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REVIEWED BLD2021-0357+Structural_Analysis_or_Calculations+3.10.2021_9.21.52_AM+2084803RECEIVED Mar11 2021 REVIEWED BY CITY OF EDMONDS STRUCTURAL CALCULATIONS PROJECT: 99 RANCH MARKET EDMONDS, WA PROJECT No: SNL202026 CLIENT: SMITH CO. DATE: March 9, 2021 SHEET INDEX CALCULATIONS These calculations are the sole property of WRIGHT ENGINEERS and may not be reproduced in whole or part without written permission. Calculations are valid only for the above named project and location and are not valid unless engineer's original wet signed seal is affixed. RIGHT e n g i n e e r s 103/09/2021 Las Vegas 1645 Village Center Cir Suite 10 Las Vegas, NV 89134 (p) 702.933.7000 800.933.7611 Irvine 2 Venture Suite 200 Irvine, CA 92618 (p) 949.477.4001 Phoenix 1759 E. Queen Creek Rd Suite I Chandler, AZ 85286 (p) 480.483.61 11 Salt Lake 9160 S. 300 W. Suite 2 Sandy, UT 84070 (p) 801.352.2001 wrightengineers.com Dro'ect Name: RIGHT 1 CFS calculations Page 1 of 1 Model: Joist (Keynote 1) Date: 03/09/2021 �ers Code: 2012 NASPEC [AISI S100-20121 Simpson Strong -Tie® CFS DesignerTA° 3.4.4.0 Reactions Support Reactions (lb) R2 100.00 20.00 I b/ft R 1 100.00 Shear and Web Crippling Checks Bending and Shear 8.1 % Stressed (Unstiffened): @R2 Bending and Shear NA I; R2 (Stiffened): Web Stiffeners No 10.00 Required?: Section : 60OS162-43 (33 ksi) Single C Stud Maxo = 1390.0 Ft -Lb Va = 1415.7 lb 1 = 2.32 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Span 250.0 0.180 250.0 None 496.6 0.503 0.066 L/1822 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft -Lb Ma-d Span 0.00 120.0 1205.1 0.207 SIMPSON STRONG -TIE COMPANY INC. PROJECT: 99 RANCH MARKET www.strongtie.com L: SNL202026 j [SHEET: 1 Project Name: CFS calculations KEYNOTE 3 BOTTOM Model: Simply supported exterior beam bottom Code: 2012 NASPEC [AISI S100-20121 50.00 I b/ft R2 21.50 RIF!G1 of 1T ge H e r s Date: 03/09/2021 Simpson Strong -Tie® CFS DesignerTA° 3.4.4.0 Section : (2) 80OS200-54 (50 ksi) Boxed C Stud Maxo = 7477.9 Ft -Lb Va = 4182.6 lb I = 13.15 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Span 2889.1 0.386 2889.1 24.0 7477.9 SIMPSON STRONG -TIE COMPANY INC. PROJECT: 99 RANCH MARKET Reactions Support Reactions (lb) R2 537.50 R1 537.50 Shear and Web Crippling Checks Bending and Shear 12.9% Stressed (Unstiffened): @R1 Bending and Shear NA (Stiffened): Web Stiffeners No Required?: Mpos/ Deflection Ma(Brc) (in) Ratio 0.386 0.620 L/416 www.strongtie.com L: SNL202026 J [SHEET: 2 Project Name: CFS calculations KEYNOTE 4 BOTTOM Model: Cantilever beam Code: 2012 NASPEC [AISI S100-20121 P, 1 60.00lb/ft 10.00 �► X Point Loads P1 60.00 lb/ft R1 R2 23.50 Load(lb) 538 X-Dist.(ft) 0.00 Section : (2) 140OS200-68 (50 ksi) Boxed C Stud Maxo = 17487.6 Ft- Va = 4729.2 lb I = 59.59 in14 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check RIF!G1 of 1T ge H e r s Date: 03/09/2021 Simpson Strong -Tie® CFS DesignerTA° 3.4.4.0 Reactions Support Reactions (lb) R2 348.62 R1 2198.88 Shear and Web Crippling Checks Bending and Shear 53.6% Stressed (Unstiffened): @R1 Bending and Shear NA (Stiffened): Web Stiffeners No Required?: Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) Left Cantilever 8375.0 0.479 6209.8 24.0 17487.6 0.355 Span 8375.0 0.479 4030.9 24.0 17487.6 0.230 SIMPSON STRONG -TIE COMPANY INC. PROJECT: 99 RANCH MARKET Deflection (in) Ratio 0.576 L/417 0.082 L/3449 www.strongtie.com No: SNL202026 J SHEET: 3 Dro'ect Name: KEYNOTE 5 BOTTOM R ICHT 1 CFS calculations Page 1 of 1 �ers Model: Cantilever beam - 2 Date: 03/09/2021 Code: 2012 NASPEC [AISI S100-20121 Simpson Strong -Tie® CFS DesignerTA° 3.4.4.0 P, Reactions 11 Support Reactions (lb) R2-1483.87 R1 4967.89 Shear and Web Crippling Checks Bending and Shear 55.9% Stressed (Unstiffened): @R1 a Bending and Shear NA ;1 I112 (Stiffened): { Web Stiffeners No Required?: k Point Loads P1 Load(lb) 2199 X-Dist.(ft) 0.00 Section : (2) 160OS200-118 (50 ksi) Boxed C Stud Maxo = 41572.7 Ft- Va = 22175.8 lb I = 148.17 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Left Cantilever 22679.2 0.546 17715.8 24.0 41572.7 0.426 0.563 L/391 Span 22679.2 0.546 17397.7 24.0 41572.7 0.418 0.080 L/1847 SIMPSON STRONG -TIE COMPANY INC. DROJECT: 99 RANCH MARKET www.strongtie.com L: SNL202026 j [SHEET: 4 Dro'ect Name: RIGHT 1 CFS calculations KEYNOTE 6 BOTTOM Page 1 of 1 �ers Model: Interior double beam Date: 03/09/2021 Code: 2012 NASPEC [AISI S100-20121 Simpson Strong -Tie® CFS DesignerTA° 3.4.4.0 Reactions Support Reactions (lb) R2 215.00 20.00 I b/ft R 1 215.00 Shear and Web Crippling Checks Bending and Shear 8.7% Stressed (Unstiffened): @R2 Bending and Shear NA R2 (Stiffened): Web Stiffeners No 21.50 Required?: Section : (2) 60OS200-43 (33 ksi) Back -To -Back C Stud Maxo = 2873.9 Ft -Lb Va = 2831.3 lb I = 5.37 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Span 1155.6 0.402 1155.6 11.8 2873.9 0.402 0.608 L/425 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft -Lb Ma-d Span 0.00 258.0 2564.7 0.451 SIMPSON STRONG -TIE COMPANY INC. PROJECT: 99 RANCH MARKET www.strongtie.com L: SNL202026 j [SHEET: 5 Project Name: CFS calculations KEYNOTE 2 TOP Model: Top joist Code: 2012 NASPEC [AISI S100-20121 RIF!G1 of 1T ge H e r s Date: 03/09/2021 Simpson Strong -Tie® CFS DesignerTA° 3.4.4.0 Reactions Support Reactions (lb) R2 22.47 R1 22.47 Shear and Web Crippling Checks Bending and Shear 1.8% Stressed (Unstiffened): @R1 Bending and Shear NA I; (Stiffened): Web Stiffeners No Required?: Section : 60OS162-43 (33 ksi) Single C Stud Maxo = 1390.0 Ft -Lb Va = 1415.7 lb 1 = 2.32 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Span 120.8 0.087 120.8 Mid -Pt 496.2 0.243 0.147 L/1754 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft -Lb Ma-d Span 0.00 258.0 1205.1 0.100 SIMPSON STRONG -TIE COMPANY INC. DROJECT: 99 RANCH MARKET www.strongtie.com L: SNL202026 J [SHEET: 6 Project Name: CFS calculations KEYNOTE 3 TOP Model: SS exterior beam top Code: 2012 NASPEC [AISI S100-20121 RIF!G1 of 1T ge H e r s Date: 03/09/2021 Simpson Strong -Tie® CFS DesignerTA° 3.4.4.0 Reactions Support Reactions (lb) R2 59.13 R1 59.13 Shear and Web Crippling Checks Bending and Shear 4.8% Stressed (Unstiffened): @R2 Bending and Shear NA I; (Stiffened): Web Stiffeners No Required?: Section : 60OS162-43 (33 ksi) Single C Stud Maxo = 1390.0 Ft -Lb Va = 1415.7 lb 1 = 2.32 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Span 317.8 0.229 317.8 60.0 1113.5 0.285 0.387 L/667 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft -Lb Ma-d Span 0.00 258.0 1205.1 0.264 SIMPSON STRONG -TIE COMPANY INC. PROJECT: 99 RANCH MARKET www.strongtie.com L: SNL202026 J [SHEET: 7 Project Name: CFS calculations KEYNOTE 4 TOP Model: Cantilever exterior top beam Code: 2012 NASPEC [AISI S100-20121 P, 1 6.25 Ib/tt 10.00 �► X Point Loads P1 b.25 Ib/ft R1 R2 23.50 Load(lb) 60 X-Dist.(ft) 0.00 Section : 60OS200-43 (33 ksi) Single C Stud Maxo = 1436.9 Ft -Lb Va = 1415.7 lb I = 2.68 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations RIF!G1 of 1T ge H e r s Date: 03/09/2021 Simpson Strong -Tie® CFS DesignerTA° 3.4.4.0 Reactions Support Reactions (lb) R2 34.61 R1 234.77 Shear and Web Crippling Checks Bending and Shear 64.3% Stressed (Unstiffened): @R1 Bending and Shear NA (Stiffened): Web Stiffeners No Required?: Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Left Cantilever 912.5 0.635 678.9 24.0 1436.9 0.472 1.430 L/168 Span 912.5 0.635 451.9 24.0 1436.9 0.315 0.216 L/1305 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft -Lb Ma-d Left Cantilever 0.00 120.0 1282.4 0.712 Span 0.00 282.0 1282.4 0.712 SIMPSON STRONG -TIE COMPANY INC. PROJECT: 99 RANCH MARKET www.strongtie.com L: SNL202026 J [SHEET: 8 Project Name: CFS calculations KEYNOTE 5 TOP Model: Cantilever exterior top beam - 2 Code: 2012 NASPEC [AISI S100-20121 P, i 5.50 Ib/ft 9.17 I i. X Point Loads P1 > W i:. !t R1 1112 I 1 Load(lb) 235 X-Dist.(ft) 0.00 Section : 80OS162-54 (50 ksi) Single C Stud Maxo = 3065.9 Ft -Lb Va = 2091.3 lb I = 5.60 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations RIF!G1 of 1T ge H e r s Date: 03/09/2021 Simpson Strong -Tie® CFS DesignerTA° 3.4.4.0 Reactions Support Reactions (lb) R2-161.10 R1 513.91 Shear and Web Crippling Checks Bending and Shear 79.0% Stressed (Unstiffened): @R1 Bending and Shear NA (Stiffened): Web Stiffeners No Required?: Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Left Cantilever 2386.2 0.778 1869.4 24.0 3065.9 0.610 1.577 L/140 Span 2386.2 0.778 1840.3 24.0 3065.9 0.600 0.224 L/656 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft -Lb Ma-d Left Cantilever 0.00 110.0 2734.3 0.873 Span 0.00 147.0 2734.3 0.873 SIMPSON STRONG -TIE COMPANY INC. PROJECT: 99 RANCH MARKET www.strongtie.com L: SNL202026 J [SHEET: 9 Project Name: CFS calculations Model: Wall stud Code: 2012 NASPEC [AISI S100-20121 Simpson Strong -Tie® Connectors Support Rx(lb) Ry(lb) RIF!G1 of 1T ge H e r s Date: 03/09/2021 Simpson Strong -Tie® CFS DesignerTA° 3.4.4.0 Section : 60OS162-43 (33 ksi) Single C Stud Maxo = 1390.0 Ft -Lb Va = 1415.7 lb I = 2.32 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridginq Connectors - Design Method = AISI S100 Simpson Strong -Tie Span/Cantilever Bridging Connector Stress Ratio Span LSUBH3.25 (Min) 0.18 Shear and Web Crippling Checks Bending and Shear (Unstiffened): 3.6% Stressed @R2 Bending and Shear (Stiffened): NA Web Stiffeners Required?: No Connector Anchor Simpson Strong -Tie® Connector Interaction Interaction R2 45 0 SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel 7.38 % R1 45 305 FCB43.5 Min(4#12-14) & (2) #12-24 SST X or XL to A36 31.85 % Steel * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Span Ft -Lb Maxo Ft -Lb Span 101.2 0.073 101.2 Distortional Buckling Check Span K-phi Lm Brac Ma-d lb-in/in in Ft -Lb Span 0.00 108.0 1205.1 Combined Bending and Axial Load Details Axial Ld Bracing(in) Span (lb) KyLy KtLt Span 305.0(c) 48.0 48.0 SIMPSON STRONG -TIE COMPANY INC. 'ROJECT: 99 RANCH MARKET 4.04 % 52.84 % Bracing Ma(Brc) Mpos/ Deflection (in) Ft -Lb Ma(Brc) (in) Ratio 48.0 1223.2 0.083 0.022 L/4998 Mmax/ Ma-d 0.084 Max K-phi Lm Bracing Allow Intr. KL/r (lb-in/in) (in) load(lb) P/Pa Value 83 0.0 108.0 3522.2(c) 0.09 0.17 www.strongtie.com No: SNL202026 SHEET: 11 Project Name: CFS calculations Model: Hanging studs Code: 2012 NASPEC [AISI S100-20121 )" Simpson Strong -Tie® Connectors Support Rx(lb) Ry(lb) RIF!G1 of 1T ge H e r s Date: 03/09/2021 Simpson Strong -Tie® CFS DesignerTA° 3.4.4.0 Section : 60OS162-43 (33 ksi) Single C Stud Maxo = 1390.0 Ft -Lb Va = 1415.7 lb I = 2.32 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridginq Connectors - Design Method = AISI S100 Simpson Strong -Tie Span/Cantilever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear (Unstiffened): 1.2% Stressed @R1 Bending and Shear (Stiffened): NA Web Stiffeners Required?: No Connector Anchor Simpson Strong -Tie® Connector Interaction Interaction R2 15 0 SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel 2.46 % R1 15 220 FCB43.5 Min(4#12-14) & (2) #12-24 SST X or XL to A36 21.18 % Steel * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Span Ft -Lb Maxo Ft -Lb Span 11.3 0.008 11.3 Distortional Buckling Check Span K-phi Lm Brac Ma-d lb-in/in in Ft -Lb Span 0.00 36.0 1205.1 Combined Bending and Axial Load Details Axial Ld Bracing(in) Span (lb) KyLy KtLt Span 220.0(c) None None SIMPSON STRONG -TIE COMPANY INC. 'ROJECT: 99 RANCH MARKET 1.35 % 36.55 % Bracing Ma(Brc) Mpos/ Deflection (in) Ft -Lb Ma(Brc) (in) Ratio None 1271.1 0.009 0.000 L/134945 Mmax/ Ma-d 0.009 Max K-phi Lm Bracing Allow Intr. KL/r (lb-in/in) (in) load(lb) P/Pa Value 62 0.0 36.0 3991.9(c) 0.06 0.06 www.strongtie.com No: SNL202026 SHEET: 12 Dro'ect Name: RIGHT 1 CFS calculations Page 1 of 1 �ers Model: Trimmer -double Date:03/09/2021 Code: 2012 NASPEC [AISI S100-20121 Simpson Strong -Tie® CFS DesignerTA° 3.4.4.0 Section : (2) 60OS162-43 (33 ksi) @ 24" o.c. Back -To -Back C Stud (punc Maxo = 2779.9 Ft -Lb Va = 2831.3 lb I = 4.63 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridgincl Connectors - Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span 48.0", None 48.0", 108.0" N/A - Web Cripplina Support Load (lb) R2 45.0 R1 45.0 Gravity Load Type Load (lb) Bearing Pa M (in) (lb) (ft-Ibs) Max Int. Stiffener? --Shear Connection w/ clip-- NO --Shear Connection w/ clip-- NO Uniform 0.00plf Ply 45661b @ 9ft *A Code Check Required Allowed Interaction Notes Span Max. Axial, Ibs Max. Shear, Ibs Max. Moment (MaFy, Ma-dist), ft-Ibs Moment Stability, ft-Ibs Shear/Moment Axial/Moment Deflection Span, in 4566.0(c) 7626.7(c) 60% KO=O.00Ib-in/in 45.0 2480.6 2% Shear (Punched) 101.2 2410.3 4% Ma-dist (control),KO=0.00 lb-in/in 101.2 2542.3 4% 0.04 1.00 4% Shear 0.0, Moment 101.2 0.64 1.00 64% Axial 4566.0(c), Moment 101.2 0.011 --meets L/9996-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong -Tie Connector Interaction Interaction R2 45.0 0.0 SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel 7.38 % 4.04 % Rl 45.0 4566.0 600T125-33 (33) & (1) .157" SST PDPA/PDPAT-62KP to 5.49 % 20.44 % steel (3/16" to 1/2" thickness) * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG -TIE COMPANY INC. PROJECT: 99 RANCH MARKET www.strongtie.com No: SNL202026 j SHEET: 13 Dro'ect Name: RIGHT 1 CFS calculations Page 1 of 1 �ers Model: Trimmer Date:03/09/2021 Code: 2012 NASPEC [AISI S100-20121 Simpson Strong -Tie® CFS DesignerTA° 3.4.4.0 Section : 60OS162-43 (33 ksi) @ 16" o.c. Single C Stud (punched) Maxo = 1390.0 Ft -Lb Va = 1415.7 lb I = 2.32 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors - Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span 48.0", 48.0" 48.0", 120.0" LSUBH3.25 (Min) 0.51 Web Cripplina Support Load (lb) R2 133.3 R1 133.3 Gravity Load Type Load (lb) Bearing Pa M (in) (lb) (ft-Ibs) Max Int. Stiffener? --Shear Connection w/ clip-- NO --Shear Connection w/ clip-- NO Uniform 0.00plf Ply 12881b @ 9ft *A Code Check Required Allowed Interaction Notes Span Max. Axial, Ibs Max. Shear, Ibs Max. Moment (MaFy, Ma-dist), ft-Ibs Moment Stability, ft-Ibs Shear/Moment Axial/Moment Deflection Span, in 1288.0(c) 3522.2(c) 37% KO=O.00Ib-in/in 133.3 1240.3 11 % Shear (Punched) 333.3 1205.1 28% Ma-dist (control),KO=0.00 lb-in/in 333.3 1222.3 27% 0.24 1.00 24% Shear 0.0, Moment 333.3 0.66 1.00 66% Axial 1288.0(c), Moment 333.3 0.061 --meets L/1952-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong -Tie Connector Interaction Interaction R2 133.3 0.0 SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel 21.86 % 11.96 % R1 133.3 1288.0 600T125-33 (33) & (1) .157" SST PDPA/PDPAT-62KP to 32.52 % 60.55 % steel (3/16" to 1/2" thickness) * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG -TIE COMPANY INC. PROJECT: 99 RANCH MARKET www.strongtie.com L: SNL202026 j [SHEET. 14 Company : WRIGHT ENGINEERS KEYNOTE 2 BOTTOM RIGHT 11RISA Designer : H RISHI �i Job Number : 202026 202026 Checked By n e e r s r_raETscHEKcoMF Model Name : INTERIOR CONTINUOUS BEAM Node Coordinates Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 1 N1 0 0 0 2 N2 22 0 0 3 N3 9.167 0 0 Node Boundary Conditions Node Label X [lb/in] Y [lb/in] Z [lb/in] X Rot [k-ft/rad] 1 N1 Reaction Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction 3 N3 Reaction Cold Formed Steel Properties Label E fpsil[psil Nu Therm. Coeff. [le5'F-11 Density lb :11 Yield[psi Fu psi 1 A653 SS Gr33 2.95e+07 1.135e+07 0.3 0.65 490 33000 45000 121 A653 SS Gr50/1 2.95e+07 Member Primary Data 1.135e+07 0.3 0.65 490 50000 65000 Label I Node J Node Section/Shape Type Design List Material Desicin Rule 1 r M1 N1 I N2 60OS200-43 Beam CS A653 SS Gr33 I Typical MemberAdvanced Data Label Physical Deflection Ratio Options Seismic DR 1 M1 Yes Default None Cold Formed Steel Design Parameters Label Shape Length ft Lb z-z ft Lcomp to ft Lcomp bot [ftj Function 1 M1 60OS200-43 22 11.83 Lbyy 0 Lateral Member Distributed Loads Member Label Direction Start Magnitude[lb/ft, F, psfl End Ma nitude[lb/ft, F, psfl Start Location ft, % End Location ft, % Inactive Ib, k-ft, in, red), Ib'sl/ft, Ib*s'ft ill M1 I Y 1 -20 -20 0 %100 Active Basic Load Cases BLC Description Category Y Gravity Distributed 1 Dead load DL -1 1 Load Combinations Description 11 Deflection 1 Solve PDelta Yes Y BLC Factor DL 1 121 IBC 16-8 Yes Y DL 1 Envelope AISI S100-16: ASD Cold Formed Steel Code Checks Member Shape Code Check Loc ft LCShear Check Loc ftDirLCPn/Om Ib Tn/Om Ib Mn /Om k-ft Mnzz/Om k-ft Vn /Om Ib Vnz/Om Ib Cb E n Ill M160OS200-431 0.737 116.952]--O—,11-8—T9.16712 545.476 9722.156 0.093 1 0.389 11415.37 1972.816 .10 H1.2-1 RIS -3D Version 18 [ Interior beam (continuous).r3d ] Page 1 PROJECT: 99 RANCH MARKET I ., SNL202026 I SHEET: 15 Hilti PROMS Engineering 3.0.67 www.hilti.com _RIGHT L n g i n e e r s Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Maximum anchor capacity (1) Date: 3/8/2021 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor platen Profile: Base material: Installation: Seismic loads KWIK HUS-EZ (KH-EZ) 1/2 (2 1/4) Ij IL 418070 KH-EZ 1/2"x2 1/2" hef = 2.250 in. Carbon Steel ESR-3056 7/1/2020 1 10/1/2020 Design Method ASD Masonry eb = 0.000 in. (no stand-off); t = 0.118 in. Ix x ly x t = 6.000 in. x 4.000 in. x 0.118 in.; (Recommended plate thickness: not calculated) no profile Grout -filled CMU, L x W x H: 16.000 in. x 8.000 in. x 8.000 in.; Joints: vertical: 0.375 in.; horizontal: 0.375 in. Base material temperature: 68 °F Face installation no R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] 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 PROJECT: 99 RANCH MARKET 1 No: SNL202026 SHEET: 16 Hilti PROMS Engineering 3.0.67 www.hilti.com _RIGHT L n g i n e e r s Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Maximum anchor capacity (1) Date: 3/8/2021 Fastening point: Geometry [in.] & Loading [lb, it lb] 1.1 Design results Case Description 1 Combination 1 2 Load case/Resulting anchor forces Load case: Service loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Forces [lb] / Moments [in.lb] N = 0; Vx = 0; Vy =-1,400; Mx = 0; My = 0; Mz = 0; Anchor Tension force Shear force Shear force x Shear force 1 0 1,400 0 -1,400 max. compressive strain: - [%°] max. compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 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 Seismic Max. Util. Anchor [%] no 95 y ROJECT: 99 RANCH MARKET 2 No: SNL202026 SHEET: 17 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Address: Phone I Fax: Design: Maximum anchor capacity (1) Fastening point: 3 Tension load (Most utilized anchor 1) Load P. [lb] _RIGHT L n g i n e e r s Page: Specifier: E-Mail: Date: Capacity Pt [lb] Utilization Pp = P./Pt [%] Status 3 3/8/2021 Overall strength N/A N/A N/A N/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 3 PROJECT: 99 RANCH MARKET G. L SNL202026 SHEET: 18 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: Address: Specifier: Phone I Fax: E-Mail: Design: Maximum anchor capacity (1) Date: Fastenina noint 4 Shear load (Most utilized anchor 1) _RIGHT L n g i n e e r s 0 3/8/2021 Load V. [lb] Capacity Vt [lb] Utilization Pv = V./Vt [%] Status Overall strength pare and perp, (Dir. x-) - 95 OK Shear utilization may result from parallel and perpendicular shear (see details) 4.1 Overall strength parallel Vt,Base,ll = ESR Value refer to ICC-ES ESR-3056 Vtdl — Vt,Base,ll ' fred,E,ll ' fred,s,ll ' fred,Temp Vvi > Vs,ll Variables Cmin [in.] ccr [in.] Smin [in.] scr [in.] Temperature [°F] 4.000 8.000 4.000 8.000 68 Results Vto [lb] VtBasell [lb] Vs,, [lb] fred,E,ll fred,s,ll fred,Temp Utilization [3vll [%] 1,476 1,476 -1,400 1.000 1.000 1.000 95 4.2 Overall strength perpendicular Vt,Base,l = ESR Value refer to ICC-ES ESR-3056 Vt,l — Vt,Base,l ' fred,E,l ' fred,s,i ' fred,Temp Vt L > Vs,L Variables Cmin [in.] cef [in.] Smin [in.] Scr [in.] Temperature [°F] 4.000 8.000 4.000 8.000 68 Results Vt [Ib] VtBasei [lb] Vs [Ib] fred,E,l fred,S,l fred,Temp Utilization Rvl [%] 0 1,476 0 0.000 0.000 1.000 0 4.3 Shear interaction _ _ V.,pv'll Val Rv,l Vt,l g Utilization Rv [%] Status 0.949 0.000 1.667 95 OK Rv = Rv,II + YV,-L 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 PROJECT: 99 RANCH MARKET 4 [N, SNL202026 SHEET: 19 kURIGHT Hilti PROMS Engineering 3.0.67 L n g i n e e r s www.hilti.com Company: Page: F Address: Specifier: Phone I Fax: E-Mail: Design: Maximum anchor capacity (1) Date: 3/8/2021 Fastening point: 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C, EOTA TR029 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • The min. sizes of the bricks, the masonry compressive strength, the type / strength of the mortar and the grout (in case of fully grouted CMU walls) has to fulfill the requirements given in the relevant ESR-approval or in the PTG. • Only the local load transfer from the anchor(s) to the wall is considered, a further load transfer in the wall is not covered by PROFIS! • Wall is assumed as being perfectly aligned vertically — checking required(!): Noncompliance can lead to significantly different distribution of forces and higher tension loads than those calculated by PROFIS. Masonry wall must not have any damages (neither visible nor not visible)! While installation, the positioning of the anchors needs to be maintained as in the design phase i.e. either relative to the brick or relative to the mortar joints. • The effect of the joints on the compressive stress distribution on the plate / bricks was not taken into consideration. • If no significant resistance is felt over the entire depth of the hole when drilling (e.g. in unfilled butt joints), the anchor should not be set at this position or the area should be assessed and reinforced. Hilti recommends the anchoring in masonry always with sieve sleeve. Anchors can only be installed without sieve sleeves in solid bricks when it is guaranteed that it has not any hole or void. • The accessories and installation remarks listed on this report are for the information of the user only. In any case, the instructions for use provided with the product have to be followed to ensure a proper installation. • The compliance with current standards (e.g. 2015, 2012, 2009 and 2006 IBC) is the responsibility of the user. • Drilling method (hammer, rotary) to be in accordance with the approval! • Masonry needs to be built in a regular way in accordance with state -of the art guidelines! • Warnings/Notes - OST in Masonry HNA! 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 PROJECT: 99 RANCH MARKET 5 No: SNL202026 SHEET: 20 Hilti PROMS Engineering 3.0.67 www.hilti.com _RIGHT L n g i n e e r s Company: Page: 6 Address: Specifier: Phone I Fax: E-Mail: Design: Maximum anchor capacity (1) Date: 3/8/2021 Fastening point: 6 Installation data Profile: no profile Hole diameter in the fixture: df = - in. Plate thickness (input): 0.118 in. Drilling method: Drilled in hammer mode Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 1/2 (2 1/4) Item number: 418070 KH-EZ 1/2"x2 1/2" Installation torque: 408 in.lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 7.625 in. Hilti KH-EZ screw anchor with 2.25 in embedment, 1/2 (2 1/4), Steel galvanized, installation per ESR-3056 o nnn y o nnn O O N O O N O O N O O N 3.000 3.000 Coordinates Anchor [in.] Anchor x y c_x c+x c_y c.y 1 0.000 -0.000 24.000 24.000 36.000 36.000 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 PROJECT: 99 RANCH MARKET 6 No: SNL202026 SHEET: 21 kURIGHT Hilti PROMS Engineering 3.0.67 L n g i n e e r s www.hilti.com Company: Page: i Address: Specifier: Phone I Fax: E-Mail: Design: Maximum anchor capacity (1) Date: 3/8/2021 Fastening point: 7 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 PROJECT: 99 RANCH MARKET 7 No: SNL202026 SHEET: 22 Hilti PROMS Engineering 3.0.67 www.hilti.com _RIGHT L n g i n e e r s Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Maximum anchor capacity Date: 3/8/2021 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor platen Profile: Base material: Installation: Seismic loads KWIK HUS-EZ (KH-EZ) 1/4 (2 1/2) 1 IL 418045 KH-EZ 1/4"x2 5/8" hef = 2.500 in. Carbon Steel ESR-3056 7/1/2020 1 10/1/2020 Design Method ASD Masonry eb = 0.000 in. (no stand-off); t = 0.118 in. Ix x ly x t = 48.000 in. x 4.000 in. x 0.118 in.; (Recommended plate thickness: not calculated) no profile Grout -filled CMU, L x W x H: 16.000 in. x 8.000 in. x 8.000 in.; Joints: vertical: 0.375 in.; horizontal: 0.375 in. Base material temperature: 68 °F Face installation no R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] 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 PROJECT: 99 RANCH MARKET 1 No: SNL202026 SHEET: 23 Hilti PROMS Engineering 3.0.67 www.hilti.com _RIGHT L n g i n e e r s Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Maximum anchor capacity Date: 3/8/2021 Fastening point: Geometry [in.] & Loading [lb, it lb] Y 1.1 Design results Case Description 1 Combination 1 2 Load case/Resulting anchor forces Load case: Service loads Forces [lb] / Moments [in.lb] N=0;Vx=0;Vy=-650; Mx = 0; My = 0; Mz = 0; Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force 1 0 650 0 -650 max. compressive strain: [%°] max. compressive stress: [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 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 Seismic Max. Util. Anchor [%] no 100 ROJECT: 99 RANCH MARKET 2 No: SNL202026 SHEET: 24 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Address: Phone I Fax: Design: Maximum anchor capacity Fastening point: 3 Tension load (Most utilized anchor 1) Load P. [lb] _RIGHT L n g i n e e r s Page: Specifier: E-Mail: Date: Capacity Pt [lb] Utilization Pp = P./Pt [%] Status 3 3/8/2021 Overall strength N/A N/A N/A N/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 3 PROJECT: 99 RANCH MARKET G. L SNL202026 SHEET: 25 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Address: Phone I Fax: Design: Maximum anchor capacity Fastenina point: 4 Shear load (Most utilized anchor 1) Load V. [lb] Capacity Vt [lb] Utilization Pv = V./Vt [%] Overall strength para and perp, (Dir. x-) - 100 Shear utilization may result from parallel and perpendicular shear (see details) Page: Specifier: E-Mail: Date: _RIGHT L n g i n e e r s 4.1 Overall strength parallel Status OK 0 3/8/2021 Vt,Base,ll = ESR Value refer to ICC-ES ESR-3056 Vtdl — Vt,Base,ll ' fred,E,ll ' fred,s,ll ' fred,Temp Vvi ? Vs,ll Variables Cmin [in.] Ccr [in.] Smin [in.] scr [in.] Temperature [°F] 4.000 4.000 4.000 4.000 68 Results Vto [lb] VtBasell [lb] Vs,, [lb] fred,E,ll fred,s,ll fred,Temp Utilization [3vll [%] 650 650 -650 1.000 1.000 1.000 100 4.2 Overall strength perpendicular Vt,Base,l = ESR Value Vt,l — Vt,Base,l ' fred,E,l ' fred,s,i ' fred,Temp Vt L > VS,L Variables Cmin [in.] cef [in.] 4.000 4.000 Results Vt_ [Ib]ytBasei [lb] 0 650 4.3 Shear interaction _ - Vs,v a�.11 RV.l - v t.11 t,l 1.000 0.000 Rv = Rv,II + YV,-L min [in.] Scr [in.] Temperature [°F] 4.000 4.000 68 Vs_ [Ib] fred,E,l fred,S,l fred,Temp Utilization Rvl [%] 0 0.000 0.000 1.000 0 S Utilization Rv [%] Status 1.667 100 OK 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 PROJECT: 99 RANCH MARKET 4 [N, SNL202026 SHEET: 26 kURIGHT Hilti PROMS Engineering 3.0.67 L n g i n e e r s www.hilti.com Company: Page: F Address: Specifier: Phone I Fax: E-Mail: Design: Maximum anchor capacity Date: 3/8/2021 Fastening point: 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C, EOTA TR029 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • The min. sizes of the bricks, the masonry compressive strength, the type / strength of the mortar and the grout (in case of fully grouted CMU walls) has to fulfill the requirements given in the relevant ESR-approval or in the PTG. • Only the local load transfer from the anchor(s) to the wall is considered, a further load transfer in the wall is not covered by PROFIS! • Wall is assumed as being perfectly aligned vertically — checking required(!): Noncompliance can lead to significantly different distribution of forces and higher tension loads than those calculated by PROFIS. Masonry wall must not have any damages (neither visible nor not visible)! While installation, the positioning of the anchors needs to be maintained as in the design phase i.e. either relative to the brick or relative to the mortar joints. • The effect of the joints on the compressive stress distribution on the plate / bricks was not taken into consideration. • If no significant resistance is felt over the entire depth of the hole when drilling (e.g. in unfilled butt joints), the anchor should not be set at this position or the area should be assessed and reinforced. Hilti recommends the anchoring in masonry always with sieve sleeve. Anchors can only be installed without sieve sleeves in solid bricks when it is guaranteed that it has not any hole or void. • The accessories and installation remarks listed on this report are for the information of the user only. In any case, the instructions for use provided with the product have to be followed to ensure a proper installation. • The compliance with current standards (e.g. 2015, 2012, 2009 and 2006 IBC) is the responsibility of the user. • Drilling method (hammer, rotary) to be in accordance with the approval! • Masonry needs to be built in a regular way in accordance with state -of the art guidelines! • Warnings/Notes - OST in Masonry HNA! 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 PROJECT: 99 RANCH MARKET 5 No: SNL202026 SHEET: 27 Hilti PROMS Engineering 3.0.67 www.hilti.com _RIGHT L n g i n e e r s Company: Page: 6 Address: Specifier: Phone I Fax: E-Mail: Design: Maximum anchor capacity Date: 3/8/2021 Fastening point: 6 Installation data Profile: no profile Hole diameter in the fixture: df = - in. Plate thickness (input): 0.118 in. Drilling method: Drilled in hammer mode Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 1/4 (2 1/2) Item number: 418045 KH-EZ 1/4"x2 5/8" Installation torque: 252 in.lb Hole diameter in the base material: 0.250 in. Hole depth in the base material: 2.875 in. Minimum thickness of the base material: 7.625 in. Hilti KH-EZ screw anchor with 2.5 in embedment, 1/4 (2 1/2), Steel galvanized, installation per ESR-3056 Coordinates Anchor [in.] Anchor x y c_x c+x c_y c.y 1 0.000 -0.000 24.000 24.000 36.000 36.000 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 K PROJECT: 99 RANCH MARKET 6 No: SNL202026 SHEET: 28 kURIGHT Hilti PROMS Engineering 3.0.67 L n g i n e e r s www.hilti.com Company: Page: i Address: Specifier: Phone I Fax: E-Mail: Design: Maximum anchor capacity Date: 3/8/2021 Fastening point: 7 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 PROJECT: 99 RANCH MARKET 7 No: SNL202026 SHEET: 29