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Specifications
All � OFFICE COPY Job No. 21-1815 Sheet No. Cover i By MJS Date 11/11/21 111 RECEIVED / DEC 15 2021 CARUSO CITY OF TIGARD TURLEY C . E : BUILDING DIVISION SCOTT ArcVision str€ctura 1950 Craig Rd. Suite 300 engineers St. louis, MO 63146 PROJECT: Tesla Center STRUCTURAL 10065 SW Cascade Blvd ENGINEERING Tigard, OR 97223 EXPERTS PARTNERS Paul Scott,SE,PE Sandra Herd,SE,PE,LEED AP Chris Atkinson,SE,PE,LEED AP Thomas Morris,SE,LEED AP Richard Dahknann,SE,PE Troy Turley,SE,PE,LEED AP Brady Notbohm,SE,PE GENERAL INFORMATION: BUILDING CODE: 2019 EDITION OF THE OREGON STRUCTURAL PROFESSIONAL SPECIALTY CODE REGISTRATION 50 States Washington D.C. U.S.Virgin Wands Puerto Rico CIVIL 9,5) PROFESS 13129 o ,y EGON 9Gl 1 1g 1 Oa► II► _• 11/11/21 EXPIRES:06.30.2022 1215 W.Rio Salado Pkwy. Suite 200 Tempe,AZ 85281 480.774.1700 www.ctsaz.com -— `jI ., ..... ........ ........ ..,... r...•... .. ... a r. ry !e !+i!ffarrsilrr!.ulYi esffinftYA ui!!3liti +1!lNieE• it{aYxYea. tf+..: Job No, 21-1815 Sheet No. By MJS Date 11/11/21 111 , INDEX CARUSO TURLEY SCOTT PAGE DESCRIPTION 1 01 - 02 GENERAL LOAD INFORMATION 03 - 29 2-POST LIFT FOUNDATION AND ANCHORAGE 30 - 57 ALIGNMENT RACK FOUNDATION AND ANCHORAGE 58 - 85 SCISSOR LIFT FOUNDATION AND ANCHORAGE 86 - 94 SHELVING ANCHORAGE STRUCTURAL 95 WASHBAY CURTAIN SUPPORT ENGINEERING EXPERTS PARTNERS Paul Scott,SE,PE Sandra Herd,SE,PE,LEED AP Chris Atkinson.SE,PE,LEED AP Thomas Morris,SE,LEED AP Richard Dahlmann,SE.PE Troy Turley,SE,PE,LEED AP Brady Notbohm,SE,PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S.Virgin Islands Puerto Rico 1215 W.Rio Salado Pkwy. Suite 200 Tempe,AZ 85281 480.774.1700 www.ctsaz.com li ATC Hazards by Location https://hazards.atcouncil.orgl#/wind?lat=45.4478835&ing=-122.785239... li 2 0. Search Information t ashJori r Address: 10065 SW Cascade Ave,Tigard,OR 97223, t USA 190 ft Coordinates: 45.4478835, -122.7852395 T Spirit Halloween rtt r.=.tiq vF" Elevation: 190 ft r P� e fill Grp Timestamp: 2021 10 20T17:50:02.801Z :allege Hunks Hauling c Junk and fultoving C*a Hazard Type: Wind "1 ' Go (lie Map data©2021 Google ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 66 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI 25-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 77 mph MRI 50-Year 85 mph t 1 MRI 100-Year 82 mph MRI 100-Year 91 mph Risk Category I 90 mph Risk Category I 100 mph Risk Category II 96 mph Risk Category II 110 mph Risk Category III 103 mph Risk Category III-IV 115 mph 11 Risk Category IV 107 mph j The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the 1 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 interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer.Per ASCE 7,islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases,this website will extrapolate past the last wind speed contour and therefore,provide a wind speed that is slightly higher.NOTE:For queries near wind- borne debris region boundaries,the resulting determination is sensitive to rounding which may affect whether or not it is considered to t be within a wind-borne debris region. 'i Mountainous terrain,gorges,ocean promontories,and special wind regions shall be examined for unusual wind conditions. 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 dprofessionals.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 i 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. PAGE 1 2 of 2 10/20/2021, 10:50 AM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=45.4478835&ing=-122.7852... • Search Information Faso Address: 10065 SW Cascade Ave,Tigard,OR 97223, USA 190 ft Coordinates: 45.4478835, -122.7852395 Spirit Halloween Costume store care as2 Elevation: 190 ft9 lver�. Timestamp: 2021-10-20T18:07:10.498Z oilee Hunks Hauling Junk and Moving Hazard Type: Seismic Go gieMap data©2021 Google Reference ASCE7-16 Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 0.862 MCER ground motion (period=0.2s) Si 0.397 MCER ground motion(period=1.0s) SMs 1.035 Site-modified spectral acceleration value SMt ' u&0.755 Site-modified spectral acceleration value SDg 0.69 Numeric seismic design value at 0.2s SA SDI '"n J1 0.504 Numeric seismic design value at 1.0s SA * See Section 11.4.8 vAdditional Information Name Value Description SDC D Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv 1.903 Site amplification factor at 1.0s CRs 0.885 Coefficient of risk(0.2s) CRt 0.867 Coefficient of risk(1.Os) PGA 0.393 MCEG peak ground acceleration FPGA 1.207 Site amplification factor at PGA PGAM 0.474 Site modified peak ground acceleration T� 16 Long-period transition period(s) PAGE 2 2 of 2 10/20/2021, 11:07 AM R S; Job No. 21-1815 Sheet No. f/ By MJS Date 11/11/21 111 2 Post Lift CARUSO TURLEY SCOTT structural encir - NOTES: 1. 3/4" DIA THREADED ROD WITH EPDXY PER G.S.N. EMBEDDED 9 1/4" INTO CONCRETE SLAB ON GRADE 2. 2—POST UFT BY OTHERS. STRUCTURAL (1) ENGINEERING EXPERTS (2) PARTNERS Paul Scott,SE,PE Sandra Herd,SE,PE,LEED AP Chris Atkinson,SE,PE,LEED AT Thomas Morris,SE,LEED AP — � Richard Dahlmann,SE,PE Troy Turley,SE,PE,LEED AP Ci P Brady Notbohm,SE,PE NOTE: PROFESSIONAL A. VERIFY INFORMATION REGISTRATION REQUIREMENTS WITH LIFT MFR AND NOTIFY E.O.R. IF DIFFERENT. 50 States B. DO NOT INSTALL ANCHORS Washington D.C. WITHIN 8' OF CRACK, U.S.Virgin Islands CONTROL JOINT, EXPANSION Puerto Rico JOINT OR SLAB EDGE �� PLAN VIEW - 2-POST LIFT FOOTING (8,000LB CHALLENGER VLE08) 21-1815 NO SCALE 1215 W.Rio Salado Pkwy. Suite 200 Tempe,AZ 85281 480.774.1700 www.ctsaz.com PAGE 3 Seismic Anchorage-2-Post Lift ASCE 7-10 Section 13- Seismic Design Requirements For Nonstructural Components: Sds= 0.690 ap= 1.000 ASCE Table 13.6-1 Fp=0.4*ap*Sds*Wp x(1+2*z/h)= 0.184*Wp Rp= 1.500 ASCE Table 13.6-1 (Rp l Ip) II= 2.000 ASCE Table 13.6-1 Ip= 1.0 ASCE 13.1.3 Fv=0.2*Sds*Wp= 0.138*Wp zlh= 0.0(base=0) Manufacturer's Data: Capacity= 4000.0 Lbs Note:this is a two post lift,1/2 the load per support Self Weight= 875.0 Lbs C.O.G.= 90.0 in Arm,= 15.5 in Arm,= 15.5 in Forces at Base: Vertical D= 4875 Lbs = 4.875 k E= 673 Lbs = 0.673 k Horizontal D= 0 Lbs = 0.000 k E= 897 Lbs = 0.897 k Moment Dx= 62000 Lbs-in = 5.167 k-ft Dz= 62000 Lbs-in 5.167 k-ft E= 80730 Lbs-in = 6.728 k-ft Load Cases: LC1:1.4DL Vertical= 6,825 Lbs = 6.825 k Horizontal= 0 Lbs = 0.000 k Moment,= 86,800 Lbs-in = 7.233 k-ft Momenta= 86,800 Lbs-in = 7.233 k-ft LC2:(1.2+0.2Sds)DL+1.0EL*Q+0.3ELorib*D Vertical= 6,523 Lbs = 6.523 k Horizontal= 1.794 Lbs = 1.794 k Horizontalorth= 538 Lbs = 0.538 k Moment,= 244,416 Lbs-in = 20.368 k-ft Moment= 244,416 Lbs-in = 20.368 k-ft Momento,ih= 48,438 Lbs-in = 4.037 k-ft LC3:(0.9-0.2Sds)DL-1.OEL*4-0.3EL0ab*R Vertical= 3.715 Lbs = 3.715 k Horizontal= 1.794 Lbs = 1.794 k Horizontalo,th= 538 Lbs = 0.538 k Moment,= 208,704 Lbs-in = 17.392 k-ft Moment,= 208,704 Lbs-in = 17.392 k-ft Moment.-in= 48,438 Lbs-in = 4.037 k-ft PAGE 4 j CARUSO TURLEY SCOTT,INC Project Title: Tesla 'j • 1215 W.RIO SALADO PARKWAY#200 Engineer: 1 II 10 CARUSO TEMPE,AZ 85281 Project ID: 211815 TUMEFY 1 Project Descr: i xo,T (480)774-1700 `^5 (480)774-1701 www.ctsaz.com Printed:11 NOV 2021 10.19AM General FootingFile:CALCS.ec6 Software copyright ENERCALC,INC.1983.2020,Build:12.20.8.24 Uc.#:KW-06000624 CARUSO TURLEY SCOTT DESCRIPTION: 8k Lift Footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 y Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.50 ft Min Steel% Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use fig wt for stability,moments&shears Yes - ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft Z Footing Thickness = 12.0 in Rol t/o 1 Pedestal dimensions... X o . ----- � 'd' X px:parallel to X-X Axis = 16.50 in pz:parallel to Z-Z Axis = 14.250 in Height 1.0 in n t tir Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in ul TA' Reinforcing 5 __ Bars parallel to X-X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5.0 ReinforcingBar Size = # 5 d ;° "§4`^o•,-n k.l i Ei t Y '§as eaw it a,,+ s, Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation .„--,k __.--, n/a #Bars required within zone n/a #Bars required on each side of zone n/a I Applied Loads D Lr L S W E H P:Column Load = 4.875 0.6730 k OB:Overburden = ksf M-xx = 5.167 6.728 k-ft M-zz = 5.167 6.728 k-ft V-x = 0.8970 k V-z = 0.8970 k PAGE 5 CARUSO TURLEY SCOTT,INC Project Title: Tesla k i 1215 W.RIO SALADO PARKWAY#200 Engineer: CARUSO TEMPE,AZ 85281 Project ID: 211815 TURLEY Project Descr: i X°n (480)774-1700 ^"' (480)774-1701 www.ctsaz.com Printed 11 NOV 2021,10 19AIVI General FootingFile:CALCS.ec6 Software copyr ght ENERCALC,INC.1983-2020,Build:12-20.8.24 tic.#:KW-06000624 ,1•U • URL 'S a ii DESCRIPTION: 8k Lift Footing DESIGN SUMMARY Design OK t Min.Ratio Item Applied Capacity Governing Load Combination II PASS 0.8983 Soil Bearing 0.8983 ksf 1.0 ksf +D+0.70E about Z-Z axis PASS 1.640 Overturning- X-X 8.490 k-ft 13.928 k-ft +0.60D+0.70E PASS 1.640 Overturning Z Z 8.490 k-ft 13.928 k-ft +0.60D+0.70E I PASS 2.460 Sliding-X-X 0.6279 k 1.545 k +0.60D-0.70E ) PASS 2.460 Sliding-Z-Z 0.6279 k 1.545 k +0.60D-0.70E PASS 10.826 Uplift 0.4711 k 5.10 k +0.60D+0.70E ill PASS 0.1114 Z Flexure(+X) 1.342 k-ft/ft 12.046 k-ft/ft +1.20D+E PASS 0.03568 Z Flexure(-X) 0.4298 k-ft/ft 12.046 k-ft/ft +1.20D-E PASS 0.1217 X Flexure(+Z) 1.466 k-ft/ft 12.046 k-ft/ft +1.20D+E PASS 0.03933 X Flexure(-Z) 0.4738 k-ft/ft 12.046 k-ft/ft +1.20D-E PASS 0.1092 1-way Shear(+X) 8.193 psi 75.0 psi +1.20D+E PASS 0.03425 1-way Shear(-X) 2.569 psi 75.0 psi +0.90D-E PASS 0.1174 1-way Shear(+Z) 8.801 psi 75.0 psi +1.20D+E PASS 0.03727 1-way Shear(-Z) 2.795 psi 75.0 psi +1.20D-E PASS 0.04358 2-way Punching 6.536 psi 150.0 psi +1.40D Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination,.. Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 1.0 n/a 7.295 0.09446 0.5855 n/a n/a 0.586 t X-X,+D+0.70E 1.0 n/a 14.121 0.0 0.8983 n/a n/a 0.898 X-X,+D-0.70E 1.0 n/a -0.3330 0.3317 0.3106 nla n/a 0.332 X-X,+D+0.5250E 1.0 n/a 12.483 0.0 0.8040 n/a n/a 0.804 X-X,+D-0.5250E 1.0 n/a 1.657 0.2724 0.3793 n/a n/a 0.379 X-X,+0.60D 1.0 n/a 7.295 0.05668 0.3513 n/a n/a 0.351 11 X-X,+0.60D+0.70E 1.0 n/a 18.287 0.0 0.7545 n/a n/a 0.755 X-X,+0.60D-0.70E 1.0 n/a -5.936 0.2940 0.07635 n/a n/a 0.294 ;I Z-Z,D Only 1.0 7.295 n/a n/a n/a 0.09446 0.5855 0.586 Z-Z,+D+0.70E 1.0 14.121 n/a n/a n/a 0.0 0.8983 0.898 Z-Z,+D-0.70E 1.0 -0.3330 n/a nla n/a 0.3317 0.3106 0.332 Z-Z,+D+0.5250E 1.0 12.483 n/a n/a n/a 0.0 0.8040 0.804 Z-Z,+D-0.5250E 1.0 1.657 n/a n/a n/a 0.2724 0.3793 0.379 0.351 Z-Z,+0.60D 1.0 7.295 n/a n/a n/a 0.05668 0.3513 Z Z,+0.60D+0.70E 1.0 18.287 n/a n/a n/a 0.0 0.7545 0.755 ') Z-Z,+0.60D-0.70E 1.0 -5.936 n/a n/a n/a 0.2940 0.07635 0.294 Overturning Stability ij Rotation Axis& ii Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X X,D Only 5.167 k-ft 21.250 k-ft 4.113 OK lj ) X-X,+D+0.70E 10.557 k-ft 22.428 k-ft 2.124 OK 1 X-X,+D-0.70E 6.568 k-ft 26.417 k-ft 4.022 OK j X-X,+D+0.5250E 9.209 k-ft 22.133 k-ft 2.403 OK X-X,+D-0.5250E 6.050 k-ft 25.292 k-ft 4.180 OK X-X,+0.60D 3.10k-ft 12.750kft 4.113 OK X-X,+0.60D+0.70E 8.490 k-ft 13.928 k-ft 1.640 OK 1 X-X,+0.60D-0.70E 6.568 k-ft 15.850 k-ft 2.413 OK Z-Z,D Only 5.167 k-ft 21.250 k-ft 4.113 OK Z-Z,+D+0.70E 10.557 k-ft 22.428 k-ft 2.124 OK Z-Z,+D-0.70E 6.568 k-ft 26.417 k-ft 4.022 OK Z-Z,+D+0.5250E 9.209 k-ft 22.133 k-ft 2.403 OK Z-Z,+D-0.5250E 6.050 k-ft 25.292 k-ft 4.180 OK Z-Z,+0.60D 3.10 k-ft 12.750 k-ft 4.113 OK Z-Z,+0.60D+0.70E 8.490 k-ft 13.928 k-ft 1.640 OK Z-Z,+0.60D-0.70E 6.568 k-ft 15.850 k-ft 2.413 OK i PAGE 6 - -- - CARUSO TURLEY SCOTT,INC Project Title: Tesla A ` 1215 W.RIO SALADO PARKWAY#200 Engineer: ' I, °UflUSO TEMPE,AZ 85281 Project ID: 211815 `0 TURLEY Project Descr: xon (480)774-1700 "' (480)774-1701 www.ctsaz.com Printed 11 NOV 2021,10.19AM [General Footin File:CALCS.ec6 g Software copyright ENERCALC,INC.1983-2020 Build 12.20.8.24 Licit KW-06000624` -- CARuSC►TURLEY SCOTT DESCRIPTION: 8k Lift Footing Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X,D Only 0.0 k 2.706 k No Sliding OK X-X,+D+0.70E 0.6279 k 2.848 k 4.535 OK X-X,+D-0.70E -0.6279 k 2.565 k 4.085 OK X-X,+D+0.5250E 0.4709 k 2.812 k 5.972 OK X-X,+D-0.5250E -0.4709 k 2.60 k 5.522 OK X-X,+0.60D 0.0 k 1.686 k No Sliding OK 1 X-X,+0.60D+0.70E 0.6279 k 1.828 k 2.911 OK X-X,+0.60D-0.70E -0.6279 k 1.545 k 2.460 OK Z-Z,D Only 0.0 k 2.706 k No Sliding OK 11 Z-Z,+D+0.70E 0.6279 k 2.848 k 4.535 OK Z-Z,+D-0.70E -0.6279 k 2.565 k 4.085 OK 1Z-Z,+0+0.5250E 0.4709 k 2.812 k 5.972 OK Z-Z,+D-0.5250E -0.4709 k 2.60 k 5.522 OK 1 Z-Z,+0.60D 0.0 k 1.686 k No Sliding OK Z-Z,+0.60D+0.70E 0.6279 k 1.828 k 2.911 OK Z-Z,+0.60D-0.70E -0.6279 k 1.545 k 2.460 OK Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load CombinationStatus k-ft Surface inA2 in^2 in^2 k-ft X-X,+1.40D 0.9665 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK j X-X,+1.40D 0.02554 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK r'i X-X,+1.20D 0.8284 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X X,+1.20D 0.02189 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+E 1.466 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+E 0.3061 -Z Top 0.2592 Min Temp% 0.310 12.046 OK OK X-X,+1.20D E 0.2787 +Z Bottom 0.2592 Min Temp% 0.310 12.046 X X,+1.20D E 0.4738 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK 'i X-X,+0.90D 0.6213 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X.+0.90D 0.01642 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D+E 1.333 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D+E 0.2371 -Z Top 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D-E 0.07162 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK ' X-X,+0.90D-E 0.4683 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK if Z-Z,+1.40D 0.01595 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.40D 0.8809 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK f Z-Z,+1.20D 0.01368 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK I, Z-Z,+1.20D 0.7550 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+E 0.2799 X Top 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+E 1.342 +X Bottom 0.2592 Min Temp T. 0.310 12.046 OK Z-Z,+1.20D-E 0.4298 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D-E 0.2505 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D 0.01026 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D 0.5663 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D+E 0.2143 -X Top 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D+E 1.224 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D-E 0.4263 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D-E 0.06174 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0.01 psi 5.32 psi 0.06 psi 5.75 psi 5.75 psi 75.00 psi 0.08 OK +1.20D 0.01 psi 4.56 psi 0.05 psi 4.93 psi 4.93 psi 75.00 psi 0.07 OK +1.20D+E 1.69 psi 8.19 psi 1.85 psi 8.80 psi 8.80 psi 75.00 psi 0.12 OK +1.20D-E 2.57 psi 1.46 psi 2.80 psi 1.62 psi 2.80 psi 75.00 psi 0.04 OK +0.90D 0.01 psi 3.42 psi 0.04 psi 3.70 psi 3.70 psi 75.00 psi 0.05 OK +0.90D+E 1.27 psi 7.52 psi 1.39 psi 8.05 psi 8.05 psi 75.00 psi 0.11 OK +0.90D-E 2.57 psi 0.32 psi 2.78 psi 0.38 psi 2.78 psi 75.00 psi 0.04 OK PAGE 7 CARUSO TURLEY SCOTT,INC Project Title: Tesla 4 1215 W.RIO SALADO PARKWAY#200 Engineer: ' ropes TEMPE,AZ 85281 Project ID: 211815 SCM (480)774-1700 Project Descr: "9-- (480)774-1701 www.ctsaz.com Printed:11 NOV 2021,10:19AM File:CALCS.ec6 General Footing Software copyright ENERCALC,INC.1983-2020,Build 12 20.8.24 Lic.#:KW-06000624 CARUSO TURLEY SCOTT DESCRIPTION: 8k Lift Footing Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 6.54 psi 150.00 psi 0.04358 OK +1.20D 5.60 psi 150.00psi 0.03735 OK +1.20D+E 6.51 psi 150.00psi 0.0434 OK +1.20D-E 4.96 psi 150.00psi 0.03305 OK +0.90D 4.20 psi 150.00psi 0.02801 OK +0.90D+E 5.40 psi 150.00 psi 0.03599 OK +0.90D-E 3.56 psi 150.00 psi 0.02372 OK !r } ,1 id t,} PAGE 8 Lw Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: 2-Post Anchor la Date: 11/11/2021 Fastening point: Specifier's comments: 1 Input data ourrimairer Anchor type and diameter: HIT-RE 500 V3+HAS-V-36(ASTM F1554 Gr.36)3/4 tflci Item number: 2198031 HAS-V-36 3/4"x12"(element)/2123401 HIT-RE 500 V3(adhesive) Effective embedment depth: hef,opti=9.209 in.(het,ii=it=10.250 in.) Material: ASTM F1554 Grade 36 Evaluation Service Report: ESR-3814 Issued I Valid: 3/1/2021 1 1/1/2023 Proof: Design Method ACI 318-14/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor platen: Ix x ly x t=14.187 in.x 16.562 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: Square HSS(AISC),HSS8X8X.250;(L x W x T)=8.000 in.x 8.000 in.x 0.250 in. Base material: cracked concrete,3000,fc'=3,000 psi;h=12.000 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:>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(c)) R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.lb] a ♦4 Design loads Sustained loads • qe 'it` 'C�o 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 PAGE 9 c �III.T'1 Hilti PROFIS Engineering 3.0.73 f www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: 2-Post Anchor 1a Date: 11/11/2021 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=-6,523;Vx=-1,794;Vy=-538; yes 100 Mx=48,438;My=-244,416;Mz=0; Nsus=0;Mx.s„s=0;My,sus=0; Input data and results must be checked for conformity with the existing conditions and for plausibility! i PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan i 2 PAGE 10 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: 2-Post Anchor 1a Date: 11/11/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity I3N/Pv[%] Status Tension Concrete Breakout Failure 19,898 19,970 100/- OK Shear Steel Strength 409 4,540 -/10 OK Loading 13N 13v Utilization I'N,v[%] Status Combined tension and shear loads 0.996 0.090 1.000 91 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 PAGE 11 • ,Lrir, Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: 2-Post Anchor 1 a Date: 11/11/2021 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. 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 PAGE 12 FilI..TI Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: 2-Post Anchor lb Date: 11/11/2021 Fastening point: i Specifiers comments: 1 Input data . a Anchor type and diameter: HIT-RE 500 V3+HAS-V-36(ASTM F1554 Gr.36)3/4 'f ' Item number: 2198030 HAS-V-36 3/4"x10"(element)/2123401 HIT-RE 500 V3(adhesive) Effective embedment depth: hetopti=8.539 in.(hef.imit=10.250 in.) Material: ASTM F1554 Grade 36 Evaluation Service Report: ESR-3814 Issued I Valid: 3/1/2021 11/1/2023 Proof: Design Method ACI 318-14/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor platen: lx x ly x t=14.187 in.x 16.562 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: Square HSS(AISC),HSS8X8X.250;(L x W x T)=8.000 in.x 8.000 in.x 0.250 in. Base material: cracked concrete,3000,fb'=3,000 psi;h=12.000 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:>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(c)) R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.lb] 1 5 ♦L1 Design bads I ;. Sustained loads 4.'p' li ,. , sb Alirj Y \ 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 PAGE 13 ,11111111r, Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: 2-Post Anchor lb Date: 11/11/2021 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=-6,523;Vx=-538;Vy=1,794; yes 100 Mx=244,416;My=-48,438;Mz=0; Nsus=0;Mx.sus=0;My.sus=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 2 PAGE 14 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: 2-Post Anchor 1 b Date: 11/11/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity (fN/(tv[%] Status Tension Concrete Breakout Failure 15,667 15,729 100/- OK Shear Steel Strength 473 4,540 -/11 OK Loading PN Pv Utilization PN,V[%] Status Combined tension and shear loads 0.996 0.104 1.000 92 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 PAGE 15 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: 2-Post Anchor 1 b Date: 11/11/2021 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. 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 Hitti is a registered Trademark of Hilti AG,Schaan 4 PAGE 16 1411..'TI Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: 2-Post Anchor 2a Date: 11/11/2021 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: HIT-RE 500 V3+HAS-V-36(ASTM F1554 Gr.36)3/4 11.140. Item number: 2198030 HAS-V-36 3/4"x10"(element)/2123401 HIT-RE 500 V3(adhesive) Effective embedment depth: het,opti=8.500 in.(hef,h ,l=10.250 in.) Material: ASTM F1554 Grade 36 Evaluation Service Report: ESR-3814 Issued I Valid: 3/1/2021 11/1/2023 Proof: Design Method ACI 318-11 /Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor platen: Ix x ly x t=14.187 in.x 16.562 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: Square HSS(AISC),HSS8X8X.250;(L x W x T)=8.000 in.x 8.000 in.x 0.250 in. Base material: cracked concrete,3000,fc'=3,000 psi;h=12.000 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(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[lb,in.lb] 1 e Y4Design loads 4 Sustained loads co" • r111011q-yy v a* ; d „8 z --- o (-4 Y I yx I 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 PAGE 17 110411671r1 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: 2-Post Anchor 2a Date: 11/11/2021 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=-3,715;Vx=-1,794;Vy=538; yes 100 Mx=48,438;My=-208,704;Mz=0; Nsus=0;Mx.s„s=0;My.sus=0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hulk AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 PAGE 18 t ,i�, Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: 2-Post Anchor 2a Date: 11/11/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity 13N I Rv[%] Status Tension Concrete Breakout Failure 18,095 18,189 100/- OK Shear Concrete edge failure in direction y+ 1,873 18,004 -/11 OK Loading SN l v Utilization PN,v[%] Status Combined tension and shear loads 0.995 0.104 1.000 92 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 PAGE 19 Y , LJ .iJ Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: 2-Post Anchor 2a Date: 11/11/2021 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. 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 PAGE 20 ,1161111", Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: 2-Post Anchor 2b Date: 11/11/2021 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: HIT-RE 500 V3+HAS-V-36(ASTM F1554 Cr.36)3/4 Item number: 2198030 HAS-V-36 3/4"x10"(element)/2123401 HIT-RE 500 V3(adhesive) Effective embedment depth: het,opti=7.949 in.(het.limil=10.250 in.) Material: ASTM F1554 Grade 36 Evaluation Service Report: ESR-3814 Issued I Valid: 3/1/2021 1 1/1/2023 Proof: Design Method ACI 318-11/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor platen: Ix x ly x t=14.187 in.x 16.562 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: Square HSS(AISC),HSS8X8X.250;(L x W x T)=8.000 in.x 8.000 in.x 0.250 in. Base material: cracked concrete,3000,fc'=3,000 psi;h=12.000 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(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.lb] Design loads 4 Sustained loads ya.+t.'e' 14, z 1r ..o 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 PAGE 21 'IlI Hilti PROFIS Engineering 3.0.73 • www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: 2-Post Anchor 2b Date: 11/11/2021 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=-3,715;Vx=-538;Vy=1,794; yes 100 Mx=208,704;My=-48,438;Mz=0; Nsus=0;Mx,.=0;My,sus=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 2 PAGE 22 ' ., L_ iil Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: 2-Post Anchor 2b Date: 11/11/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN I I3v I%] Status Tension Concrete Breakout Failure 14,403 14,474 100/- OK Shear Concrete edge failure in direction y+ 1,873 17,914 -/11 OK Loading PN Pv Utilization PN,v[%] Status Combined tension and shear loads 0.995 0.105 1.000 92 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hitti is a registered Trademark of Hilti AG,Schaan 3 PAGE 23 • I 4II..TI Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: 2-Post Anchor 2b Date: 11/11/2021 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. 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 PAGE 24 4 e , At INSTALLATION, OPERATION & MAINTENANCE MANUAL Versymmefric® Two Post Surface Mounted Lift tos 0 III I 1 iI _ ') /� k �/ , I . 4 07/ 1 � V a !. k`. MODEL VLE08 8000 LBS.CAPACITY 2000 LBS.PER ARM 2311 South Park Rd Louisville, Kentucky 40219 Email:sales(achallengerlifts.corn Web site:www.challengerlifts.com Office 800-648-5438 / 502-625-0700 Fax 502-587-1933 IMPORTANT: READ THIS MANUAL COMPLETELY BEFORE INSTALLING or OPERATING LIFT Rev.Nedeok Model VLE08 Installation,Operation and Maintenance GENERAL SPECIFICATIONS See Figure 1 VLE08 VLE08 w/2 Ft. Ext. Kit A Rise Height(Screw Pads Highest Position) 74 3/4"(1899 mm) B Overall Height 143 7/8" (3655 mm) 167 7/8" (4264 mm) C Overall Width 131 5/8" (3344 mm) D Drive-Thru Clearance 98 3/8" (2499 mm) E Floor to Overhead Switch 137" (3482 mm) 161" (4092mm) F Short Arm Reach 22 5/16"-39 3/8"(566 mm-1000 mm) G Long Arm Reach 38 3/8"-55 3/8"(974 mm-1406 mm) H Screw Pad Height 4 1/4"-6 3/4" (108mm-172 mm) K Inside of Columns 110 1/4" (2800 mm) Lifting Capacity* 8,000 lbs. (Hydraulic Pressure at Cap.) (2400 psi) Ceiling Height Required 144" (3658 mm) 168" (4268 mm) Motor 3HP, Single Phase, 60Hz Voltage 208-230 Speed of Rise ** 44 seconds Max Load Per Arm 2000 lbs (907 kg) Lift Approximate Weight 1750 lbs * Lift capacity ratings are based on loads equally distributed on all four arms. ** Lifting and lowering speeds may vary depending on the weight of the vehicle. 6' TO NEAREST . =�}� _ OBSTRUCTION OR 7' TO NEAREST WALL 144" [12' -0"] MIN.TO NEAREST r p� OBSTRUCTION I OVA 01,4 MEW rrh-c-0 40' i � C 144" [12'-0"] MIN. TO DRIVE ON NEAREST DIRECTION OBSTRUCTION H Afr I Fig. 1a-General Specifications Fig. lb-Service Bay Layout Page 2 Rev.03/04/2021 VLE08-IOM-A.doc PAGE 26 Model VLE08 Installation,Operation and Maintenance m018CO ee CO A 0, 4 ® ?7 r 63 0 ►p-22 vie fib61� � 0 �� 65 . 92---, OVERHEAD ASSY ® . 41) 5 24 @ 75 @0 12Now at-, „„,,,,,-, co PO ,$ilte � m® CI.57 m 2 y "rii CHID ® 1D •• OD. h`ri co N POWER 0 © COLUMN 33 ASSY IDLER COLUMN ASSY ®® �\� ,/ ' s . (s) \‘ ‘Isk ,... aptik,1/4 o i _ ail. �� \- ..•,:-�"� POWER FRONT •• Q .. ARM ASSY 0 •' O O ti ?Ii) It /t"' IDLER FRONT I 1�,/�� ARM ASSY •• / REAR ARM ASSY 0 la- 41) 0 gift illiP ne ■ ler Page 14 Rev.03/04/2021 VLE08-IOM-A.doc PAGE 27 1 Model VLE08 a Installation,Operation and Maintenance Item# Part# Qty Description Item# Part# Qty. Description EAS2217V01A 1 Power Column Weld L5-06-00CH Lock Release Cable(Std.Ht) 1 39 1 EAS2217V02A 1 Idler Column Weld L5-06-00CHH Lock Release Cable(2Ft Ext Ht) L5-02-02-01CH Standard Ht.Extension 40 BI 140 2 Lock Pawl 2 2 L5-02-02-01CHH 2'Extended Ht.Extension 41 A1132 1 Lock Spring, 1/2"O.D. 3 L5-03-01 1 Overhead Weld 42 37013 2 M12 Lock Nut 4 EAS2217VO4A 2 Carriage 43 30020 2 Shoulder Bolt 5 EAA0497V05A 1 Power Front Female Arm 44 A1131 2 Lock Spring,3/8"O.D. EAA0497V06A 1 Idler Front Female Arm 45 JSJ5-02-04-00CH 1 Lock Release Handle Assy. 6 9-W1025V 3 M I 0 x 25 Hex Socket Bolt 46 EAS2217V 10A 2 Front Outer Gear 47 EAM0172V 16A 2 Front Arm Restraint Pin 8 JSJ5-1I 4 Arm Pin 48 JSJ3-01-02-2-9 I Lock Knob 9 JSJSB-09-01-00B 2 Rear Female Arm 49 1-04982A 9 Clamp,20mm Dia. 10 JSJ5-09-02-00CH 2 Rear Male Arm 50 VS10-10-25 9 M8 x 12 Screw 11 B2270 4 Foot Pad Assembly 51 1-05082A 6 Clamp,5mm Dia. I lA A1104-H 4 Rubber Insert 52 X10-065 6 M5 x 10 Screw 11B A1101-IH 4 Foot Pad Weld 53 37119 1 Clevis Pin Kit 11 C B17256 4 2x30 Retaining Ring 54 X10-099 4 Washer 20mm 1 ID B2261 4 Threaded Sleeve 55 B2064-01 I Limit Switch Package(incl.56-59) 11E B17257 8 3x45 Retaining Ring 56 B2065-3 4 M6 x 14mm Screw 1 IF B17276-1 4 Threaded Insert 57 B2065-4 4 M6 Serrated Flange Hex Nut 12 JSJ5-07-00CHA 2 Cylinder,0-Ring 58 B2065-5 1 M10 x 55 Clevis Pin 13 AB-9367-DLH 1 Power Unit 59 GJY12-3 7 Hairpin Cotter Pin AD-9367 Power Unit,3Phase 60 X 10-095 8 Nut M16 14 JSJ5-03-02CH 1 Shutoff Bar 61 JSJ3-03-02 6 Synch.Sheave 15 JSJ5-03-03 1 Shutoff Bar Cushion 62 JSJ4-03-03 2 Axle 16 JSJ4-02-02-02 2 Hose Guide Bracket 63 JSJ4-03-05 2 Middle Spacer Sleeve 17 JSJ4-02-17 2 Hose Guide 64 JSJ4-03-06 4 Spacer Sleeve 18 JSJ4-02-18 2 Hose Guide Nut 65 X10-055 4 Washer 19 JSJ5-02-03-00Q 1 Power Side Hose Guide 66 X10-074 18 Spring Washer 10mm JSJ5-02-03-00FQ 1 Idler Side Hose Guide 67 X10-077 12 Screw MIO x 25 20 X10-032 8 Washer 6mm 68 JSJ5-09-07 2 Inner Gear(Rear) 21 X10-033 8 Spring Washer 6mm EAM0172V20A 2 Inner Gear(Front) 22 X 10-034 16 Nut M6 69 JSJ4-09-08 6 MIO Screw 23 X10-051 8 Bolt M6 x 20 70 X10-073 6 Flat Washer 10mm JSJ5-04-00CH Sync.Cable(Std.Ht) 71 X 10-081 4 Spring Pin 4 x 30 24 2 JSJ5-04-00CHH Sync.Cable(2Ft Ext.Ht) 72 JSJ4-14 4 Arm Restraint Spring 25 X10-037 28 Bolt M12 x 30 73 JSJ4-12 2 Rear Outer Gear 26 X10-039 30 Spring Washer 12mm 74 JSJ5-08-15 16 Slide Block 27 X10-038 30 Washer 12mm 75 X10-092 2 Bolt M12 x 45 28 X10-040 28 Nut M12 76 JSJ4-05CH 2 Door Guard 29 JSJ5-18CH 1 Idler Column Hose 77 X10-087 4 Washer 8mm 30 JSJ4-15 1 Union Tee 78 X10-088 4 Bolt M8 x 30 31 JSJ5-17CH 1 Power Unit Hose 79 X10-080 4 Spring Pin 4 x 24 32 JSJ5-19 1 0-Ring Elbow 80 JSJ5-13 2 Rear Arm Restraint Pin 33 JSJ6-19 2 Cylinder Elbow,0-Ring 81 B2211 4 Roll Pin,6 Dia.x 30 34 JSJ4-16 1 Power Column Hose 82 JSJ5-22CH 4 40.5 x 48 x 20 Lg.Collar 35 31058 10 '/<"x5-''A"Concrete Anchor 83 JSJ5-23CH 4 M8 x 8 Set Screw Cup Point 36 X10-060 4 Bolt M8 x 25 84 JSJ5-03-07CH 2 Cable Trapping Rod 37 X10-048 4 Nut M8 85 B31061 4 M6 Lock Nut 38 JSJ5-02-I4CH 2 Lock Cover 86 JSJ5-21H 1 Extension Hose(2Ft.Ext.Height) IMPORTANT Replace all worn, damaged, or broken parts with parts approved by Challenger Lifts,Inc. or with parts meeting Challenger Lifts Inc. specifications. Contact your local Challenger Lifts parts distributor for pricing and availability. Call Challenger Lifts at(502) 625-0700 for the distributor in your area. Page 15 Rev.03/04/2021 VLE08-IOM-A.doc PAGE 28 I A3F2T I.�I T • ITEM qTY. I PART NO. I DESCRIPTION ' , 14 3/16 [360.0] H— . I 0.9843 [25.01 ALL AROUND-- [-- 16 [420.0] _- ®O - - - - - - - - - - ASSY _ s\.' —= 1 616 [173.C] — 7.6 [185.0] 15 /2„ i; , , I S ,I 3 I 2-8 [60.0] -- ] 92 [242.0] 131 5/8 [3344] ANCHOR LOCATIONS ARE TYPICAL FOR ALL CORNERS BASE PLATE IS 16mm THICK (10)3/4"X 5 1/2"ANCHORS ARE SUPPLIED CONCRETE SPECIFICATIONS:4 INCH MINIMUM THICKNESS, 3500 PSI, STEEL REINFORCED, CURED FOR MINIMUM 28 DAYS. In addition to the lift capacity(8,000 Ibs)and its own weight(1,750 Ibs) applying a vertical load into the floor,the live load on the lift can be positioned to produce a rearward moment carried by the base plate and the floor. The design load rearward moment for this lift has been established as 124,000 in-Ibs (8,000 Ibs positioned 15 1/2"reward) DMATERIAL 2311 SOUTH PARK RD, I.OUISVIIILE KENTUCKY 40219 r.r.) TOLERANCES UNLESS NEXT ASSY TITLE OTHERWISE NOTED: FOOT PRINT (MODEL VLE08) — 19445 ALL 3 24 2020 RELEASE FOR PRODUCTION .xxx = t.oc5 USED ON / / Xx = t.013 VLE08 DRAWN DWG NO REV REV ECN NO. CHO BY/DATE DESCRIPTION FRACTIONS = ± 1/:2 On/uFT ✓ ZUBER ANGLES ± 1' DATE DRAWN FOOT_VLE08 nr i- ;"'CT DE �E NO3/03/2021 • Job No. 21-1815 ; LN No By MJS r ���:� 11/11/21 Alignment Rack CARUSO TURLEY SCOTT structural engineers NOES: 1, ALIGNMENT RACK BASE FRAME. 2. 3/4" DIA x 3 3/4" EMBED HILTI 0 0 0 o KB—TZ2 — TORQUE TO �1) 110 FT/LBS. STRUCTURAL ENGINEERING (2) EXPERTS PARTNERS Paul Scott,SE,PE Sandra Herd,SE,PE,LEED AP — — 0 0 Chris Atkinson,SE,PE,LEED AP — — Thomas Morris.SE,LEED AP Richard Dahlmann,SE,PE Troy Turley,SE,PE,LEED AP Brady Notbohm,SE,PE NOTE: A. INSTALL PER MFR INSTRUCTIONS — NOTIFY FOR IF DIFFERENT. o o 0 o B. AT APPROACH RAMP, INSTALL PROFESSIONAL (2) 1/2" x 2" EMBED HIL11 REGISTRATION KB—TZ2 ANCHORS TO EXISTING SLAB. TORQUE TO 50 FT/LBS. 50States C. DO NOT ANCHORS WITHIN 8" OF FRONT ANY CRACK EDGE OR Washington D.C. EXPANSION JOINT. U.S.Virgin Wands Puerto Rico 105 PLAN - ALIGNMENT RACK (JOHN BEAN EELR501A) 21-1815 NO SCALE 1215 W.Rio Salado Pkwy. Suite 200 Tempe,AZ 85281 480.774.1700 www.ctsaz.com PAGE 30 Seismic Anchorage-Alignment Rack ASCE 7-10 Section 13- Seismic Design Requirements For Nonstructural Components: Sds= 0.690 ap= 1.000 ASCE Table 13.6-1 Fp=0.4*ap*Sds*Wp x(1+2*zlh)= 0.184*Wp Rp= 1.500 ASCE Table 13.6-1 (Rp t Ip) fl= 2.000 ASCE Table 13.6-1 Ip= 1.0 ASCE 13.1.3 Fv=0.2*Sds*Wp= 0.138 *Wp zlh= 0.0 (base=0) Manufacturer's Data: Capacity= 6000.0 Lbs Note:this is a two post lift,1/2 the load per support Self Weight= 3307.0 Lbs C.O.G.= 94.0 in Arm,= 0.0 in Arm,= 21.0 in Forces at Base: Vertical D= 9307 Lbs = 9.307 k E= 1284 Lbs = 1.284 k Horizontal D= 0 Lbs = 0.000 k E= 1712 Lbs = 1.712k Moment Dx= 0 Lbs-in = 0.000 k-ft Dz= 126000 Lbs-in 10.500 k-ft E= 160974 Lbs-in = 13.414 k-ft Load Cases: LC1:1.4DL Vertical= 13,030 Lbs = 13.030 k Horizontal= 0 Lbs = 0.000 k Momenta= 0 Lbs-in = 0.000 k-ft Moment,= 176,400 Lbs-in = 14.700 k-ft LC2:(1.2+0.2Sds)DL+1.0EL*0+0.3EL,,,,h*D Vertical= 12,453 Lbs = 12.453 k Horizontal= 3,425 Lbs = 3.425 k Horizontalorth= 1,027 Lbs = 1.027 k Moment,= 321,948 Lbs-in = 26.829 k-ft Moment,= 490,536 Lbs-in = 40.878 k-ft Momentorth= 96,584 Lbs-in = 8.049 k-ft LC3:(0.9-0.2Sds)DL-1.0EL*0-0.3EL,,,N,*0 Vertical= 7,092 Lbs = 7.092 k Horizontal= 3,425 Lbs 3.425 k Horizontalorth= 1,027 Lbs = 1.027 k Moment,= 321.948 Lbs-in = 26.829 k-ft Moment,= 417,960 Lbs-in = 34.830 k-ft Momentorth= 96,584 Lbs-in = 8.049 k-ft PAGE 31 CARUSO TURLEY SCOTT,INC Project Title: Tesla ' 1215 W.RIO SALADO PARKWAY#200 Engineer: , 0 CARUSO TEMPE,AZ 85281 ecorr (480)774-1700 Project ID: 211815 TURLEY Project Descr: '"'-- (480)774-1701 www.ctsaz.com Printed:11 NOV 2021,10.19AM File:CALCS.ec6 General Footing Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lk.# g0600062 "r 3' §_ ?_e rr=x;F r',,, T, .. CARu V�S`15 SO LIRL O t' DESCRIPTION: 12k Alignment Rack Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Setting; Footing base depth below soil surface = 0.50 ft Min Steel% Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears • Yes = ksf when max. Add Pedestal Wt for Soil Pressure No length or width is greater than = ft Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 20.0 ft Footing Thickness = 12.0 in f .. 'hill li 1 II Pi Xi Pedestal dimensions... R k x px:parallel to X-X Axis = 24.0 in pz:parallel to Z-Z Axis = 128.0 in Height - 1.0 in = i Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in s Reinforcing lS'ff 2 Bars parallel to X-X Axis Number of Bars - 20.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Size = # 5 :� �K + Bandwidth Distribution Check (ACI 15.4.4.2) w w=. w� � � � ,,,, Direction Requiring Closer Separation ........-- Bars _ Bars along X-X Axis #Bars required within zone 40.0% #Bars required on each side of zone 60.0% Applied Loads D Lr L S W E H P:Column Load = 4.875 0.6730 k OB:Overburden = ksf M-xx = 5.167 5.756 k-ft M-zz = 5.756 k-ft V-x _ 0.8970 k V-z = 0.8970 k I I PAGE 32 CARUSO TURLEY SCOTT,INC Project Title: Tesla ' • 1215 W.RIO SALADO PARKWAY#200 Engineer: ') � TEMPS, 85281 Project ID: 211815 xon. (480)774-1700 Proect "''-"' (480)774-1701 www.ctsaz.com Printed 11 NOV 2021 10 19AM General FootingFile:CALCS.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12,20.8.24 : 4 .m � ntn??� . ,..d t ?';" ,sBtr,F+t.1 .,r:f CARUS•TURLEY SCOTT DESCRIPTION: 12k Alignment Rack I DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination ----._...-_---------------- PASS 0.2544 Soil Bearing 0.2544 ksf 1.0 ksf +D+0.70E about Z-Z axis PASS 12.669 Overturning-X-X 9.420 k-ft 119.350 k-ft +0.60D-0.70E PASS 4.937 Overturning-Z-Z 5.887 k-ft 29.063 k-ft +0.60D-0.70E PASS 6.325 Sliding-X-X 0.6279 k 3.971 k +0.60D-0.70E PASS 5.578 Sliding-Z-Z 0.6279 k 3.502 k +0.60D-0.70E PASS 24.676 Uplift 0.4711 k 11.625 k +0.60D+0.70E PASS 0.01212 Z Flexure(+X) 0.1460 k-ft/ft 12.046 k-ft/ft +1.20D+E PASS 0.01087 Z Flexure(-X) 0.1309 k-ft/ft 12.046 k-ft/ft +1.20D-E PASS 0.08855 X Flexure(+Z) 1.067 k-ft/ft 12.046 k-ft/ft +1.20D+E PASS 0.04799 X Flexure(-Z) 0.5781 k-ft/ft 12.046 k-ft/ft +1.20D-E PASS 0.01239 1-way Shear(+X) 0.9295 psi 75.0 psi +1.20D+E PASS 0.01115 1-way Shear(-X) 0.8361 psi 75.0 psi +1.20D-E PASS 0.04754 1-way Shear(+Z) 3.565 psi 75.0 psi +1.20D+E PASS 0.02619 1-way Shear(-Z) 1.964 psi 75.0 psi +1.20D-E PASS 0.01485 2-way Punching 1.532 psi 103.125 psi +1.40D Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 1.0 n/a 3.20 0.1784 0.2091 n/a n/a 0.209 X-X,+D+0.70E 1.0 n/a 5.972 0.1691 0.2278 n/a n/a 0.228 X-X,+D-0.70E 1.0 n/a 0.2905 0.1877 0.1904 n/a n/a 0.190 X-X,+D+0.5250E 1.0 n/a 5.291 0.1714 0.2231 n/a n/a 0.223 X-X,+D-0.5250E 1.0 n/a 1.031 0.1854 0.1951 n/a n/a 0.195 X-X,+0.60D 1.0 n/a 3.20 0.1070 0.1255 n/a n/a 0.126 X-X,+0.60D+0.70E 1.0 n/a 7.748 0.09777 0.1442 n/a n/a 0.144 X-X,+0.60D-0.70E 1.0 n/a -1.731 0.1163 0.1068 n/a n/a 0.116 Z-Z,D Only 1.0 0.0 n/a n/a n/a 0.1938 0.1938 0.194 Z-Z,+D+0.70E 1.0 2.848 n/a n/a n/a 0.1425 0.2544 0.254 9 Z-Z,+D-0.70E 1.0 -2.989 n/a n/a n/a 0.2450 0.1331 0.245 Z-Z,+D+0.5250E 1.0 2.148 n/a n/a n/a 0.1553 0.2392 0.239 Z-Z,+D-0.5250E 1.0 -2.228 n/a n/a n/a 0.2322 0.1483 0.232 Z-Z,+0.60D 1.0 0.0 n/a n/a n/a 0.1163 0.1163 0.116 Z-Z,+0.60D+0.70E 1.0 4.672 n/a n/a n/a 0.06501 0.1769 0.177 Z-Z,+0.60D-0.70E 1.0 -5.067 n/a n/a n/a 0.1675 0.05559 0.168 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,D Only 5.167 k-ft 193.750 k-ft 37.498 OK X-X,+D+0.70E 9.876 k-ft 198.461 k-ft 20.094 OK X-X,+D-0.70E 9.878 k-ft 198.459 k-ft 20.091 OK X-X,+D+0.5250E 8.699 k-ft 197.283 k-ft 22.679 OK X-X,+D-0.5250E 8.70 k-ft 197.282 k-ft 22.675 OK X-X,+0.60D 3.10 k-ft 116.250 k-ft 37.498 OK X-X,+0.60D+0.70E 7.810 k-ft 120.961 k-ft 15.489 OK X-X,+0.60D-0.70E 9.420 k-ft 119.350 k-ft 12.669 OK Z-Z,D Only None 0.0 k-ft Infinity OK Z-Z,+D+0.70E 4.709 k-ft 49.615 k-ft 10.535 OK Z-Z,+D-0.70E 5.887 k-ft 48.438 k-ft 8.228 OK Z-Z,+D+0.5250E 3.532 k-ft 49.321 k-ft 13.964 OK Z-Z,+D-0.5250E 4.415 k-ft 48.438 k-ft 10.970 OK Z-Z,+0.60D None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.70E 4.709 k-ft 30.240 k-ft 6.421 OK Z-Z,+0.60D-0.70E 5.887 k-ft 29.063 k-ft 4.937 OK i 1 PAGE 33 CARUSO TURLEY SCOTT,INC Project Title: Tesla I. 1215 W.RIO SALADO PARKWAY#200 Engineer: 4 ) cARuso TEMPE,AZ 85281 Project Descr:211815 TURLEY SCOT* (480)774-1700 Proect ID: ''''^"" (480)774-1701 www.ctsaz.com Printed:11 NOV 2021,10:19Ah1 General Footing File:CALCS.ec6 Software copyright ENERCALC INC.1983-2020,Build:12.20 8.24 # 4 000. �aTi ;;, aPi? t9 - + i ,' -.,+ ,. - ',_.-._.t t�Z4I TURLEYSCOTT- DESCRIPTION: 12k Alignment Rack Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X,D Only 0.0 k 6.438 k No Sliding OK X-X,+D+0.70E 0.6279 k 6.579 k 10.478 OK X-X,+D-0.70E -0.6279 k 6.296 k 10.027 OK X-X,+D+0.5250E 0.4709 k 6.544 k 13.895 OK X-X,+D-0.5250E -0.4709 k 6.332 k 13.445 OK X-X,+0.60D 0.0 k 4.113 k No Sliding OK X-X,+0.60D+0.70E 0.6279 k 4.254 k 6.775 OK X-X,+0.60D-0.70E -0.6279 k 3.971 k 6.325 OK Z-Z,D Only 0.0 k 5.969 k No Sliding OK Z-Z,+D+0.70E 0.6279 k 6.110 k 9.731 OK Z-Z,+D-0.70E -0.6279 k 5.827 k 9.281 OK Z-Z,+D+0.5250E 0.4709 k 6.075 k 12.90 OK Z-Z,+D-0.5250E -0.4709 k 5.863 k 12.449 OK Z-Z,+0.60D 0.0 k 3.644 k No Sliding OK Z-Z,+0.60D+0.70E 0.6279 k 3.785 k 6.028 OK Z-Z,+0.60D-0.70E -0.6279 k 3.502 k 5.578 OK Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load CombinationStatus k-ft Surface inA2 in^2 in^2 k-ft X-X,+1.40D 0.9425 +2 Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.40D 0.5435 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D 0.8079 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D 0.4659 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+E 1.067 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+E 0.3536 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D-E 0.5491 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D-E 0.5781 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D 0.6059 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D 0.3494 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D+E 0.8647 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D+E 0.2371 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D-E 0.3471 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D-E 0.4617 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.40D 0.07678 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.40D 0.07678 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D 0.06581 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D 0.06581 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+E 0.000734 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+E 0.1460 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D-E 0.1309 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK r Z-Z,+1.20D-E 0.01441 +X Top 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D 0.04936 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D 0.04936 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D+E 0.01572 -X Top 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D+E 0.1296 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D-E 0.1144 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D-E 0.03086 +X Top 0.2592 Min Temp% 0.310 12.046 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0.47 psi 0.47 psi 1.89 psi 3.17 psi 3.17 psi 75.00 psi 0.04 OK +1.20D 0.41 Psi 0.41 psi 1.62 psi 2.72 psi 2.72 psi 75.00 psi 0.04 OK +1.20D+E 0.02 psi 0.93 psi 1.27 psi 3.57 psi 3.57 psi 75.00 psi 0.05 OK +1.20D-E 0.84 psi 0.12 psi 1.96 psi 1.87 psi 1.96 psi 75.00 psi 0.03 OK +0.90D 0.30 Psi 0.30 psi 1.21 psi 2.04 psi 2.04 psi 75.00 psi 0.03 OK +0.90D+E 0.13 psi 0.83 psi 0.86 psi 2.89 psi 2.89 psi 75.00 psi 0.04 OK +0.90D-E 0.73 psi 0.22 psi 1.56 psi 1.19 psi 1.56 psi 75.00 psi 0.02 OK PAGE 34 CARUSO TURLEY SCOTT,INC Project Title: Tesla i. 1215 W.RIO SALADO PARKWAY#200 Engineer: 0 CARUSO TEMPE,AZ 85281 Project ID: 211815 TURLEYProject Descr: SCOTT (480)774-1700 °°s,— (480)774-1701 1 www.ctsaz.com Printed:11 NOV 2021,10:19AM General Footin File:CALCS.ec6 n wy� g Software copyright ENERCALC,INC.1983-2020,Buikd:1220.8.24 tic. KW-06000624 cf.. «l DESCRIPTION: 12k Alignment Rack Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D 1.53 psi 103.13psi 0.01485 OK +1.20D 1.31 psi 103.13psi 0.01273 OK +1.20D+E 1.46 psi 103.13psi 0.0142 OK +1.20D-E 1.16 psi 103.13psi 0.01127 OK +0.90D 0.98 psi 103.13psi 0.009549 OK +0.90D+E 1.14 psi 103.13psi 0.01101 OK +0.90D-E 0.83 psi 103.13psi 0.008084 OK 1 PAGE 35 I II.i.TI Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: Alignment Rack 1a Date: 11/11/2021 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2-CS 3/4(3 3/4)hnom2 Item number: 2210312 KB-TZ2 3/4x6 1/4 Effective embedment depth: het,act=3.750 in.,haom=4.500 in. Material: Carbon Steel Evaluation Service Report: ESR-4266 Issued I Valid: 7/1/2021 1 12/1/2021 Proof: Design Method ACI 318-19/Mech Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor platen: l x ly x t=128.000 in.x 27.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: uncracked concrete,3000,lb'=3,000 psi;h=12.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:not present,shear:present;no supplemental splitting reinforcement present edge reinforcement:>No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.10.5.3(d)) Shear load:yes(17.10.6.3(c)) R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.lb] Z f rr t� s F ftsilde 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 PAGE 36 III/1i.ii ri Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: Alignment Rack la Date: 11/11/2021 Fastening point: 1.1 Design results Case Description Forces[Ib)/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=-12,453;Vx=3,425;Vy=1,027; yes 17 Mx=96,584;My=490,536;Mz=0; ] 1 I I 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 • PAGE 37 p • ,1.71r, Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: Alignment Rack la Date: 11/11/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity 13N/13v[%] Status Tension Concrete Breakout Failure 123 2,645 5/- OK Shear Concrete edge failure in direction x+ 3,576 21,861 -/17 OK Loading YN Rv Utilization(3N,v[°!°] Status Combined tension and shear loads 0.046 0.164 5/3 6 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 PAGE 38 11116LislioniaLl Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Alignment Rack la Date: 11/11/2021 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti s technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. 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 Hilb AG,Schaan 4 PAGE 39 1114,i-r, Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Alignment Rack lb Date: 11/11/2021 Fastening point: Specifier's comments: 1 Input data ihu Rol Anchor type and diameter: Kwik Bolt TZ2-CS 3/4(3 3/4)hnom24. Item number: 2210312 KB-TZ2 3/4x6 1/4 Effective embedment depth: het ac,=3.750 in.,h oR,=4.500 in. Material: Carbon Steel Evaluation Service Report: ESR-4266 Issued I Valid: 7/1/2021 112/1/2021 Proof: Design Method ACI 318-19/Mech Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor platen: Ix x ly x t=128.000 in.x 27.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: uncracked concrete,3000,fb'=3,000 psi;h=12.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:not present,shear:present;no supplemental splitting reinforcement present edge reinforcement:>No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.10.5.3(d)) Shear load:yes(17.10.6.3(c)) R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.lb] z • 4, �2(,G,S 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 PAGE 40 1 bill "ami II 'l-. J1 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: Alignment Rack lb Date: 11/11/2021 Fastening point: d 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=-12,453;Vx=1,027;Vy=3,425; yes 45 Mx=321,948;My=96,584;Mz=0; 1 6 1 } 1 1 A 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 PAGE 41 111114111LIMI Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: Alignment Rack lb Date: 11/11/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity 13N/I3v[%] Status Tension Concrete Breakout Failure 6,533 14,552 45/ OK Shear Concrete edge failure in direction x+ 3,576 21,861 -/17 OK Loading ON Sv Utilization PN,v[%] Status Combined tension and shear loads 0.449 0.164 5/3 32 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 PAGE 42 litiinuid Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Alignment Rack lb Date: 11/11/2021 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. 1 1 4 f t' I1 t, 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 PAGE 43 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: Alignment Rack 2a Date: 11/11/2021 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2-CS 3/4(3 3/4)hnom2 ttr / Item number: 2210312 KB-TZ2 3/4x6 1/4 Effective embedment depth: het,act=3.750 in.,noon,=4.500 in. Material: Carbon Steel Evaluation Service Report: ESR-4266 Issued I Valid: 7/1/2021 1 12/1/2021 Proof: Design Method ACI 318-19/Mech Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor platen: Ix x ly x t=128.000 in.x 27.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: uncracked concrete,3000,fc'=3,000 psi;h=12.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:not present,shear:present;no supplemental splitting reinforcement present edge reinforcement:>No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.10.5.3(d)) Shear load:yes(17.10.6.3(c)) R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.lb] i L t i'tf .fit, r ,. •, n$ 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 PAGE 44 • 1111,irr, Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: Alignment Rack 2a Date: 11/11/2021 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=-7,092;Vx=3,425;Vy=1,027; yes 24 Mx=96,584;My=417,960;Mx=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 2 PAGE 45 3 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: Alignment Rack 2a Date: 11/11/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity 13N/l3v[%] Status Tension Concrete Breakout Failure 1,024 4,436 24/- OK Shear Concrete edge failure in direction x+ 3,576 21,861 -/17 OK Loading 13N Rv Utilization 13N,v[%] Status Combined tension and shear loads 0.231 0.164 5/3 14 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 PAGE 46 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Alignment Rack 2a Date: 11/11/2021 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. i II 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 PAGE 47 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Alignment Rack 2b Date: 11/11/2021 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2-CS 3/4(3 3/4)hnom2 m�� , , a .,, i" Item number: 2210312 KB-TZ2 3/4x6 1/4 Effective embedment depth: heta�t=3.750 in., =4.500 in. Material: Carbon Steel Evaluation Service Report: ESR-4266 Issued I Valid: 7/1/2021 1 12/1/2021 Proof: Design Method ACI 318-19/Mech Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor platen: Ix x ly x t=128.000 in.x 27.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: uncracked concrete,3000,fb'=3,000 psi;h=12.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:not present,shear:present;no supplemental splitting reinforcement present edge reinforcement:>No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.10.5.3(d)) Shear load:yes(17.10.6.3(c)) R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.lb] i y S 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 PAGE 48 Litimumukil Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: Alignment Rack 2b Date: 11/11/2021 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=-7,092;Vx=1,027;Vy=3,425; yes 63 Mx=321,948;My=96,584;Mi=0; I Input data and results must be checked for conformity with the existing conditions and for plausibility! II PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 PAGE 49 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: Alignment Rack 2b Date: 11/11/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity '3N I Itv[%] Status Tension Concrete Breakout Failure 9,163 14,663 63/- OK Shear Concrete edge failure in direction x+ 3,576 21,861 -/17 OK Loading SN Utilization l3N,v[%] Status Combined tension and shear loads 0.625 0.164 5/3 51 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! ( PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 PAGE 50 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Alignment Rack 2b Date: 11/11/2021 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. 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 PAGE 51 - -' - - 04w Is. 44 A Q A G/ .94,...fr AL.CERTIFIEDlt . ) 41 , •,N, 1 , '' I I I + +4 +,,,,•I ,I I ++,4,/i,.4414'14°.'4'44N4'I' 41:4!:1'4+::II:1"44,'" . .14,4,,I4,14.4114,4444''4-71.44/44I,D •4:•P i 111,44.14 , • jIU 44111/eillAY1,14,14g0+:-.7419;4414141 ' . ' • .‘,.. fil,If Ifillif'., iftle'44,14.0 Iloilo i ,,,,-' ' ' 4.4" flIN.0111141'11'4,*44' : tiAtiiill444 444.4 xt :2 liti.trbia .,....4. ,41'.itiltalph' -r"..., 0,44.44mer"ttrwiJ.. i ''''': '''''ll'fj'''.`' :.'1,:$,T•1 rotriNIV r, . J i it * , , eff4v.,,.' / r ,40':.'",i 00- - ,,, W!4' 1 I . ,,, ., *i',.., "4/ .t.", ' .,, , • -,4r,' q' ' "' -- ° , •,' 's' '? I t • ,. -- pROFESSIQ ONAL ALIGNMENT LIFT , soLuTioNui , . „ .., „„„,4 4,' , i 4 \ 44,*' and value fi'" I" - 4 Mt *.,. A - '-- :-.--, performance, Unmatched productivity, 1 1i ALIGNMENTIm i& s LIFT SYSTEM S 11 0 . - ii • S4\ IAI: FEATURES 12K SCISSOR ALIGNMENT 1 12K Scissor Lift Key Features LIFT SYSTEMS 31:1112E 1 0 Utilizes less space than conventional four-post lifts V `� '�T Ta Lifts straight up with no fare or aft movement AT J ^ E D ''R%. ...� .� J I I�I 1 Yl 0 Compact console design,enclosed to protect electrical A hhh A VALE. and hydraulic pump components and controls 3 D E 11 / AN J- 11 `C Quad counterpoised lifting system with four heavy- 11U (� 7 H ` duty cylinders to maintain a constant level from floor 44 to full lift height with reinforcing rear-mounted cross member The John Bean' 12k Scissor Alignment Lift is a r( 0 Dual-engaging twin interlocking serriform mechanical rugged 12,000 lb capacity lift with open front safety racks with pneumatic release design that provides easy access to alignment ©Reinforced 24"Wide Pro-Style runways accommodate service and calibration areas. 1 a wide vehicle range o Open-front design provides easy access to alignment Pro Style 24"wide runways provide easy drive on service and calibration areas of vehicles for large vehicles.Hydraulic equalization and full- ; d Gliding bearings are captured,providing durable and support rear member deliver repeatable,smooth smooth lift operation level lifting. ©Approach ramps expand to 87"for easy loading of Flush-mount rear slip plates with heavy-duty lower profile vehicles and can be retracted to 35"to save space when not in use encapsulated bearings help support and offer t smooth movement to ease rear alignment 4 Flush-mounted rear slip plates include heavy- g duty encapsulated bearings to ease rear alignment adjustments. `r adjustments Extendable approach ramps provide a staged a Adjustable turnplate te pocket depth ensures level rise for easy loading of lowered vehicles.The of positioning turnplates Validated by an Independent Third Party to the ANSI! retractable feature allows installation for short ALI automotive lift standard,ANSIJALI ALCTV:2017 bay requirements,saving space when not in use. f EQUIPMENT SPECIFICATIONS O Air Supply Requirements:90-140 PSI'a 6-10 CFM o Shipping Weight:6,615 lbs (3,001kg) o Part Number EELR501APKG i o Flush Mount Part Number EELR525APKG ©Optional Set of Two Front Radius Turnplates: EAK0289I06A 0 Optional Roll Back Kit:EAK0277)28A o Capacity:12,000lbs (5,44:31<g) 4 Overall Width:90"(228.6 cm) o Width Between Runways:40" (101.6 cm} ROLLER SPECIFICATIONS o Overall Length:242"-294' (614-747 cm) JACKGu r Y S o Four Wheel Alignment Wheelbase:39"-158"(226-401 cm) © Part Number:£ELR512A o Two Wheel Alignment Wheelbase:Up to 165"(419 cm) 0 Capacity: 6,000 (2,722kg} o Service Wheelbase:179"(455 cm) o Minimum Working Height with Adapter and Standard Pad Installed: 4'(10 ern( © Runway Surface Width:24" (61 cm) ©Fully Raised Without Extension Adapter 14.75" (37 cm) o Maximum Raised Height: 70" (178 cm) o Lifting/Lowering Time When Fully Loaded 0 Minimum/Maximum Arm Reach: 37"/56"194/142 cm) 95 Seconds/45 Seconds ©Roller Jack Extension Adapter: 2.433"(6.2 cm) tl H Console Dimensions(D x W x H): 16.5' x14.125"x45.75" (42 x 36 x 116 cm) I For more information regarding the 12k Scissor Lift call 800.362.4618(US)or 800.362.4608(Canada)n www.johnbea .com r John Bean is committed to product innovation and improvement.Therefore.speciticatlens listed in U .„ a r . this sell sheet may change without notice.:'2020 Snap-on Incorporated All rights reserved.John Bean is a trademark,registered in the United States and other countries,of Snap-on Incorporated. All other marks are marks of their respective holders. 06'2020 Ssi2t1D , , Snap-on INSTALLATION AND OPERATING MANUAL READ THOROUGHLY BEFORE INSTALLING, SERVICING OR MAINTAINING THE LIFT. SAVE THIS MANUAL . „_____,,,,,,,,,) io01110Ikk,57:i4r: ;' -- ionor.„ ,,40 lower ...00:174411412; 1P4'''' ''. ;#1. ." ':ogr,cr. ..,_'•"',,,,,yldf:. . ...* '/41(/7 .74 * 4+; + 9.- ' INSTALLATION and OPERATION MANUAL 12K SCISSOR LIFT EELR501A, EELR525A EELR709A, EELR724A NOV. 2020 REV.J 309 EXCHANGE AVENUE,CONWAY,ARKANSAS,72032 TEL: 501-450-1500 FAX: 501-450-1585 EAZ0080V44A 1 of 73 PAGE 54 r r 3.0 SPECIFICATIONS Maximum Capacity: 12000 lbs. 5443 kg Overall Width: 90 Inches 2288 mm Overall Length: 242 - 294 Inches 6143 - 7467 mm Maximum Raised Height: 70 Inches 1772 mm Minimum Lowered Height: 12-1/4 Inches 311 mm Runway Width: 24 Inches 612 mm Minimum 4 Wheel Alignment W/B: 89 Inches 2260 mm Maximum 4 Wheel Alignment W/B: 158 Inches 4013 mm Maximum 2 Wheel Alignment W/B: 165 Inches @030"Tire OD 4190 mm Maximum General Wheelbase: 179 Inches @030"Tire OD 4546 mm Raising/Lowering Time (approx.): 95 Seconds/45 Seconds Power Ratings: 230V, 1 Ph, 60Hz, 20A Max. Operation Hydraulic Pressure: 2800 psi Air Supply requirements: 90 to 140 PSI @5-10CFM Pneumatic Lubrication Oil Type: Snap-On #IM6 or Equivalent Hydraulic Oil Capacity: Tank size: 4.0 gal Lift capacity: 6.0 gal Hydraulic Oil Type: ISO 32 (10 weight) hydraulic oil Shipping Weight (Lift Only): 6614 lbs. 3000 kg Jack Beam Fully Raised Up 14-3/4 Inches 377 mm Jack Beam Fully Collapsed 3-5/8 Inches 92 mm Extension Adapter for Jack Beam 2-7/16 Inches 62 mm 172*(4369mm). 14-1t3" i..._ -_. _ -15g'(4013 m?4.w., .... -� ., 89• -------1 24• 614 .. , ,.., I Rear Ship Piste t ��� . + ) .90* rt-ifr .c[l 1 40.341' r (1021mm) amide Rani II i.I (940.1420mm) mon -lir '4"'- ' " Tr, --• — - -* — - t . . . .. . fy 7, i .. Lnear Slip Nue i. 4$. (1 ToadeRune 1 1 -% Figure 1 — Lift Dimension (Top View) 7 of 73 PAGE 55 ' " 1 215"(5459mm) - DECK LENGTH 193-7/8"(4925mm) o o u m, 33-3/8" (848mm)-- 0=g 70" MAX' EIT1 45-1/2" a(1157mm) i a 128"(3250mm) 43-3/4"(1112mm) i 242"-294"(6143-7467mm) 14-3/4"(377mm) ' f 4-1/4" Fully Raised Up — (108mm)1 3-5/8"(92mm)— ---- Fully Collapsed n . a nor o a Li .miln. I� -"r`„...`_ 12-1/4" (311mm) 35"(890mm) 35"-87"(891-2215mm) Figure 2 - Lift Dimensions (Side View) 2-7/16"(62mm)EXTENSION ADAPTE9-1/2 WORKING HEIGHT (AVAILABLE ACCESSORY) 9-1/2" _, MIN. (24Ommj --__ A l AIHIHI;fir y s 1 1 • s I a . Figure 3 - Lift Dimensions (Back View) I 8 of 73 PAGE 56 , APPENDIX Foundation Plan These are the recommended requirements for the WALL installation. There may be unknown foundational or WALL 0-,-,, other conditions not obvious. We recommend that zmrltm7 r �1+osq you consult an architect or engineering firm to know44' more details - sei2+j1 +amNs1 _ mn.I b 1 - [1111 1 .................. .i.._.._ vrrc _reK ws uwmo*o LL IL , xra xem 35 roa 7 �melai7 $usn lee#T I FaI i ^-- tf •"� 14 f eEcoRA. i Auorric -+m hni7— _ i I i .. ._ ......-aazsl,a337- - - Ia7'E aslli'l REF ;1913.'F .....n i1.w .....ML-_.____. ._.-ew.rar gAr.2w•F..__.._ _..._._.....___......-,aazlu7J _�rw«..ee,-. .._�..__..___.. Rao.;.}. _____....._ _ (W..: t.. ._....._t _f _ ,ems U,1 WALL WALL 7 I r ! 1 w. She Minimum Height 3042 [t 19 i'j § l.° 141 i ®S ii 4- le1,1411 The Minimum Height 3658 11441 ;-_.�___, _/, • _�; M1, ,,,, I_ imit N The Ceiling I i Hi Ill The Ceiling I • : .I r i) ` / A An w1isM131 ' r. \ r a t A f 1. mIM I� )-r.. . \\,� 4 [1 s'7 cozy lao,',•i` r• ``4ry APPROACH r1P REF `_ REr -P'• _.. -- ..ANCHORS LAYOUT ;Bolt FLUSH MOUNT I e: i r > - ,- .,,�a ._ - "-1- IHMI:rX5-i LG..., eon SURFACE MOUNT WEDGE ANCHOR. H WEDGEANCHOR\ i ��5�•�� 14.015 mh,oefA i nm ttetsas... 11• I Prepared by customer at the operating column: :i,2-'4.% ,1-, -_, --M-? i....".... -,d` r •44 arts" .'' Power supply:1 PH,. 3G 230v,60Hz.20A I I I Quality w concrete.�.% .010025 Cable:approx.2.5m. 3G 4mma -- -'" min.C201C25 ,-- 1 I Observe the inn.anchorage of the owls.wdh floor "•t`'Amil, pavemence We anger halts. .;.._. :Observe the recanaten of the anchor boa manufacture Capeaty:5443Kg, /"";; p,�rAJ.Z,I moms i-_____-EELR501A EELR525A __. �' ._.. ......_. ........ ........ ...... ._. ___.___�..._...._ I EELR709A EELR724A ..KL['.19fW4.JIANGSU.CHINA 13 D 0 72 of 73 m cm V Job No. 21-1815 Sheet No. 111 By MJS Date 11/11/21 111 / Scissor Lift CARUSO TURLEY SCOTT structural engineers NOTES 1. (4) 1/2" DIA THREADED RODS WITH EPDXY PER G.S.N. EMBEDDED 6" INTO SLAB ON —(�) GRADE. VERIFY LOCATIONS WITH MFR. 2. SCISSOR LIFT. STRUCTURAL ENGINEERING EXPERTS PARTNERS Paul Scott,SE,PE Sandra Herd,SE,PE,LEED AP Chris Atkinson,SE,PE,LEED Al Thomas Morris,SE,LEED AP Richard Dahlmann,SE,PE Troy Turley,SE,PE,LEED AP Brady Notbohm,SE,PE NOTE: A. ANCHORS TO BE A MINIMUM OF 6" FROM ANY CRACK, EDGE, OR EXPANSION JOINT. B. FOLLOW MFR INSTALLATION PROFESSIONAL © INSTRUCTIONS. REGISTRATION C. NOTIFY E.O.R. IF CRITERIA PER ABOVE CANNOT BE MET. 50 States (2) Washington D.C. U.S.Virgin Islands Puerto Rico PLAN — SCISSOR UFT (CHALLENGER DX77) 108 21-1815 NO SCALE 1215 W.Rio Salado Pkwy. Suite 200 Tempe,AZ 85281 480.774.1700 www.ctsaz.com PAGE 58 Seismic Anchorage- Drive Over Lift ASCE 7-10 Section 13- Seismic Design Requirements For Nonstructural Components: Sds= 0.690 ap= 1.000 ASCE Table 13.6-1 Fp=0.4*ap*Sds*Wp x(1+2*z/h)= 0.184*Wp Rp= 1.500 ASCE Table 13.6-1 (Rp/Ip) n= 2.000 ASCE Table 13.6-1 Ip= 1.0 ASCE 13.1.3 Fv=0.2*Sds*Wp= 0.138*Wp z/h= 0.0(base=0) Manufacturers Data: Capacity= 3850.0 Lbs Note:this is a two post lift,1/2 the load per support Self Weight= 875.0 Lbs C.O.G.= 74.5 in Arm,= 0.0 in Arm,= 0.0 in Forces at Base: Vertical D= 4725 Lbs = 4.725 k E= 652 Lbs = 0.652 k Horizontal D= 0 Lbs = 0.000 k E= 869 Lbs = 0.869 k Moment Dx= 0 Lbs-in = 0.000 k-ft Dz= 0 Lbs-in 0.000 k-ft E= 64770 Lbs-in = 5.398 k-ft Load Cases: LC1:1.4DL Vertical= 6,615 Lbs = 6.615 k Horizontal= 0 Lbs = 0.000 k Moment,= 0 Lbs-in = 0.000 k-ft Moment,= 0 Lbs-in = 0.000 k-ft LC2:(1.2+0.2Sds)DL+1.0EL*f2+0.3ELn h*O Vertical= 6.322 Lbs = 6.322 k Horizontal= 1,739 Lbs = 1.739 k Horizontalorth= 522 Lbs = 0.522 k Moment,= 129,541 Lbs-in = 10.795 k-ft Moment,= 129,541 Lbs-in = 10.795 k-ft Momentorth=1ff 38,862 Lbs-in = 3.239 k-ft LC3:(0.9-0.2Sds)DL-1.0EL*II-0.3 L.,,*O Vertical= II 3,600 Lbs = 3.600 k Horizontal=. 1,739 Lbs = 1.739 k Horizontalorth=, 522 Lbs = 0.522 k Moment,_, 129,541 Lbs-in = 10.795 k-ft Moment,_I 129,541 Lbs-in = 10.795 k-ft Momentorth= 38,862 Lbs-in = 3.239 k-ft about'Z'doubled in following calcs due to base conditions PAGE 59 CARUSO TURLEY SCOTT,INC Project Title: Tesla 1215 W.RIO SALADO PARKWAY#200 Engineer: II caauso TEMPE,AZ 85281 X°** (480)774-1700 Project ID: 211815 TURLEY Project Descr: "'''"" (480)774-1701 www.ctsaz.com Printed 11 NOV 2021,10:19AM Dell@Cc�i FootingFile:CALCS.ec6 Software copyright ENERCALC,INC.1983 2020,Build:12.20.8.24 Lie.#:KW-06000624 ARtISO'tJRLEY St Tr DESCRIPTION: 7.7k Drive Over Lift Code References Calculations per ACI 318-14, IBC 2018,CBC 2019,ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Setting! Footing base depth below soil surface = 0.50 ft Min Steel% Bending Reinf. - Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 10.50 ft Z Footing Thickness = 12.0 in f -i i " ,.1 m 6,, I Pedestal dimensions... X 1,17, '* '- X px:parallel to X-X Axis = 30.0 in pz:parallel to Z-Z Axis = 80.0 in ice, Height - 1.0 in l Ei ill,' `l Rebar Centerline to Edge of Concrete... �l q,7� r'4 at Bottom of footing = 3.0 in [1',dtiq'? :11 O zs w Reinforcing Bars parallel to X-X Axis Number of Bars = 10.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Size = # 5 41 ' � , Bandwidth Distribution Check (ACI 15.4.4.2) , �4"e.w. 1�1 .. .. ;:.r _ < ., _.n _• Direction Requiring Closer Separation .......-- Bars _ Bars along X-X Axis #Bars required within zone 64.5% #Bars required on each side of zone 35.5% Applied Loads D Lr L S W E H P:Column Load = 4.725 0.6520 k OB:Overburden = ksf M-xx = 5.398 k-ft M-zz = 10.796 k-ft V-x _ 0.8690 k V-z = 0.8690 k PAGE 60 CARUSO TURLEY SCOTT,INC Project Title: Tesla 1215 W.RIO SALADO PARKWAY#200 Engineer: 4 4 ) c.ARoso TEMPE,AZ 85281 Project ID: 211815 TURLEY Project Descr: scow (480)774-1700 `s (480)774-1701 www.ctsaz.com Printed 11 NOV 2021,10:19AM General Footing File:CALCS.ec6 g Software copyright ENERCALC,INC.1983-2020,Build 12.20.8.24 Mr0604- 4°a i sv , 1: ,,• , ‘ °F,f;..', CARUSO TURLEY DESCRIPTION: 7.7k Drive Over Lift DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.4296 Soil Bearing 0.4296 ksf 1.0 ksf +D+0.70E about Z-Z axis PASS 5.687 Overturning-X-X 6.834 k-ft 38.863 k-ft +0.60D-0.70E PASS 1.978 Overturning-Z-Z 9.357 k-ft 18.506 k-ft +0.60D-0.70E PASS 3.965 Sliding-X-X 0.6083 k 2.412 k +0.60D-0.70E PASS 3.683 Sliding-Z-Z 0.6083 k 2.240 k +0.60D-0.70E PASS 16.219 Uplift 0.4564 k 7.403 k +0.60D+0.70E PASS 0.02338 Z Flexure(+X) 0.2687 k-ft/ft 11.496 k-ft/ft +1.20D+E PASS 0.02169 Z Flexure(-X) 0.2493 k-ft/ft 11.496 k-ft/ft +1.20D-E PASS 0.02760 X Flexure(+Z) 0.3324 k-ft/ft 12.046 k-ft/ft +1.20D+E PASS 0.02381 X Flexure(-Z) 0.2868 k-ft/ft 12.046 k-ft/ft +1.20D-E PASS 0.02234 1-way Shear(+X) 1.675 psi 75.0 psi +1.20D+E PASS 0.02081 1-way Shear(-X) 1.560 psi 75.0 psi +1.20D-E PASS 0.02593 1-way Shear(+Z) 1.945 psi 75.0 psi +1.20D+E PASS 0.02239 1-way Shear(-Z) 1.679 psi 75.0 psi +1.20D-E PASS 0.01241 2-way Punching 1.585 psi 127.734 psi +1.40D Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X X,D Only 1.0 n/a 0.0 0.2350 0.2350 n/a n/a 0.235 X-X,+D+0.70E 1.0 n/a 4.162 0.1959 0.2915 n/a n/a 0.292 X-X,+D-0.70E 1.0 n/a -4.482 0.2741 0.1785 n/a n/a 0.274 X-X,+D+0.5250E 1.0 n/a 3.150 0.2057 0.2774 n/a n/a 0.277 X-X,+D-0.5250E 1.0 n/a -3.330 0.2643 0.1926 n/a n/a 0.264 X-X,+0.60D 1.0 n/a 0.0 0.1410 0.1410 n/a n/a 0.141 X-X,+0.60D+0.70E 1.0 n/a 6.776 0.1019 0.1975 n/a n/a 0.198 1 X-X,+0.60D-0.70E 1.0 n/a -7.666 0.1801 0.08449 n/a n/a 0.180 Z-Z,D Only 1.0 0.0 n/a n/a n/a 0.2350 0.2350 0.235 Z-Z,+D+0.70E 1.0 7.706 n/a n/a n/a 0.05777 0.4296 0.430 i Z-Z,+D-0.70E 1.0 -8.298 n/a n/a n/a 0.4122 0.04039 0.412 Z-Z,+D+0.5250E 1.0 5.832 n/a n/a n/a 0.1021 0.3810 0.381 Z-Z,+D-0.5250E 1.0 -6.165 n/a n/a n/a 0.3679 0.08904 0.368 Z-Z,+0.60D 1.0 0.0 n/a n/a n/a 0.1410 0.1410 0.141 Z-Z,+0.60D+0.70E 1.0 12.546 n/a n/a n/a 0.0 0.3411 0.341 Z-Z,+0.60D-0.70E 1.0 -14.194 nla n/a n/a 0.3327 0.0 0.333 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,D Only None 0.0 k-ft Infinity OK X-X,+D+0.70E 4.438 k-ft 67.168 k-ft 15.136 OK X-X,+D-0.70E 6.834 k-ft 64.772 k-ft 9.478 OK X-X,+D+0.5250E 3.328 k-ft 66.569 k-ft 20.002 OK X-X,+D-0.5250E 5.125 k-ft 64.772 k-ft 12.638 OK X-X,+0.60D None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E 4.438 k-ft 41.259 k-ft 9.298 OK X-X,+0.60D-0.70E 6.834 k-ft 38.863 k-ft 5.687 OK Z-Z,D Only None 0.0 k-ft Infinity OK Z-Z,+D+0.70E 8.216 k-ft 31.985 k-ft 3.893 OK Z-Z,+D-0.70E 9.357 k-ft 30.844 k-ft 3.296 OK Z-Z,+D+0.5250E 6.162 k-ft 31.70 k-ft 5.144 OK Z-Z,+D-0.5250E 7.018 k-ft 30.844 k-ft 4.395 OK Z-Z,+0.60D None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.70E 8.216 k-ft 19.647 k-ft 2.391 OK Z-Z,+0.60D-0.70E 9.357 k-ft 18.506 k-ft 1.978 OK PAGE 61 CARUSO TURLEY SCOTT,INC Project Title: Tesla • 1215 W.RIO SALADO PARKWAY#200 Engineer: ' CARUSO TEMPE,AZ 85281 Project ID: 211815 TURLEYProject Descr: SCOT, (480)774-1700 [rlct,,:l '''"'" (480)774-1701 www.ctsaz.com Pnnted:11 NOV 2021,10:19AM File:0ALCS.ec6 General Footing Software copynght ENERCALC,INC 1983-2020,Budd 12 20 8.24 7 Ey city DESCRIPTION: 7.7k Drive Over Lift Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X,D Only 0.0 k 4.029 k No Sliding OK X-X,+D+0.70E 0.6083 k 4.166 k 6.849 OK X-X,+D-0.70E -0.6083 k 3.892 k 6.399 OK X-X,+D+0.5250E 0.4562 k 4.132 k 9.057 OK X-X,+D-0.5250E -0.4562 k 3.927 k 8.607 OK X-X,+0.60D 0.0 k 2.549 k No Sliding OK X-X,+0.60D+0.70E 0.6083 k 2.686 k 4.415 OK X-X,+0.60D-0.70E -0.6083 k 2.412 k 3.965 OK Z-Z,D Only 0.0 k 3.858 k No Sliding OK Z-Z,+D+0.70E 0.6083 k 3.994 k 6.567 OK Z-Z,+D-0.70E -0.6083 k 3.721 k 6.116 OK Z-Z,+D+0.5250E 0.4562 k 3.960 k 8.680 OK Z-Z,+D-0.5250E -0.4562 k 3.755 k 8.230 OK Z-Z,+0.60D 0.0 k 2.377 k No Sliding OK Z-Z,+0.60D+0.70E 0.6083 k 2.514 k 4.133 OK Z-Z,+0.60D-0.70E -0.6083 k 2.240 k 3.683 OK Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load CombinationStatus k-ft Surface inA2 InA2 inA2 k-ft X-X,+1.40D 0.2314 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.40D 0.2314 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D 0.1983 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D 0.1983 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+E 0.3324 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+E 0.1099 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D-E 0.06425 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D-E 0.2868 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D 0.1488 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D 0.1488 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D+E 0.2828 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D+E 0.06028 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D-E 0.01467 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D-E 0.2372 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.40D 0.09844 -X Bottom 0.2592 Min Temp% 0.2952 11.496 OK Z-Z,+1.40D 0.09844 +X Bottom 0.2592 Min Temp% 0.2952 11.496 OK Z-Z,+1.20D 0.08438 -X Bottom 0.2592 Min Temp% 0.2952 11.496 OK Z-Z,+1.20D 0.08438 +X Bottom 0.2592 Min Temp% 0.2952 11.496 OK Z-Z,+1.20D+E 0.08056 -X Top 0.2592 Min Temp% 0.2952 11.496 OK Z-Z,+1.20D+E 0.2687 +X Bottom 0.2592 Min Temp% 0.2952 11.496 OK Z-Z,+1.20D-E 0.2493 -X Bottom 0.2592 Min Temp% 0.2952 11.496 OK Z-Z,+1.20D-E 0.09996 +X Top 0.2592 Min Temp% 0.2952 11.496 OK Z-Z,+0.90D 0.06328 -X Bottom 0.2592 Min Temp% 0.2952 11.496 OK Z-Z,+0.90D 0.06328 +X Bottom 0.2592 Min Temp% 0.2952 11.496 OK Z-Z,+0.90D+E 0.09403 -X Top 0.2592 Min Temp% 0.2952 11.496 OK Z-Z,+0.90D+E 0.2504 +X Bottom 0.2592 Min Temp% 0.2952 11.496 OK Z-Z,+0.90D-E 0.2365 -X Bottom 0.2592 Min Temp°A° 0.2952 11.496 OK Z-Z,+0.90D-E 0.1009 +X Top 0.2592 Min Temp% 0.2952 11.496 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0.58 psi 0.58 psi 1.35 psi 1.35 psi 1.35 psi 75.00 psi 0.02 OK +1.20D 0.50 psi 0.50 psi 1.16 psi 1.16 psi 1.16 psi 75.00 psi 0.02 OK +1.20D+E 0.56 psi 1.68 psi 0.63 psi 1.95 psi 1.95 psi 75.00 psi 0.03 OK +1.20D-E 1.56 psi 0.68 psi 1.68 psi 0.37 psi 1.68 psi 75.00 psi 0.02 OK +0.90D 0.38 psi 0.38 psi 0.87 psi 0.87 psi 0.87 psi 75.00 psi 0.01 OK +0.90D+E 0.60 psi 1.57 psi 0.34 psi 1.66 psi 1.66 psi 75.00 psi 0.02 OK +0.90D-E 1.49 psi 0.60 psi 1.39 psi 0.08 psi 1.49 psi 75.00 psi 0.02 OK PAGE 62 CARUSO TURLEY SCOTT,INC Project Title: Tesla 1215 W.RIO SALADO PARKWAY#200 Engineer: CARUSO TEMPE,AZ 85281 Project ID: 211815 TURLEYSCOT* Project Descr: : (480)774-1700 °s "` (480)774-1701 1 www.ctsaz.com Printed 11 NOV 2021 10:19A0.9 File:CALCS.ec6 General Footing Software copyright ENERCALC,INC.1983-2020,Build 1220.8.24 rr. ,_e,1.24 . ='t:. „a. L.a,.? ;n;tcr;;"` t.",;„l ''="...-93 I Vp .,.d ,T :t ',=,=- --", ARUSSt:1TURL -scam ii DESCRIPTION: 7.7k Drive Over Lift liTwo-Way"Punching"Shear All units k / Load Combination... Vu Phi*Vn Vu I Phi*Vn Status ! +1.40D 1.59 psi 127.73psi 0.01241 OK +1.20D 1.36 psi 127.73psi 0.01064 OK +1.20D+E 1.52 psi 127.73psi 0.01186 OK +1.20D-E 1.20 psi 127.73psi 0.009412 OK € +0.90D 1.02 psi 127.73psi 0.007976 OK +0.90D+E 1.20 psi 127.73psi 0.009415 OK +0.90D-E 0.95 psi 127.73psi 0.007438 OK i P 1 i 9 I 1 P I PAGE 63 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: Drive Over Lift la Date: 11/11/2021 Fastening point: Specifiers comments: 1 Input data Anchor type and diameter: HIT-RE 500 V3+HAS-V-36(ASTM F1554 Gr.36)1/2 -- Item number: 2198021 HAS-V-36 1/2"x4-1/2"(element)/2123401 . _�n HIT-RE 500 V3(adhesive) Effective embedment depth: hef,opti=2.750 in.(hef,limlt=10.000 in.) Material: ASTM F1554 Grade 36 Evaluation Service Report: ESR-3814 Issued I Valid: 3/1/2021 11/1/2023 Proof: Design Method ACI 318-19/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor platen: Ix x ly x t=80.000 in.x 30.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fb'=3,000 psi;h=12.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:not present,shear:not present;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.10.5.3(d)) Shear load:yes(17.10.6.3(c)) R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.Ib] 44Design loads F. Sustained loads \ 2 y 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 Hilt!AG,Schaan 1 PAGE 64 Ale jenuid Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: Drive Over Lift la Date: 11/11/2021 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=-6,322;Vx=1,739;Vy=522; yes 54 Mx=38,862;My=129,541;Mx=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 2 PAGE 65 ,Lrr, Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: ( E-Mail: Design: Drive Over Lift 1a Date: 11/11/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity RN!sv[%] Status Tension Concrete Breakout Failure 9 2,070 1 /- OK Shear Steel Strength 1,029 1,927 -/54 OK Loading 1N Sv Utilization I3N,v[%] Status Combined tension and shear loads 0.005 0.534 5/3 36 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 PAGE 66 V• 4 • • I14/MITI Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Drive Over Lift 1a Date: 11/11/2021 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. • 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 PAGE 67 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: Drive Over Lift lb Date: 11/11/2021 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: HIT-RE 500 V3+HAS-V-36(ASTM F1554 Gr.36)1/2 Item number: 2198022 HAS-V-36 1/2"x6-1/2"(element)/2123401 HIT-RE 500 V3(adhesive) Effective embedment depth: het,opti=4.364 in.(het,timit=10.000 in.) Material: ASTM F1554 Grade 36 Evaluation Service Report: ESR-3814 Issued I Valid: 3/1/2021 1 1/1/2023 Proof: Design Method ACI 318-19/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor platen: Ix x ly x t=80.000 in.x 30.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fb'=3,000 psi;h=12.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:not present,shear:not present;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.10.5.3(d)) Shear load:yes(17.10.6.3(c)) R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.lb] Design loads Sustained loads 1914 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 PAGE 68 • 11.41,111OIM, Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: ( E-Mail: Design: Drive Over Lift lb Date: 11/11/2021 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=-6,615;Vx=522;Vy=1,739; yes 100 Mx=259,082;My=38,862;Mz=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 2 PAGE 69 111`.TI Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: Drive Over Lift lb Date: 11/11/2021 Fastening point: if 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN I(tv(%1 Status Tension Bond Strength 6,171 7,876 79/- OK /; Shear Steel Strength 991 1,927 -/52 OK Loading I3N Rv t Utilization 13N,v[%] Status Combined tension and shear loads 0.784 0.515 5/3 100 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 PAGE 70 • IIII611"I Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Drive Over Lift 1b Date: 11/11/2021 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. 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 PAGE 71 10111..T1 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: i E-Mail: Design: Drive Over Lift 2a Date: 11/11/2021 Fastening point: Specifier's comments: 1 Input data . , Anchor type and diameter: HIT-RE 500 V3+HAS-V-36(ASTM F1554 Gr.36)1/2 "`I Item number: 2198021 HAS-V-36 1/2"x4-1/2"(element)/2123401 HIT-RE 500 V3(adhesive) Effective embedment depth: hefoptl=2.750 in.(her.limit=10.000 in.) Material: ASTM F1554 Grade 36 Evaluation Service Report: ESR-3814 Issued I Valid: 3/1/2021 11/1/2023 Proof: Design Method ACI 318-19/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor platen: Ix x ly x t=80.000 in.x 30.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fc'=3,000 psi;h=12.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:not present,shear:not present;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.10.5.3(d)) Shear load:yes(17.10.6.3(c)) R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.lb] a joesign loads Sustained loads M9Sq'.� f7" 4 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 PAGE 72 s � Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: ( E-Mail: Design: Drive Over Lift 2a Date: 11/11/2021 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=-3,600;Vx=1,739;Vy=522; yes 54 Mx=38,862;My=129,541;Mz=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 2 PAGE 73 IIII..TI Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: Drive Over Lift 2a Date: 11/11/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity (fN I Iry[%] Status Tension Concrete Breakout Failure 149 552 27/- OK Shear Steel Strength 1,029 1,927 -/54 OK Loading SN Pv Utilization PN,V[%] Status Combined tension and shear loads 0.269 0.534 5/3 47 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! • II 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 PAGE 74 ,i-r, Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Drive Over Lift 2a Date: 11/11/2021 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. 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 PAGE 75 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: Drive Over Lift 2b Date: 11/11/2021 Fastening point: Specifier's comments: 1 Input data A Anchor type and diameter: HIT-HY 200+HAS-V-36(ASTM F1554 Gr.36)1/2 Iytt.in-My 200 Item number: 2198023 HAS-V-36 1/2"x8"(element)/2022791 HIT-HY 200-A(adhesive) Effective embedment depth: hefoPt; 5.821 in.(hef,l;m;1=10.000 in.) Material: ASTM F1554 Grade 36 Evaluation Service Report: ESR-3187 Issued I Valid: 5/1/2021 13/1/2022 Proof: Design Method ACI 318-19/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor platen: Ix x ly x t=80.000 in.x 30.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fc'=3,000 psi;h=12.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:notpresent,shear:notpresent;no supplemental splitting reinforcement present PP P� 9 edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.10.5.3(d)) Shear load:yes(17.10.6.3(c)) R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.Ib] A Design bads cu Sustained loads I t "k m j z \ 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 Hulk is a registered Trademark of Hilti AG,Schaan 1 PAGE 76 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: Drive Over Lift 2b Date: 11/11/2021 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=-3,600;Vx=522;Vy=1,739; yes 100 Mx=259,082;My=38,862;Mz=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 2 PAGE 77 { I 111411111111111111.111 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: ( E-Mail: Design: Drive Over Lift 2b Date: 11/11/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity I3N I v[%] Status Tension Bond Strength 7,784 9,914 79/- OK Shear Steel Strength 991 1,927 -/52 OK Loading PN Pv Utilization PN,V[%] Status Combined tension and shear loads 0.785 0.515 5/3 100 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 PAGE 78 • I.III-I-I Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Drive Over Lift 2b Date: 11/11/2021 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c 12003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 PAGE 79 .I ill IN 3 . a Challenger engineered our 7,700 lb. capacity scissor lift with efficiency and productivity in mind. Our DX77 can easily lift all makes and models (within rated capacity) with a synchronized hydraulic system. The DX77 also offers free access all around the lifted vehicle and between platforms, with a cross- member free design providing an uncluttered and hazard-free work area. Choose to mount the DX77 either above ground or flush. . TM (IN ti, ! rl R„ . 4\41„ip111111;" 91 4, f 14, Or PA 2 PI Atol..,,,,,.44.e.) 'T. '" ,, r ril r I' r 1 ,PV\Oq TKO 60" (standard length) air and DX77 ( Low Profile Double Scissor Lift hydraulic hoses allow three � "-!, 7,700 lb. capacity r Er,-® ergonomic, recommended power console placement options. tillsgoire chip jricorisier FEATURES & BENEFITS Model Number DX77 DX77R 7,700 lb. lifting capacity 74.5" rise height(70" if flush mounted) Lifting Capacity 7,700 lbs, Installation Standard Flush Mount o Reinforced diamond-plate front and rear access ramps are A Rise Height 74.5" 70" designed to easily flip up and lock to extend the platform load B Overall Length(Lowered) 83.25" length,which will accommodate longer wheelbase vehicles C Overall Length(Raised) 83.25" r> Double scissor lifting for taller rise allows more overall working D Overall Width 82" 69.5" clearance E Platform Length 59" F Platform Width 24.5" Single point air actuated lock release allows ergonomic working G Width Between Platforms: 21-27" ii Power unit console includes three simple push button controls H Ramp Length 11.75" .3"rubber spotting blocks(set of 4)and 1.5" rubber spotting i Lowered Height ' 4.5" blocks(set of 4)included Motor 2HP Single Phase.60Hz o Extended ramp kit available for low profile vehicles Voltage 208/22Ov Air Supply Required 90-120 psi o Powder coat finish provides long-lasting durability Lifting Time i 43 s ii Can be mounted above ground or flush Max Load per Platform 3,850 lbs. .Available in red or black Colors Available Black "Lift capacity ratings are based on loads equally distributed on each platform. 'Width Between platforms is adjustable between 21"and 27"with standard air lines and hoses.This adjustment will also effect overall width dimensions. DX77 DX77R `Measurements are done from floor to top of platform, Lowered height listed above is for surface mount application only. Side view at full height Side view at full height 51 T -E --r H•I [H1 E TH:I Independent control console iv provides convenience and safety. A '10, A 4 `\ AakIncluded Adapters: c 3" Rubber spotting blocks _����, �A a � (set- et of 4) r B I B 1 1/2" Rubber spotting blocks I'H'r E rH'i ' �HI E 1.H I . (set of 4) .00411111111111111111111111111111111•11 ° Optional Extended Ramps: F DX77-ERK Extended Ramp Kit I .. for lifting low profile vehicles. D G IIil Pr Da 1 ii ° F i 1 / For more information,contact your Authorized Challenger Lifts Distributor: 800-648-5438 1502-625-0700 I Fax:502-625-0711 I Email:sales@challengerlifts.com �(I��� ,4 2311 South Park Road I Louisville,KY 40219 a EjI/ Challenger Lifts,Inc.reserves the right to make changes to specificationswithout notice and ©All Rights Reserved without making changes retroactive.Unloading,installathon and oil not included. DX77.1C.0..0::1 s , ion . 0 , . . w „...., ..,, Installation, Operation & Maintenance Manual Dual Scissor Lift 14Fir 4111 0 4 : i ' 4 Al \ k e 14111. 411111 N. 1111.1r b Mt ffi t J+dm m ir4 � m.. ..".yy.a ° z MODEL DX77 7,700 LBS. CAPACITY 3,850 LBS.PER PAD 200 Cabel Street, P.O. Box 3944 Louisville, Kentucky 40201-3944 Email:sales a,challengerl fs.com Web site:www.challengerlifts.com Office 800-648-5438 / 502-625-0700 Fax 502-587-1933 IMPORTANT: READ THIS MANUAL COMPLETELY BEFORE INSTALLING or OPERATING LIFT Rev.01/03/19 PAGE 82 Model DX77 Installation,Operation and Maintenance GENERAL SPECIFICATIONS See Figure 1 DX77R (Flush Mount) DX77 (Surface Mount) DX77(Surface Mount) For Wide Electric Car A *Outside to Outside of 691/2„ 83.8" Platform B *Overall Width - 82" 951/2" C Distance between Platforms 21" - 27" 36.8" D Platform Width 241/2" E Distance to Controls Refer to Fig. 2 F Platform Length 59" G Ramp Length 113/4" H Overall Length 831/4" J Raise Height 70" 741/2" K Lowered Height - 41/2" ** Max Capacity at 7" Net Rise 7,700 lbs [3,500 kg] ** Max Capacity at 3" Net Rise 3,850 lbs [1,750 kg] *** Lifting Time 43 Seconds Motor 2HP, Single Phase, 60Hz, 208/220 Air Supply Required 90-120 psi Clean and Dry *Based on 21"for Dimension "C" but can be adjusted accordingly. ** Lift capacity ratings are based on loads equally distributed. *** Lifting and lowering speeds may vary depending on the weight of the vehicle. 144" [121 Min. to 144" [12] Min. to 144" [121 Min. to 144" [121 Min. to Nearest Obstruction Nearest Obstruction Nearest Obstruction Nearest Obstruction (rat sham E to.r 1 9 o cNa enoom io.tw.) o r- — 1 1- 1 1,, II II 1 ri b I L .1 t - 72" [6'] Min. DX I 72" [6'] Min I DX' r D To Nearest O To Nearest Obstruction (Short Air Line) Obstruction (Short Air Line) DX77-FMI i i L DX77-SMI-I- C A ---I---- C A B DRIVE ON SX DRIVE ON SX I —> (Long Air Line) - -> (Long Air Line) 1 r 0 r I r Gr- , F 1 . 1 F I , / NV li Nillir / III fi / \W r * iiit // r Allk& 1 K 1 Page 2 Rev 01/03/19 is DX77-IOM-445E 83 1 • Model DX77 Installation,Operation and Maintenance 5 26 1 30 4 4 3 47 42 7 32 �,. 38 29 ' -•,*","-.,- 74',4:NaT\-t--;-',„ ----- 0,*,x •pkik:Nt „.. -„,,,, 13 -, '''' y,# ,,8 _ iali•,94,1„ :,., ,,,, '. t 1,-, _ r` 12 lk.,,,i''' ,.„---'--,,,' 114144474 *4-44.,;...,. 4,1 , \\ ....\ r35457 al 14 46 O. 3a , ' 31 v, 3 34 . 35 "4-tir _ • ' tL •1. 45, 1 • rf 0 � , gyp7.4$1",i,:.43,9 fir 4411 ! f +�.;t�tIa Q 39 'If Q % R i/f T 4 { 46' t 1 `' �► .a.. 14 ft 14 � SCE 33 *1 r � '� ' � 3 � � Page 13 Rev 01/03/19 DX77-IOM- iE 84 } ' Model DX77 Installation,Operation and Maintenance ITEM# PART# CITY/LIFT DESCRIPTION 1 3036025501 2 LOWER BASE WELD 2 3036025201 2 LOWER SCISSOR LINK WELD,SLIDE 3 3036025601 4 LOWER SLIDE BLOCK 4 3036025101 2 LOWER SCISSOR LINK WELD,PIVOT 5 3036025401 2 UPPER SCISSOR LINK WELD,PIVOT 6 3036025300 2 UPPER SCISSOR LINK WELD,SLIDE 7 3036025900 2 CYLINDER LEVER 8 3036025950 2 UPPER PLATFORM WELD 9 3036025606 4 UPPER SLIDE BLOCK 10 3036025801 2 CYLINDER,SLAVE 11 3036025611 2 CYLINDER LEVER ROLLER 12 3036025858 8 LOCK BAR 13 3036025861 2 LOCK 14 3036020191 4 LOCK BOLT 15 3036025626 4 PIN,LOWER LINK PIVOT 16 3036025616 2 PIN,CYLINDER BASE 17 3036025620 2 PIN,CYLINDER PIVOT END 18 3036025631 2 PIN,LEVER ROLLER 19 3036025635 8 PIN,CENTER PIVOT 20 3036025650 8 CENTER SPACER WASHER 21 3036025640 4 PIN, UPPER&LOWER SLIDE 22 3036025645 2 PIN,UPPER&LOWER PIVOT 23 3036025660 2 PIN,LEVER PIVOT 24 3036025666 4 PIN. UPPER SCISSOR PIVOT 25 3036025970 4 RAMP WELD 26 3036025791 4 PIN,RAMP PIVOT 27 3036025675 4 PIN,RAMP LOCK PIVOT 28 3036025795 4 RAMP LOCK LEVER 29 3036025671 4 LEVER ROLLER SPACER 30 3012151581 4 RAMP ROLLER 31 3036025686 28 SNAP RING CAPTURE 32 3036025672 4 LEVER ROLLER 33 1251041005 4 LOCK RELEASE AIR CYLINDER 34 1141070001 28 BUSHING,030mm X 20mm Lg. 35 1141040000 8 BUSHING,030mm X 30mm Lg. 36 1141180000 8 BUSHING,025mm X 25mm Lg. 37 1141300010 4 BUSHING, 38 1141300030 4 BUSHING, 39 1071300004 36 030mm RETAINING RING 40 1141200000 4 BUSHING,025mm X 20mm Lg. 42 1022100203 4 M10 x 20mm Lg.BOLT 43 1022100124 2 M10 x 12mm Lg.BOLT 44 1071140003 24 014mm RETAINING RING 45 1141030000 2 GREASE NIPPLE 46 3000504470 2 LOCK SPRING 47 1071250004 16 025 RETAINING RING 50 1011040160 8 M4 x 16mm Lg.BOLT 51 31010419 4 AIR CYLINDER FITTING,M4 Pushlock x 5mm 0-ring(NOT SHOWN) Replace all worn or broken parts with genuine Challenger Lifts Inc. parts. Contact your local Challenger Lifts Parts Distributor for pricing and availability. (Call Challenger Lifts Inc. (502)625-0700 for the Parts Distributor in your area) Page 14 Rev 01/03/19 DX77-IOM-iARsE 85 i ,u, f 3 /1 Job No. 21-1815 Sheet No. ByMJS Date 11/11/21 Shelving Anchorage CARUSO NOTES; TURLEY 1. SHELLING BY MFR,SEE DETAIL SCOTT 107 FOR DIMENSIONS AND LOADING INFORMATION. 2. EXISTING CONCRETE SLAB 5" THICK MIN.FIELD VERIFY. structural 3. 3/8"DIA EXPANSION ANCHOR QnA117Q@rS PER G.S.N. WITH 2 1/2" 7 EMBEDMENT INTO EXISTING CONCRETE SLAB. --4,— 4. BASE PLATE PER MFR 3"x3"MIN. 7(1) STRUCTURAL (3) ENGINEERING (4) EXPERTS i/—(2) PARTNERS V Paul Scott,SE,PE -------------------------------- Sandra Herd,SE,PE,LEED AP Chris Atkinson,SE,PE,LEED AP Thomas Morris,SE,LEED AP Richard Dahlmann,SE,PE Troy Turley,SE,PE,LEED AP Q SHELVING ANCHORAGE AT EXISTING CONCRETE SLAB ON GRADE Brady Notbohm.SE,PE 21-1815 NO SCALE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S.Virgin Islands Puerto Rico OVERALL DIMENSIONS SHELF INFORMATION TYPE HEIGHT WIDTH DEPTH COUNT SPACING LOAD A 7'-1" 3'-3" 1'-3" 8 9.25" 600 LBS 8 7'-1" 3'-3" 1'-7" 5 1'-3" 600 LBS C 7'-1" 3'-3" 1'-11" 5 1'-3" 600 LBS NOTE: SHELVING ENGINEER- SCHAEFER SYSTEMS INT. IF ALTERNATE SHELVING IS USED,CONTACT ENGINEER OF I RECORD FOR UPDATED RECOMMENDATIONS FOR ANCHORAGE. 107 SHELVING DESIGN 21-1815 NO SCALE 1215 W.Rio Salado Pkwy. Suite 200 Tempe,AZ 85281 480.774.1700 www.ctsaz.com PAGE 86 t• R 4 Storage Rack at Grade:Type A-All Shelves Loaded ASCE 7-10 Section 12.8.3:Vertical Distribution of Shear: Sds= 0.690 Cs=Sds/R= 0.173 S1= 0.397 Cs(min)=0.044*Sds= 0.030 le= 1.0(ANSI MH 16.3 2016 Sec.2.7.2) Cs(min)=0.8*S1/R= S1<0.6.void R= 4.0(ACSE 7-16 T15.4.1) Cs= 0.173 Max Shelf Load= 600.0 Lbs V=le*Cs*W= 636.525 Lbs Self Wt.= 10,0 Lbs LRFD ASD Level Self Wt. Shelf Load* w, h, (w,)(h,) (wxh,)/Ew;h, F,=Cvx'V F,=0.7"C V (Lbs) (Lbs) (Lbs) (in) (Lbs•in) (%/100) (Lbs) (Lbs) Shelf 10 0 0.000 0.0 0.0 Shelf 9 10.0 400.0 410.0 85.500 35,055 0.218 139.0 97.3 Shelf 8 10.0 400.0 410.0 75.000 30,750 0.192 121.9 85.4 Shelf 7 10.0 400.0 410.0 64.500 26,445 0.165 104.9 73.4 Shelf 6 10.0 400.0 410.0 54.000 22,140 0.138 87.8 61.5 Shelf 5 100 400.0 410.0 43.500 17,835 0.111 70.7 49.5 Shelf 4 10 0 400.0 410.0 33.000 13,530 0.084 53.7 37.6 Shelf 3 10.0 400.0 410.0 22.500 9,225 0.057 36.6 25.6 Shelf 2 10.0 400.0 410.0 12.000 4.920 0.031 19.5 13.7 Shelf 1 10.0 400.0 410.0 1.500 615 0.004 2.4 1.7 Totals 3,690 160,515 1.000 636.5 445.6 (Lbs) (Lbs-in) (%I100) (Lbs) (Lbs) *Per ANSI MH 16.3-2016.for seismic overturning consider a)weight of rack plus every arm level loaded to two-thirds of the system design load,b)weight of the rack plus the highest arm level,only loaded to the design load on the ann. Shelving Loads: D=Depth= 15 in(least dimension) W=Width= 39 in(greatest dimension) Redundancy,p= 1.3(ANSI MH16.3-2016 Sec.2.7.2.1-p=1.0 in SDC A,B,C I p=1.3 in SDC D,E) Over Strength,0= 2,0.(ASCE 7-17 Sec.15.3.5.1) Level H=Height EL DL PL (in) V Mx_OT=V•H Tx=Cx-Mx_OTIO Mz_OT=V"H Tz=Cz=Mz_OT/W Shelf10 0000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shelf9 85.500 139.0 11885.5 792.4 11885.5 304.8 10.0 400.0 Shelf8 75.000 121.9 9145.5 609.7 9145.5 234.5 10.0 400.0 Shelf7 64.500 104.9 6764.0 450.9 6764.0 173.4 10.0 400.0 Shelf6 54.000 87.8 4741.0 316.1 4741.0 121.6 10.0 400.0 Shelf5 43.500 70.7 3076.5 205.1 3076.5 78.9 10.0 400.0 Shelf4 33.000 53.7 1770.6 118.0 1770.6 45.4 10.0 400.0 Shelf3 22.500 36.6 823.1 54.9 823.1 21.1 10.0 400.0 Shelf2 12.000 19.5 234.1 15.6 234.1 6.0 10.0 400.0 Shelf1 1.500 2.4 3.7 0.2 3.7 0.1 10.0 400.0 Totals 636.5 38443.9 2562.9 38443.9 985.7 90.0 3600.0 (Lbs) (Lbs-in) (Lbs) (Lbs-in) (Lbs) (Lbs) (Lbs) Forces at Anchorage/Base,Load Cases per ANSI MH 16.3-2016 Section 2.2. Note:LC3,4,and 6 are for wind LC1:1.4DL+1.2PL which is not applicable 1.4DL= 126 lbs B=0.7(bearing) 1.2PL= 4320 lbs B=1.0(uphft) consider 4 legs= 1111.5 lbs/leg(down) (ANSI MH16.3-2016 Sec.2.1 and 2.2) LC2:1.2DL+1.4PL 1.2DL= 108 lbs 1.4PL= 5040 lbs consider 4 legs=1 1287 lbs/leg(down) LC5:(1.2+0,2Sds)DL+(1.2+0.2Sds)*B"PL+1.0ELx*p+0.3ELfp (1.2+0.2Sds)DL= 120 lbs (1.2+0.2Sds)*0.7*PL= 3372 bs consider 4 legs= 873 lbs/leg Shear: 1.0ELx'p= 3332 lbs 1.0ELx*p= 827 bs consider 2 legs= 1666 lbs/leg consider 4 legs= 207 bs/leg 0.3ELz*p= 384 lbs 0.3ELz*p= 248 bs consider 2 legs= 192 Ibslleg consider 4 legs= 62 lbs/leg Total= 2731 lbs/leg(down) Total= 269 lbs/leg(shear) LC7:(0.9.0.2Sds)DL+(0.9-0.2Sds)*B*PL-1.0ELx*O.0.3ELz*0 (ANSI MH16.3-2016 Sec.2.7.2.1-p=1.0 when 0 is considered) (0.9-0.2Sds)DL = 69 lbs (0.9.0.2Sds)*1.0*PL= 2743 lbs consider 4 legs= 703 lbs/leg Shear: 1.0ELx*O= -5126 lbs 1.0ELx*0= 1273 lbs consider 2 legs= -2563 Ibsleg consider 4 legs= 318 bs/leg -0.3ELz*0= -591 lbs 0.3ELz*O= 382 bs consider 2 legs= -296 lbs/leg consider 4 legs= 95 bs/leg Total=I -2156 lbs/leg(uplift) I Total=I 414 lbs/leg(shear) I PAGE 87 1 w Storage Rack at Grade:Type A-Top Shelf Loaded ASCE 7-10 Section 12.8.3:Vertical Distribution of Shear: Sds= 0.690- Cs=Sds/R= 0.173 S1= 0.397 Cs(min)=0.044*Sds= 0.030 le= 1.0(ANSI MH 16.3 2016 Sec.2.7.2) Cs(min)=0.6*S11R= S1<0.6,void R= 4,0(ACSE 7-16 T15.4-1) Cs= 0.173 Max Shelf Load= 600.0 Lbs V=le*C,'W= 119.025 Lbs Self Wt.= 100i Lbs LRFD ASD Level Self Wt. Shelf Load' w, h, (w,3(h,) (wxh,)lEw;h; F,=C,,x`V F,=O.7Cvx'V (Lbs) (Lbs) (Lbs) (in) (Lbs-in) (%1100) (Lbs) (Lbs) Shelf 10 0 0.000 0.0 0.0 Shelf 9 10.0 600.0 610.0 85.500 52,155 0.945 112.4 78.7 Shelf 8 10.0 0.0 10.0 75.000 750 0.014 1.6 1.1 Shelf 7 10.0 0.0 10.0 64.500 645 0.012 1.4 1.0 Shelf 6 10.0 0.0 10.0 54.000 540 0.010 1.2 0.8 Shelf 5 10.0 0.0 10.0 43.500 435 0.008 0.9 0.7 Shelf 4 10.0 0.0 '- 10.0 33.000 330 0.006 0.7 0.5 Shelf 3 10.0 0.0; 10.0 22.500 225 0.004 0.5 0.3 Shelf 2 10.0 0.0 10.0 12000 120 0.002 0.3 0.2 Shelf 1 10.0 0.0 10.0 1.500 15 0.000 0.0 0.0 Totals 690 55,215 1.000 119.0 83.3 (Lbs) (Lbs-in) (%/100) (Lbs) (Lbs) 'Per ANSI MH16 3-2016,for seismic overturning consider a)weight of rack plus every arm level loaded to two-thirds of the system design load;b)weight of the rack plus the highest arm level,only loaded to the design load on the arm. Shelving Loads: D=Depth= 15;in(least dimensbn) W=Width= 39;in(greatest dimension) Redundancy,p= 1.3(ANSI MH16.3-2016 Sec.2.7.2.1-p=1.0 in SDC A,B,C I p=1.3 in SDC D,El Over Strength,0= 2,0'(ASCE 7-17 Sec.15.3.5.1) Level H=Height EL DL PL (in) V Mx_OT=V*H Tz=Cx=Mx_OTID Mz_OT=V'H Tz=Cz=Mz OTAV Shelf 10 0.000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shelf9 85.500 112.4 9612.7 640.8 9612.7 246.5 , 10.0 600.0 Shelf 8 76.000 1.6 121.3 8.1 121.3 3.1 10.0 0.0 Shelf 7 64.500 1.4 89.7 6.0 89.7 2.3 10.0 0.0 Shelf 6 54.000 1.2 62.9 4.2 62.9 1.6 10.0 0.0 Shelf5 43.500 0.9 40.8 2.7 40.8 1.0 10.0 0.0 Shelf 4 33.000 0.7 23.5 1.6 23.5 0.6 10.0 0.0 Shelf 22.5o0 0.5 10.9 0.7 10.9 0.3 10.0 0.0 Shelf 2 12.000 0.3 3.1 0.2 3.1 0.1 10.0 0.0 Shel1 s.s00 0.0 0.0 0.0 0.0 0.0 10.0 0.0 Totals 119.0 9964.8 664.3 9964.8 255.5 90.0 600.0 (Lbs) (Lbs-in) (Lbs) (Lbs-in) (Lbs) (Lbs) (Lbs) Forces at Anchorage/Base,Load Cases per ANSI MH 16.3-2016 Section 2.2. Note'LC3,4,and 6 are for wind LC1:1.4DL+1.2PL which is not applicable 1.4DL= 126 lbs B=0.7(bearing) 1.2PL= 720 lbs B=1.0(uplift) consider 4 legs= 211.5 lbs/leg(down) (ANSI MH 16.3-2016 Sec.2.1 and 2.2) LC2:1.2DL+1.4PL 1.2DL= 108 lbs 1.4PL= 840 lbs consider 4 legs= 237 lbs/leg(down) LC5:(1.2+0.2Sds)DL+(1.2+0.2Sds1'B'PL+1.0ELx'p+0.3ELz*o (1.2+0.2Sds)DL= 120 lbs (1.2+0.2Sds)*0.7'PL= 562 lbs consider 4 legs= 171 lbs/leg Shear: 1.0ELx'p= 864 lbs 1.0ELx'p= 155 lbs consider 2 legs= 432 lbs/leg consider 4 legs= 39 lbs/leg 0.3ELz'p= 100 lbs 0.3ELz'p= 46 lbs consider 2 legs= 50 lbs/leg consider 4 legs= 12 lbs/leg Total= 652 lbslleg(down) Total= 50 lbslleg(shear) LC7:(0.9.0.2Sds1DL+(0.9-0.2Sds)*B'PL-1.DELx'0-0.3ELz'0 (ANSI MH16.3-2016 Sec.2.7.2.1-p=1.0 when 0 is considered) (0.9-0.2Sds)DL= 69 lbs (0.9-0.2Sds)'1.0'PL= 457 lbs consider 4 legs= 131 lbs/leg Shear: -1.0ELx'0= -1329 lbs 1.0ELx'O= 238 lbs consider 2 legs= -664 lbs/leg consider 4 legs= 60 lbs/leg -0.3ELz'O= -153 lbs 0.3ELz'O= 71 lbs consider 2 legs= -77 lbslleg consider 4 legs= 18 lbs/leg Total=I -610 lbs/leg(uplift) I Total=I 77 lbs/leg(shear) I PAGE 88 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: ( E-Mail: Design: Storage Shelf Anchorage Date: 11/11/2021 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2-CS 3/8(2 1/2)hnom3 Item number: 2210237 KB-TZ2 3/8x3 1/2 Effective embedment depth: het.act=2.500 in.,hnom=3.000 in. Material: Carbon Steel Evaluation Service Report: ESR-4266 Issued I Valid: 7/1/2021 12/1/2021 Proof: Design Method ACI 318-11/Mech. Stand-off installation: Profile: Base material: cracked concrete,3000,fc'=3,000 psi;h=5.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Geometry[in.]&Loading[Ib,in.Ib] (77.1) z Y To X rg 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 PAGE 89 c i f Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: Storage Shelf Anchorage Date: 11/11/2021 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=2,156;Vx=414;Vy=0; no 91 Mx=0;My=0;Mz=0; 1 l 1i 11 9 i 1 7 f 1 Input data and results must be checked for conformity with the existing conditions and for plausibility! I PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 PAGE 90 , r lamillia1111111 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: Storage Shelf Anchorage Date: 11/11/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity '3N/l v[%] Status Tension Concrete Breakout Failure 2,156 2,392 91 /- OK Shear Steel Strength 414 2,201 -/19 OK Loading '3N Sv Utilization PN,v[%] Status Combined tension and shear loads 0.901 0.188 5/3 91 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 PAGE 91 4 f r s • Limaaind Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Storage Shelf Anchorage Date: 11/11/2021 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. 1 1 1 j 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 PAGE 92 a 40 e 00.00"—! 1-39.13'— /-39.13' /-39.13'--zr .4-39.13'—.f 79.49' f-39.13'—{ ¢-39.13"—/ I —50.00'--f 0 00" / . — ; ,,. .o......,. X a r 38.3 94.169" I I , I 85 51" � =m 1 e 85.51' inAmin �. ............r....... ins '� 7212 =MIN 1 jt I . 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EMBEDMENT • • Anchor Min ti^ .Fracturet g g ri ` Diameter(in.)Load(lb) L _ Lam_ ,0,wU ' �� 3/8 7200 z` 4 M i !nm 1 REQ'D PER BASE PLATE • Hilti r' 1 KBTZ 3I8 X 3: Item No.: 00282506 —L I �% �% E ��1 E C 1 N Szzza Q J G 1 • a. J /J S 1,J L ! �I C E • ,�� 1 1= "Omrtr i c) . Y r , DER SLu^T E s • E • • L 3�' L l r'll] • • GL8 m] 0 • > "P. ST RG F-EL "G �S CC`aR^JT JJ ., - • Iv(A.X. t,h P'...,. v J b,000,h,�S _• l__ — -- UI! SOA1E .. CAPAOTY FOR A'•HY SIZE RAY IS 10U00#'S M•Evs- r° SHOWN ARE FOR OUR SMALLEST 9AY 5EI SCHAEFER SCHAEFER,SYSTEMS INTERNATIONAL ttl .µrrH Swe �'i' o'"' PARTS AND STORAGE CONCEPT PLAN v.ow r p I, N mew vu IY�cwOMi I,ia min s " a""1Y0A""P"'r''"a'- """� -Loot B0®' ih. '9^""°-s ,...acr. TESLA-PARTS AND STORAGE STANDARDIZATION t osr wrAtoorn w, tots> SHOO.m 1 rti WMxn. L . CONFIDENTIAL ..aw..o.re.ww:rr.o.,, r.am a..m mat.H.a va.,..Pm.we S. ....w..s Of MLA PC wnra CNN..lzw.VA two.ren n onw.e.I*Jr.xwr vr.mrvPr.61.1.5111.re tow!:NOW VOL vww.P.s v S.e.Taw eww... vaHw. S L.H Z'j e mam,,, rnenae Asswxw.wim 41%, MOW' cexoTwrw+NAN RA, is n.«Mnru,.,,a,�.,,...x�s w.anvenNi«.a uwaa..m.w...iar m.iwY.xm uS.xrwaraN. _. n Nw rwro* .usso Sn wn •rt rrswsewr uTSNas cweN '"" umwa r Nr. T_. tw nv m n,, E302Z-°0Oob 'W s V SAINT LOUIS ORLANDO AR I O N DALLAS LAS VEGAS INCORPORATED SEATTLE ARCHITECTURE • ENGINEERING • STORE PLANNING TRANSMITTAL LETTER TO: CITY OF TIGARD DATE: 11/23/21 ATTN: BUILDING DEPARTMENT RECEIVED 13125 SW HALL BLVD. TIGARD,OR 97223 503-718-2436 DEC 1 5 2021 RE: TELSA@10065 SW CASCADE BLVD CITY OF TIGARD PROJECT NO. 210194 BUILDING DIVISION SENT VIA: NEXT DAY AIR ENCLOSED PLEASE FIND THE FOLLOWING: QUANTITY DESCRIPTION COMMENTS 3 COMPLETE PLANS S/S DEMO, SITE WORK, A/MEP/FPS 3 COMCHECKS 1 APPLICATION 1 OWNER AUTHORIZATION LETTER Remarks: Please find materials enclosed for your review. If you have any questions,please contact me at 336-830-1111 or jgodsey@arcv.com. ArcVision Inc. Joanie Godsey jgodsey@arcv.com CC: File, J:\Clients\ 1950 Craig Road,Suite 300•St. Louis, MO 63146• Phone (314) 415-2400• Fax (314) 415-2300 BENDERSON DEVELOPMENT COMPANY,LLC.•570 Delaware Ave.,Buffalo,NY 14202•716/886-0211•FAX 716/886-1026•www.benderson.com November 19,2021 City of Tigard Building Department RECEIVED 13125 SW Hall Blvd Tigard,OR 97223t DEC 15 2021 Re: Proposed TESLA(BDP#5226) 10065 SW Cascade Ave,Tigard CITY OF TIGAR D BUILDING DIVISION Dear Sir/Madam: 10065 SWC, LLC.is the owner of the above referenced property. This letter shall confirm that Tesla or anyone representing Tesla is authorized to appear on our behalf and to submit and process applications in connection with the above-referenced development, to file any and all related applications, and to file such other documents as may be required in connection with the proposed applications. • Should you require any additional information please do not hesitate to contact me at (716) 878-9626 or by e-mail at JamesBoglioli(alBenderson.com. fi Sincerely, 9amtze- . James Boglioli, Counsel for, and with authorization from,Owner Commercial and Industrial Properties•Offices•Plazas•Apartments•Hotels•Self Storage J.CONST\BDCI Properties\Jobs 5000-6000\5226 Tigard,OR\Right to Build\5226-Owner Authorization letter 11-19-21.doc 1