,833 2,270 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003.2020 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 Mi`T1 ZC" Hilti PROFIS Engineering 3.0.63 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: [ E-Mail: Design: Concrete-Aug 27,2020(3) Date: 8/28/2020 Fastening point: 3.2 Bond Strength Nag = (A a) W ect,Ne Wec2,Ne Wed,Na Ww,Na Nba ACI 318-14 Eq.(17.4.5.1b) NaO $ Nag a 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) ANao =(2 cNa)2 ACI 318-14 Eq.(17.4.5.1c) cNa = 10 da 1100 ACI 318-14 Eq.(17.4.5.1d) 1 tNec.Na = (1 + eN 151.0 ACI 318-14 Eq.(17.4.5.3) cNa aaNa =0.7+0.3 (5""—")<_1.0 ACI 318-14 Eq.(17.4.5.4b) tV�Na =MAX(c-1-2 )5 1,0 ACI 318-14 Eq.(17.4.5.5b) cac cac Now =? a' tk,c'aNsais' it'da' hat ACI 318-14 Eq.(17.4.5.2) Variables k,auner[psi] da[in.] het[in.] cameo[in.] aoverhead tk.e[Psi] 2,210 0.625 4.000 ae 1.000 1,260 ect,N[in_1 ec2,N[in.) cac[in.] _ -------'a-------- .aeis 0.000 0.000 8.731 1.000 0.950 Calculations ;ON Arta M 2] ANag[in.) w ease 8.819 410.31 311.09 1.000 W ect,Na Woc2,Na Wcp.Na Nb.[lb] 1.000 1.000 1.000 9,401 Results N.[lb] 4'band �seiwnlc .-_....nena,cue-------------+ Nan Lib] -__- sae Pb] -- 12,399 0.650 0.750 1.000 6,045 4,540 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2020 Hite AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schwan 4 Hilti PROFIS Engineering 3.0.63 www.hilti.com Company: Page: 5 Address: Specifier: Phone I Fax: ] E-Mail: Design: Concrete-Aug 27,2020(3) Date: 8/28/2020 Fastening point: 3.3 Concrete Breakout Failure N� = (p .) Wec,N WeaN Wc,N Wop,N Nb ACI 318-14 Eq.(17.4.2.1b) 41 Nth, i Nea 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 hef ACI 318-14 Eq. (17.4.2.1c) / 1 W ec,N = 1 1 +2 eN)5 1.0 ACI 318-14 Eq.(17.4.2.4) ` 3he! 11 W ed,N =0.7+0.3 (,Shf)5 1.0 ACI 318-14 Eq. (17.4.2.5b) W cpN —MAX =-)1.5h�\5 1.0 ACI 318-14 Eq.(17.4.2.7b) ce ' ce 1 Nb =ke X a Yfu h;i5 ACI 318-14 Eq.(17.4.2.2a) Variables he[in.] [in.] eo,s[in] ca mn[in.] c.N 4.000 0.000 0.000 1.000 cac[in.] kc a fo[psi] 8.731 17 1.000 2,500 Calculations AN,lin.z] ANC[in.z] W Bct.N Wec2.H Wed.N WWI Nb Pbl 211.50 144.00 1.000 1.000 1.000 1.000 6,800 Results --- Ne,[Ib] concrete 4)se+amio Wnoneucti!e 4 Nob,[Ib] N,s[Ib] 9,987 0.650 0.750 1.000 4,869 4,540 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c 12003-2020 Hilti AG,FL-9494 Schaan Hilt is a registered Trademark of Hilti AG,Schaan 5 11041111.111r1 Hilti PROFIS Engineering 3.0.63 www.hilti.com Company: Page: 6 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Aug 27,2020(3) Date: 8/28/2020 Fastening point: 4 Shear load Load V.[lb] Capacity$ V„[lb] Utilization Sv=VaJ$ Va Status Steel Strength* N/A N/A N/A N/A Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength(Bond Strength controls)* N/A N/A N/A N/A Concrete edge failure in direction** N/A N/A N/A N/A *highest loaded anchor **anchor group(relevant anchors) 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2018,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions,please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-14,Chapter 17,Section 17.2.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Section 17.2.3.4.3(b),Section 17.2.3.4.3(c),or Section 17.2.3.4.3(d).The connection design(shear)shall satisfy the provisions of Section 17.2.3.5.3(a),Section 17.2.3.5.3(b),or Section 17.2.3.5.3(c). • Section 17.2.3.4.3(b)/Section 17.2.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Section 17.2.3.4.3(c)I Section 17.2.3.5.3 (b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Section 17.2.3.4.3(d)/Section 17.2.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by Wo. • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors.Reference ACI 318-14, Section 17.8.1. 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