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Specifications (77)
0-03 o3sJ Som t,c Shr hoc) C Job No. 18-1163 Sheet-No. Cover*M n 11W� By AA/TRM Date 8/2018 CARUSO CLIENT: RUC R TURLEY �Q,ED,PRI F.A SCOTT SA ��5 :,iN�` 61 structural Q``' ,� • engineers 1, E SARGENT ! IvoOREGON & ARCHITECTS L 'os� 20 MBER 8 ,�K Gy��O S61)115 PROJECT: L'O CCITANE EN PROVENCE 9585 SOUTHWEST WASHINGTON SQ RD. STRUCTURAL SPACE #H6 ENGINEERING TIGARD, OR 97223 EXCELLENCE PARTNERS Richard Turley,PE Paul Scott,PE,SE Sandra Herd,PE,SE,LEED AP Chris Atkinson,PE,SE,LEED AP Thomas Morris,PE,LEED AP Richard Dahlmann,PE GENERAL INFORMATION: 2012 EDITION OF THE INTERNATIONAL BUILDING CODE WITH CITY OF TIGARD AMENDMENTS AND STANDARDS REFERENCED THEREIN INDEX TO CALCULATIONS: 1 .1 e I ,, BASIS FOR DESIGN 2.1 ---2.;5 BEAM/COLUMN DESIGN (w s"44 •t) — 3. g CONNECTION DESIGNS 1215 W.Rio Salado Pkwy. Suite 200 Tempe,AZ 85281 T:(480)774-1700 F:(480)774-1701 www.CTSAZ.com File:Calc Cover 11.dotIMAL 4 - YOUR STRUCTURAL ENGINEERING EXPERTS CARUSO TURLEY SCOTT consulting Job Name L'Occitane TI —at Washington Square Job No. 18 1163 Sheet No. 1215 W.Rio Salado Pkwy. Suite 200 By AA/TRM Date Tempe,AZ 85281 structural T:(480)774-1700 engineers F:(480)774-1701 BASIS FOR DESIGN BUILDING CODE: 2012 EDITION OF THE INTERNATIONAL BUILDING CODE WITH CITY OF TIGARD AMENDMENTS AND STANDARDS REFERENCED THEREIN LOADS: DEAD LOAD=ACTUAL WEIGHT OF MEMBERS/COMPONENETS: INTERIOR LATERAL LOAD=5 PSF SEISMIC: RISK CATEGORY, II. MAPPED SHORT PERIOD SPECTRAL ACCELERATION, SS=0.978g. MAPPED ONE SECOND SPECTRAL ACCELERATION, S1 =0.425g. SOIL SITE CLASS, D. (ASSUMED) DESIGN SHORT PERIOD SPECTRAL ACCELERATION, SDS=0.723g. DESIGN ONE SECOND SPECTRAL ACCELERATION, SD1 =0.446g. SEISMIC DESIGN CATEGORY, B. DEFLECTION CRITERIA: BEAM AND COLUMNS DEFLECTION LIMIT=0.5 INCH MAX. SCOPE OF WORK: DESIGN AND ANALYZE THE STOREFRONT FRAMING SYSTEM TO BE SELF SUPPORTING. I .. 8/9/2018 ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website.Please contact us with feedback. OTC Hazards by Location Search Information Address: 9585 SW Washington Square Rd,Tigard,OR 97223,USA Coordinates: 45.4502155,-122.78062239999997 Timestamp: 2018-08-09T14:49:42.399Z Hazard Type: Seismic Reference Document: ASCE7-10 Risk Category: II Site Class: D Report Title: Not specified Map Results v uiatoop f;„-y Nail3na4 Yfreta ,nu':LaxE --' -=rro,r-ra:h State Forest l-:J . r� Solt Ida'.e h-,tt ,,e Rif rrQr Vancouver r*.1 ✓ C31-3 0 Ti?Dalin :Ie1� Tillamook Hillsboro. land o State Forest geav Ran Gresham -2° ML Hood National Forest coryion Pt- ® 63-3 Shanks Gorgle. L 1 :o r_,av Salem Dallas. p '( S.r� Map data 02018 Google MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.00 0.60 0.80 0.60 0.40 0.40 0.20 0.20 0.00 0.00 0 5 10 15 Period(s) 0 5 10 Text Results Basic Parameters Name Value Description Ss 0.978 MCER ground motion(period=0.2s) S1 0.425 MCER ground motion(period=l.Os) SMs 1.084 Site-modified spectral acceleration value SMI 0.67 Site-modified spectral acceleration value SDS 0.723 Numeric seismic design value at 0.2s SA SD1 0.446 Numeric seismic design value at 1.0s SA Additional Information Name Value Description https://hazards.atcounci l.org/#/seismic?address=9585%20SW%20Washington%20Square%20Rd%2C%20Tigard%2C%200R%2097223%2C%20US... 1/2 - 3 8/9/2018 ATC Hazards by Location SDC D Seismic design category • Fa 1.109 Site amplification factor at 0.2s F 1.575 Site amplification factor at 1.Os PGA 0.428 MCEG peak ground acceleration FPGA 1.072 Site amplification factor at PGA PGAM 0.459 Site modified peak ground acceleration TL 16 Long-period transition period(s) SsRT 0.978 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.09 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 2.277 Factored deterministic acceleration value(0.2s) S1 RT 0.425 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0A88 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) Si D 0.746 Factored deterministic acceleration value(1.0s) PGAd 0.83 Factored deterministic acceleration value(PGA) 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 United States 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://h azards.atcou ncil.org/#/seismic?address=9585%20SW%20 Washi ngton%20Square%20Rd%2C%20Tigard%2C%20OR%2097223%2C%20US... 2/2 C4 / •1 ----------------- 1.e I 1i I qr {,1 IC it, 1,1 It z,Ej II 111 , , 111 � Il1I I II,ii, / \ t„ 11 i 111 / \ ,„ 11 , 111 i „, rrr / \ U, 1,1 r 111 - Irr ,„ 1_� / \ . II � / �� ,„ 1 rte= 0= I 1 1 0.1 09 I , - f CARUSO TURLEY SCOTT Job Name L ®C- aWAS-/'‘.a�,1-o n Sc., structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 • Job No. 1 s - 116 3 Sheet No. 2• 2.- T:480 774-1700 • F:480 774-1701 www.ctsaz.com By 4 4 / 7-- ------11 Date l._.a e, c-i s = /`-/p- ( 2'-2 ") = 30. .tf • ?m 3vpkfx t`9 '-6 / 2Z© lyr iv, +Yv-;�v loaA. = S Fs( • -- c es f ( /y'-6,Z)" 3C pk4 L • PL a 3ctz- fx ill' -6 Z r 260 lis I;; ® P ter, f c'6 P( 1! i r?-4. Z 29�� :` q) it 1 `1 ' -4 " . : Caruso Turley Scott,INC. Project Title: 2.3 1215 W.Rio Salado Pkwy,Suite 200 Engineer: Tempe,AZ 85281 Project ID: _ Phone:(480)774-1700 Project Descr: Fax:(480)774-1701 Printed:13 AUG 2018, 2:02PM Steel Beam File=O:IENG PR-1LC0026-11181163-11CALCUL-11Design.ec6 Lic.#: KW-06000624 Licensee:caruso turley scott Description: LOC @ Washington Sq.Beam B1-Gravity CODE REFERENCES. Q Calculations perAISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Strength Design NI Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced -/ E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ojE 0(0.03) HSS4x4x1/4 Span=14.50 ft F Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D=0.030 k/ft,Extent=0.0-->>14.50 ft, Tributary Width=1.0 ft,(Gravity) DESIGN SUMMARY -......_-.................._Design OK .. - Maximum Bending Stress Ratio = 0.073: 1 Maximum Shear Stress Ratio= 0.009 : 1 Section used for this span HSS4x4x1/4 Section used for this span HSS4x4x1/4 Ma:Applied 0.788 k-ft Va:Applied 0.2175 k Mn/Omega:Allowable 10.765k-ft Vn/Omega:Allowable 25.423 k Load Combination +D+H Load Combination +D+H Location of maximum on span 7.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.133 in Ratio= 1313>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.1325 7.291 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.218 0.218 Overall MINimum 0.131 0.131 +D+H 0.218 0.218 +D+L+H 0.218 0.218 +D+Lr+H 0.218 0.218 +D+S+H 0.218 0.218 +D+0.750Lr+0.750L+H 0.218 0.218 +1)+0.750L+0.750S+H 0.218 0.218 +D+0.60W+H 0.218 0.218 +D+0.70E+H 0.218 0.218 +D+0.750Lr+0.750L+0.450W+H 0.218 0.218 +D+0.750L+0.750S+0.450W+H 0.218 0.218 ' +D+0.750L+0.7505+0.5250E+H 0.218 0.218 +0.60D+0.60W+0.60H 0.131 0.131 +0.60D+0.70E+0.60H 0.131 0.131 . D Only 0.218 0.218 Lr Only L Only a.y • ° Caruso Turley Scott,INC. Project Title: 1215 W.Rio Salado Pkwy,Suite 200 Engineer: Tempe,AZ 85281 Project ID: Phone:(480)774-1700 Project Descr: Fax:(480)774-1701 Printed:13 AUG 2018, 2:02PM Steel Beam File=0:1ENG_PR-1LC00261\18116311CALCUL-11Design.ec6 Lic.#: KW-06000624 Licensee:caruso turley scott Description: LOC @ Washington Sq:Beam B1-Lateral 7 ( c G 4.e.,, Q ) CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending 0(0.036) d d a o (((a))) HSS4x4x1/4 Span=14.50ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 a; Uniform Load: D=0.0360 k/ft,Extent=0.0->>14.50 ft, Tributary Width=1.0 ft,(Lateral) DESIGN SUMMARY r _ Design OK Maximum Bending Stress Ratio = 0.088: 1 Maximum Shear Stress Ratio= 0.010.:1 Section used for this span HSS4x4x1/4 Section used for this span HSS4x4x1/4 Ma:Applied 0.946 k-ft Va:Applied 0.2610 k Mn/Omega:Allowable 10.765 k-ft Vn/Omega:Allowable 25.423 k Load Combination +D+H Load Combination +D+H Location of maximum on span 7.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 / Max Downward Total Deflection 0.159 in Ratio= 1094>=180 J Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defi Location in Span D Only 1 0.1590 7.291 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.261 0.261 Overall MINimum 0.157 0.157 +D+H 0.261 0.261 +D+L+H 0.261 0.261 +D+Lr+H 0.261 0.261 +D+S+H 0.261 0.261 +D+0.750Lr+0.750L+H 0.261 0.261 +D+0.750L+0.7505+H 0.261 0.261 +D+0.60W+H 0.261 0.261 +D+0.70E+H 0.261 0.261 +D+0.750Lr+0.750L+0.450W+H 0.261 0.261 +D+0.750L-0.7505+0.450W+H 0.261 0.261 ' +D+0.750L+0.7505+0.5250E+H 0.261 0.261 +0.60D+0.60W+0.60H 0.157 0.157 +0.60D+0.70E+0.60H 0.157 0.157 D Only 0.261 0.261 Lr Only L Only - . Caruso Turley Scott,INC. Project Title: 1215 W.Rio Salado Pkwy,Suite 200 Engineer: Tempe,AZ 85281 Project ID: - Phone:(480)774-1700 Project Descr: Fax:(480)774-1701 Printed: 9 AUG 2018, 3:31 PM Steel Beam File=0:\ENG_PR-1\_C0026-1\181163-1\CALCUL-1\Design.ec6 Lic-#rKW-06000624 Licensee:caruso turley Scott Description: LOC @ Washington Sq:Beam B2-Gravity CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Strength Desjgn Fy:Steel Yield: 46.0 ksi ✓ Beam Bracing: Completely Unbraced %." E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending D(O 22) g2. (JLV ') HSSex4x1/4 Span=2.166 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s)for Span Number 1 Point Load: D=0.220 k @ 2.166 ft,(Gravity) DESIGN SUMMARYDesign OK / Maximum Bending Stress Ratio = 0.032: 1 Maximum Shear Stress Ratio= 0.009 : 1 Section used for this span HSS6x4x1/4 Section used for this span HSS6x4x1/4 Ma:Applied 0.477 k-ft Va:Applied 0.220 k Mn/Omega:Allowable 14.805 k-ft Vn/Omega:Allowable 25.423 k Load Combination +D+H Load Combination +D+H Location of maximum on span 0.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.004 in Ratio= 13023>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections Load Combination Span . Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.0040 2.166 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.220 Overall MINimum 0.132 +D+H 0.220 C. lv+. it- ,a Om-It a ".L:-e. 4-1'4 +D+L+H 0.220 6 +D+Lr+H 0.220 C? 1 t!_. 4- 0' +D+S+H 0.220 +D+0.750Lr+0.750L+H 0.220 / +D+0.750L+0.750S+H 0.220 «� +D+0.60W+H 0.220 t � �10- 00'1 = ®, l lJ J +D+0.70E+H 0.220 +D+0.750Lr+0.750L+0.450W+H 0.220 +D+0.750L+0.750S+0.450W+H 0.220 +D+0.750L+0.7505+0.5250E+H 0.220 +0.60D+0.60W+0.60H 0.132 +0.60D+0.70E+0.60H 0.132 D Only 0.220 Lr Only L Only 3 -\ - . Caruso Turley Scott,INC. Project Title: 1215 W.Rio Salado Pkwy,Suite 200 Engineer: Tempe,AZ 85281 Project ID: Phone:(480)774-1700 Project Descr: Fax:(480)774-1701 Printed: 9 AUG 2018, 3:34PM Steel Column File=0:1ENG_PR-1\_C0026-11181163-1\CALCUL-11Design.ec6 Lic.#i KW-06000624 Licensee:caruso turley Scott Description: Storefront Column Cl / c..r p r ( �L.1 -1- t_..,L„- () Code References C Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 General Information /r Steel Section Name: HSS6x6x1/4 " Overall Column Height 30.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade ,A500, Grade B, Fy=46 ksi, Carbon Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi +' X-X(width)axis: r E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=10 ft,K=1.0 '/ Y-Y(depth)axis: ✓r' Unbraced Length for Y-Y Axis buckling=10 ft,K=1.0 Agplied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:570.60 lbs*Dead Load Factor AXIAL LOADS... Gravity with ecc.:Axial Load at 14.50 ft,Yecc=24.0 in,D=0.220 k BENDING LOADS... I - . yes t_. = F'?-4 14- 4 e 4,„- . "` Lateral:Lat.Point Load at 14.20 ft creating Mx-x,D=-0.260 k ✓ A J. Re«c.4÷..,h. fro w.. t3 t, DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.08660 :1 Maximum Load Reactions.. Load Combination D Only Top along X=X 0.0 k Location of max.above base 14.295 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.1084 k Pa:Axial 0.7906 k Bottom along Y-Y 0.1516 k Pn/Omega:Allowable 120.933 k Ma-x:Applied -2.142 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 25.709 k-ft Along Y-Y -0.3046 in at 14.295ft above base for load combination:D Only Ma-y:Applied 0.0 k-ft Mn-y I Omega:Allowable 25.709 k-ft Along X-X 0.0 in at 0.Oft above base f for load combination: PASS Maximum Shear Stress Ratio= 0.003713 :1 \/ Load Combination D Only Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.1516 k Vn/Omega:Allowable 40.826 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.087 PASS 14.30 ft 0.004 PASS 0.00 ft +0.60D 0.052 PASS 14.30 ft 0.002 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 0.791 -0.152 -0.108 +0.60D 0.474 -0.091 -0.065 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 0.791 -0.152 -0.108 Minimum 0.474 -0.091 -0.065 • Reaction, X-X Axis Base Maximum 0.791 -0.152 -0.108 Minimum 0.791 -0.152 -0.108 • Reaction, Y-Y Axis Base Maximum 0.474 -0.091 -0.065 3- 2- I0III.19119 www.hilti.us Profis Anchor 2.7.7 Company: Caruso Turley Scott,Inc. Page: 1 Specifier: 1215 W.Rio Salado Parkway,Suite 200 Project: Address: Tempe,AZ 85281 Sub-Project I Pos.No.: Phone I Fax: 480-774-1700 1480-774-1701 Date: 8/9/2018 E-Mail: Specifier's comments: 1 Input data /-. 3/s v A c, , ov, Anchor type and diameter: Kwik Bolt TZ-CS 3/8(1 1/2) 1. Effective embedment depth: het=1.500 in.,hnom=1.813 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 SAFE---ET Issued I Valid: 5/1/2017 15/1/2019 Proof: Design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: I„x ly x t=7.000 in.x 7.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: Square HSS(AISC);(L x W x T)=6.000 in.x 6.000 in.x 0.125 in. Base material: cracked concrete,2500,f5=2,500 psi;h=4.000 in. 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.lb] Z t'?t co w x_- .' }Se'. x.25 • r 4, 7 iJ 14— E C c9 v@ r«t V V o-fE VI"( • ,x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilt!AG,FL-9494 Schaan H!Iti Is a registered Trademark of Hilti AG,Schaan I■■ IITI www.hilti.us Profis Anchor 2.7.7 Company: Caruso Turley Scott, Inc. Page: 2 Specifier: 1215 W.Rio Salado Parkway,Suite 200 Project: Address: Tempe,AZ 85281 Sub-Project I Pos.No.: Phone I Fax: 480-774-1700 1480-774-1701 Date: 8/9/2018 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 200 500 500 0 max.concrete compressive strain: -[%o] Tensio x max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 200[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] 3 Tension load Load Nua[Ib] Capacity 4,N„[Ib] Utilization 13N=N„a/+Nn Status Steel Strength* 200 4,875 5 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 200 859 24 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-1917 Nsa 2 N. ACI 318-08 Eq.(D-1) Variables Ase,N[in 2] futa[psi] 0.05 125,000 Calculations Nsa[Ib] 6,500 Results Nsa[lb] (I)steel 4, Nsa[lb] Na.[lb] 6,500 0.750 4,875 200 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan -t» I1I1` TI www.hilti.us Profis Anchor 2.73 Company: Caruso Turley Scott,Inc. Page: 3 Specifier: 1215 W.Rio Salado Parkway,Suite 200 Project: Address: Tempe,AZ 85281 Sub-Project I Pos.No.: Phone I Fax: 480-774-1700 1480-774-1701 Date: 8/9/2018 E-Mail: 3.2 Concrete Breakout Strength Ncb =(AN°)N'ed,N N'c,N W cp,N Nb ACI 318-08 Eq.(D-4) 4) Ncb z Nue ACI 318-08 Eq.(0-1) ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANcp =9 hef ACI 318-08 Eq.(D-6) 1 yr ec,N = 1 +2 eN <_1.0 ACI 318-08 Eq.(D-9) 3 he) yt ed,N =0.7+0.3(ca,miref)<1.0 ACI 318-08 Eq.(D-11) 1.5h yf cp,N MAX(CCaa,m!n, 1.5hCac Jef)c 1.0 ACI 318-08 Eq.(D-13) Nb =kc X We"? ACI 318-08 Eq.(D-7) Variables he)[in.] ect,N[in.] ec2,N[in.] ca,min[in.] W c,N 1.500 0.000 0.000 1.000 Cac[in.] kc a, fc[psi] 6.000 17 1 2,500 Calculations ANc[in.2] ANcO[In 2] ecl,N w ec2,N N'ed,N N'cp,N Nb[Ib] 20.25 20.25 1.000 1.000 1.000 1.000 1,562 Results Ncb[Ib] 4)concrete 4) Nth[Ib] Nun[lb] 1,562 0.550 859 200 • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt!AG,Schaan I111`TI' www.hilti.us Profis Anchor 2.7.7 Company: Caruso Turley Scott,Inc. Page: 4 Specifier: 1215 W.Rio Salado Parkway,Suite 200 Project: Address: Tempe,AZ 85281 Sub-Project I Pos.No.: Phone I Fax: 480-774-17001480-774-1701 Date: 8/9/2018 E-Mail: 4 Shear load Load Vua[Ib] Capacity 4 V„[Ib] Utilization liv=Vua/4)V„ Status Steel Strength* 500 1,417 36 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 500 1,093 46 OK Concrete edge failure in direction** N/A N/A N/A N/A *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vsa =ESR value refer to ICC-ES ESR-1917 Vsteel Vua ACI 318-08 Eq.(D-2) Variables Ase,v[int] fate[psi] 0.05 125,000 Calculations Vsa[Ib] 2,180 Results Vsa[Ib] 4)steel 4t Vsa[Ib] Vua[Ib] 2,180 0.650 1,417 500 4.2 Pryout Strength AN Vcp =kcp \A /W ed,N W c,N cp,N Nb] NcOACI 318-08 Eq.(D-30) Vcp Z Vua \ ACI 318-08 Eq.(D-2) ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANcO =9 hef ACI 318-08 Eq.(D-6) 1 W ec,N= (1 +2 eN/ <_1.0 ACI 318-08 Eq.(D-9) 3 hef W ed,N=0.7+0.3(1.5heca,minf)c 1.0 ACI 318-08 Eq.(D-11) ` W cp,N=MAX(ca—min 1.5hef)51.0 ACI 318-08 Eq.(D-13) cac Cac 'Nb =kc 7„ 'hef5 ACI 318-08 Eq.(D-7) Variables kcp hef[in.] ed,N[in.] ec2,N[in.] ca,min[in.] 1 1.500 0.000 0.000 W c,N cac[in.] kc 1.[psi] 1.000 6.000 17 1 2,500 Calculations ANc[in.2] ANcO[in.2] W ecl,N W ec2.N W ed,N W cp,N Nb[Ib] 20.25 20.25 1.000 1.000 1.000 1.000 1,562 Results Vcp[Ib] 4t concrete 4t Vcp[Ib] Vua[Ib] 1,562 0.700 1,093 500 Input data and results must be checked for agreement with the existing conditions and for plausibility! • PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.7.7 Company: Caruso Turley Scott,Inc. Page: 5 Specifier: 1215 W.Rio Salado Parkway,Suite 200 Project: Address: Tempe,AZ 85281 Sub-Project I Pos.No.: Phone I Fax: 480-774-1700 i 480-774-1701 Date: 8/9/2018 E-Mail: 5 Combined tension and shear loads RN (3v Utilization PN.V[%] Status 0.233 0.457 5/3 36 OK Priv=Rpt+av<=1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(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 Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The D factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! • Input data and results must be checked for agreement with the existing conditions and for plausibility! • PROFIS Anchor(c)2003-2009 Hiltl AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 10.11'16.11 , www.hilti.us Profis Anchor 2.7.7 Company: Caruso Turley Scott,Inc. Page: 6 Specifier: 1215 W.Rio Salado Parkway,Suite 200 Project: Address: Tempe,AZ 85281 Sub-Project I Pos.No.: Phone I Fax: 480-774-1700 1480-774-1701 Date: 8/9/2018 E-Mail: 7 Installation data Anchor plate,steel:- Anchor type and diameter:Kwik Bolt TZ-CS 3/8(1 1/2) Profile:Square HSS(AISC);6.000 x 6.000 x 0.125 in. Installation torque:300.000 in.lb Hole diameter in the fixture:df=0.438 in. Hole diameter in the base material:0.375 in. Plate thickness(input):0.250 in. Hole depth in the base material:2.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:3.250 in. Drilling method:Hammer drilled Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque controlled cordless impact tool(Hilti • Properly sized drill bit Safeset System) • Torque wrench • Hammer y 3.500 3.500 0• o o 0 ul Lc? C') CO • • 111.x 0 0 o o u7 La ai ri • • 3.500 3.500 Coordinates Anchor in. Anchor x y c-x c„ c-y c.,.y 1 0.000 0.000 - - - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan CARUSO TURLEY SCOTT Job Name L v c e w.r ktk 1-*4- Sc. structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. ( 3 Sheet No. T:480 774-1700 • P.480 774-1701 www.ctsaz.com By /i /Tice' 1`1 Date 1�/ C l P"` ;cL'v, f f ( . (ways^F (G sc) - I Ceti . MS'S 6X6' — - — I., -cot i6 wF ( off Co" '�"�F Le..t 4- vet dwee,., k Cb , `• ; ( 3.44)(0. x ‘o) - L-1 , -/ et, wttc OR, = l. o (o- 6) S.16 tcSc ( Shea I2 rr^ 0. C t - r v f..r on c .1 s at v vAt ( F+.? C Fe.a 00./4.44 7,A/4.k3) tett S-4eiIs 9( 12 3.S& c ;-"z.//« ( 97. I � k ( 1. R t' l7 .16k i . y ( 0. = n. 31 bc. '