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REVIEWED RESUB 1 BLD2021-1014+Structural_Calcs+7.26.2021_4.47.40_PM+2322458RECEIVED Structural Calculations EDMONDS WWTP LOADING PLATFORM EDMONDS, WA prepared For: GENERAL MECHANICAL, INC. 2316 SOUTH STATE STREET TACOMA, WA 98405 prepared by: R19 sifts & h i I I 4815 Center Street Tacoma, WA 98409 J u ly 26, 2021 S&H Job Number 19,089 BLD2021-1014 REVIEWED CITY OF EDMONDS BUILDING DIVISION Jul 27 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT EDMONDS WWTP LOADING PLATFORM EDMONDS, WA STRUCTURAL CALCULATIONS PREPARED FOR GENERAL MECHANICAL, INC. 2316 SOUTH STATE STREET TACOMA, WA 98405 PREPARED BY sifts&hill 4815 Center Street Tacoma, WA 98409 July 26, 2021 S & H Job Number: 19,089 SITTS & HILL ENGINEERS, INC. DESIGNED EAB TACOMA, WASHINGTON (253) 474-9449 CHECKED PROJECT EDMONDS WWTP TEMPORARY CRANE SYSTEM DATE 7/26/2021 JOB 19,089 DATE PAGE BASIS FOR DESIGN BUILDING CODE: 2018 Edition of the International Building Code shall be used and supplemented with ASCE 7-16. RISK CATEGORY: GRAVITY LOADS: LATERAL LOAD CRITERIA: FOUNDATIONS: CONCRETE: REINFORCING: STRUCTURAL STEEL: SCOPE OF WORK: Dead Load = 20 psf Live Load = 125 psf Maximum Equipment Weight = 20,000 lbs. Wind Speed = 105 mph, Exposure: C. Seismic Site Class: D. Seismic Design Category: D. Allowable soil bearing pressure = 1,500 psf. Minimum compressive strength of concrete shall be 3,000 psi All bars shall be ASTM A615, Grade 60, unless noted otherwise. Wide Flange Steel ASTM A992 Grade 50 50 ksi H-Pile Steel ASTM A572 50 ksi Hollow Square or Rectangular Steel ASTM A500 Grade B 46 ksi Hollow Round Steel ASTM A500 Grade B 42 ksi Pipe Steel ASTM A53 Type E or S Grade B 35 ksi All Other Structural Steel Shapes JASTM A36 36 ksi Anchor Bolts: ASTM F1554, Grade 36. The following calculations are for the analysis of the loading platform only. No other structures were analyzed as part of this scope of work. 0:\19000\19089\Calculations\Structural\19089 JPV.xlsm E� sifts&hill Tacoma, Washington Project: (253)474-9449 Gam; /zf�f� G/r6- 7 OL= Zo'f9 L� = G4ttt/K G.4f6 l: p a = zo PPF �c 12 i,"W Designed: Date: '6 "Job M /908.9 Checked: Date: Sheet of O'w-. Gt?y-/1'r 4' yf"0'C. / Ufa CJ/oxz2 nl " ooti �aa0 P -�10 �/122/T) Oc t lY /,f - 0s6 : 4i-.P4xfFx4 Ep sitts&hill Tacoma, Washington Project: Designed: Date: Job#: 19OS� (253)474-9449 Checked: _ Date: — Sheet of GOA/NCZ-iron/ TO GaNL,ebYo �4c/ 71-0 4 1A.-..= hf• �3ri - 9i 0o� vsf %i 114e7--1 //i7-Av J^ba VI ,Ce & X y AMOM" / a>w 6v 8 rr f'ooTIAGf MSS t-OAO wiO4c o': / 20+(Z) p 2+n (i) /t` i\2 /z0,9 /T4 'l AQ) .: vsd 4r r 9 x tz" Fry vwA;aapp avp (z9F/z)�r'r 2, S•66K /J4 <�X3) Sifts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 26 JUL 2021, 8.49AM File:19089.ec6 Steel Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 0.ii DESCRIPTION: Loading Platform - cross channels - Case 1 uniform load CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus : 29,000.0 ksi Bending Axis: Major Axis Bending a D(0.04) L(025) a a C8x11 _5 Span = 12.0 ft b b )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, L = 0.1250 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.302 : 1 Maximum Shear Stress Ratio = 0.076 : 1 Section used for this span C8x11.5 Section used for this span C8x11.5 Ma: Applied 5.220 k-ft Va : Applied 1.740 k Mn / Omega: Allowable 17.299 k-ft Vn/Omega : Allowable 22.764 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.124 in Ratio = 1,158 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.144 in Ratio = 999 > 240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/0mega +D+H Dsgn. L = 12.00 ft 1 0.042 0.011 0.72 0.72 28.89 17.30 1.00 1.00 0.24 38.02 22.76 +D+L+H Dsgn. L = 12.00 ft 1 0.302 0.076 5.22 5.22 28.89 17.30 1.00 1.00 1.74 38.02 22.76 +D+Lr+H Dsgn. L = 12.00 ft 1 0.042 0.011 0.72 0.72 28.89 17.30 1.00 1.00 0.24 38.02 22.76 +D+S+H Dsgn. L = 12.00 ft 1 0.042 0.011 0.72 0.72 28.89 17.30 1.00 1.00 0.24 38.02 22.76 +D+0.750Lr+0.750L+H Dsgn. L = 12.00 ft 1 0.237 0.060 4.10 4.10 28.89 17.30 1.00 1.00 1.37 38.02 22.76 +D+0.750L+0.750S+H Dsgn. L = 12.00 ft 1 0.237 0.060 4.10 4.10 28.89 17.30 1.00 1.00 1.37 38.02 22.76 +D+0.60W+H Dsgn. L = 12.00 ft 1 0.042 0.011 0.72 0.72 28.89 17.30 1.00 1.00 0.24 38.02 22.76 +D+0.750 Lr+0.750L+0.450W+H Dsgn. L = 12.00 ft 1 0.237 0.060 4.10 4.10 28.89 17.30 1.00 1.00 1.37 38.02 22.76 +D+0.750 L+0.750S+0.450W+H Dsgn. L = 12.00 ft 1 0.237 0.060 4.10 4.10 28.89 17.30 1.00 1.00 1.37 38.02 22.76 +0.60D+0.60W+0.60H Dsgn. L = 12.00 ft 1 0.025 0.006 0.43 0.43 28.89 17.30 1.00 1.00 0.14 38.02 22.76 +D+0.70E+0.60H Dsgn. L = 12.00 ft 1 0.042 0.011 0.72 0.72 28.89 17.30 1.00 1.00 0.24 38.02 22.76 +D+0.750 L+0.750S+0.5250E+H Dsgn. L = 12.00 ft 1 0.237 0.060 4.10 4.10 28.89 17.30 1.00 1.00 1.37 38.02 22.76 Sifts & Hill Engineers, Inc. Project Title: 4815 Center Street Engineer: Tacoma, WA 98409 Project ID: Project Descr: Title Block Line 6 Printed: 26 JUL 2021, 8:4� File:19089.ec6 Steel Beam Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.8.24 i.00 DESCRIPTION: Loading Platform - cross channels - Case 1 uniform load Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+H Dsgn. L = 12.00 ft 1 0.025 0.006 0.43 0.43 28.89 17.30 1.00 1.00 0.14 38.02 22.76 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L+H 1 0.1442 6.034 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.740 1.740 Overall MINimum 0.144 0.144 +D+H 0.240 0.240 +D+L+H 1.740 1.740 +D+Lr+H 0.240 0.240 +D+S+H 0.240 0.240 +D+0.750Lr+0.750L+H 1.365 1.365 +D+0.750L+0.750S+H 1.365 1.365 +D+0.60W+H 0.240 0.240 +D+0.750Lr+0.750L+0.450W+H 1.365 1.365 +D+0.750L+0.750S+0.450W+H 1.365 1.365 +0.60D+0.60W+0.60H 0.144 0.144 +D+0.70E+0.60H 0.240 0.240 +D+0.750L+0.750S+0.5250E+H 1.365 1.365 +0.60D+0.70E+H 0.144 0.144 D Only 0.240 0.240 L Only 1.500 1.500 H Only Sifts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 26 JUL 2021, 8.48AM File:19089.ec6 Steel Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 0.ii DESCRIPTION: Loading Platform - cross channels - Case 2 Point Load CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus : 29,000.0 ksi Bending Axis: Major Axis Bending C8x11 _5 Span = 12.0 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load: L=5.0k@6.0ft Uniform Load : D = 0.020 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.909: 1 Maximum Shear Stress Ratio = 0.120 : 1 Section used for this span C8x11.5 Section used for this span C8x11.5 Ma: Applied 15.720 k-ft Va : Applied 2.740 k Mn / Omega: Allowable 17.299 k-ft Vn/Omega : Allowable 22.764 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6.000ft Location of maximum on span 12.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.331 in Ratio = 434 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.351 in Ratio = 410 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Minx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 12.00 ft 1 0.042 0.011 0.72 0.72 28.89 17.30 1.00 1.00 0.24 38.02 22.76 +D+L+H Dsgn. L = 12.00 ft 1 0.909 0.120 15.72 15.72 28.89 17.30 1.00 1.00 2.74 38.02 22.76 +D+Lr+H Dsgn. L = 12.00 ft 1 0.042 0.011 0.72 0.72 28.89 17.30 1.00 1.00 0.24 38.02 22.76 +D+S+H Dsgn. L = 12.00 ft 1 0.042 0.011 0.72 0.72 28.89 17.30 1.00 1.00 0.24 38.02 22.76 +D+0.750Lr+0.750L+H Dsgn. L = 12.00 ft 1 0.692 0.093 11.97 11.97 28.89 17.30 1.00 1.00 2.12 38.02 22.76 +D+0.750L+0.750S+H Dsgn. L = 12.00 ft 1 0.692 0.093 11.97 11.97 28.89 17.30 1.00 1.00 2.12 38.02 22.76 +D+0.60W+H Dsgn. L = 12.00 ft 1 0.042 0.011 0.72 0.72 28.89 17.30 1.00 1.00 0.24 38.02 22.76 +D+0.750 Lr+0.750L+0.450W+H Dsgn. L = 12.00 ft 1 0.692 0.093 11.97 11.97 28.89 17.30 1.00 1.00 2.12 38.02 22.76 +D+0.750 L+0.750S+0.450W+H Dsgn. L = 12.00 ft 1 0.692 0.093 11.97 11.97 28.89 17.30 1.00 1.00 2.12 38.02 22.76 +0.60D+0.60W+0.60H Dsgn. L = 12.00 ft 1 0.025 0.006 0.43 0.43 28.89 17.30 1.00 1.00 0.14 38.02 22.76 Sifts & Hill Engineers, Inc. Project Title: 4815 Center Street Engineer: Tacoma, WA 98409 Project ID: Project Descr: Title Block Line 6 Printed: 26 JUL 2021, File:19089.ec6 Steel Beam Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.8.24 i.00 DESCRIPTION: Loading Platform - cross channels - Case 2 Point Load Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+0.70E+0.60H Dsgn. L = 12.00 ft 1 0.042 0.011 0.72 0.72 28.89 17.30 1.00 1.00 0.24 38.02 22.76 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 12.00 ft 1 0.692 0.093 11.97 11.97 28.89 17.30 1.00 1.00 2.12 38.02 22.76 +0.60D+0.70E+H Dsgn. L = 12.00 ft 1 0.025 0.006 0.43 0.43 28.89 17.30 1.00 1.00 0.14 38.02 22.76 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L+H 1 0.3513 6.034 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.740 2.740 Overall MINimum 0.144 0.144 +D+H 0.240 0.240 +D+L+H 2.740 2.740 +D+Lr+H 0.240 0.240 +D+S+H 0.240 0.240 +D+0.750Lr+0.750L+H 2.115 2.115 +D+0.750L+0.750S+H 2.115 2.115 +D+0.60W+H 0.240 0.240 +D+0.750Lr+0.750L+0.450W+H 2.115 2.115 +D+0.750L+0.750S+0.450W+H 2.115 2.115 +0.60D+0.60W+0.60H 0.144 0.144 +D+0.70E+0.60H 0.240 0.240 +D+0.750L+0.750S+0.5250E+H 2.115 2.115 +0.60D+0.70E+H 0.144 0.144 D Only 0.240 0.240 L Only 2.500 2.500 H Only Sifts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 26 JUL 2021, 9:20AM File:19089.ec6 Steel Beam Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 0600 DESCRIPTION: Loading Platform - Side Beam - Case 1 Uniform Loaded CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 1 W 1 Ox22 Span = 13.0 ft )plied Loads Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, L = 0.1250 ksf, Tributary Width =12.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.567 : 1 Maximum Shear Stress Ratio = 0.231 : 1 Section used for this span W10x22 Section used for this span W10x22 Ma: Applied 36.758 k-ft Va : Applied 11.310 k Mn / Omega: Allowable 64.870 k-ft Vn/Omega : Allowable 48.960 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.283 in Ratio = 551 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.328 in Ratio = 475 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 13.00 ft 1 0.078 0.032 5.07 5.07 108.33 64.87 1.00 1.00 1.56 73.44 48.96 +D+L+H Dsgn. L = 13.00 ft 1 0.567 0.231 36.76 36.76 108.33 64.87 1.00 1.00 11.31 73.44 48.96 +D+Lr+H Dsgn. L = 13.00 ft 1 0.078 0.032 5.07 5.07 108.33 64.87 1.00 1.00 1.56 73.44 48.96 +D+S+H Dsgn. L = 13.00 ft 1 0.078 0.032 5.07 5.07 108.33 64.87 1.00 1.00 1.56 73.44 48.96 +D+0.750Lr+0.750L+H Dsgn. L = 13.00 ft 1 0.445 0.181 28.84 28.84 108.33 64.87 1.00 1.00 8.87 73.44 48.96 +D+0.750L+0.750S+H Dsgn. L = 13.00 ft 1 0.445 0.181 28.84 28.84 108.33 64.87 1.00 1.00 8.87 73.44 48.96 +D+0.60W+H Dsgn. L = 13.00 ft 1 0.078 0.032 5.07 5.07 108.33 64.87 1.00 1.00 1.56 73.44 48.96 +D+0.750 L r+0.750 L+0.450 W+H Dsgn. L = 13.00 ft 1 0.445 0.181 28.84 28.84 108.33 64.87 1.00 1.00 8.87 73.44 48.96 +D+0.750L+0.750S+0.450W+H Dsgn. L = 13.00 ft 1 0.445 0.181 28.84 28.84 108.33 64.87 1.00 1.00 8.87 73.44 48.96 +0.60D+0.60W+0.60H Dsgn. L = 13.00 ft 1 0.047 0.019 3.04 3.04 108.33 64.87 1.00 1.00 0.94 73.44 48.96 +D+0.70E+0.60H Dsgn. L = 13.00 ft 1 0.078 0.032 5.07 5.07 108.33 64.87 1.00 1.00 1.56 73.44 48.96 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 13.00 ft 1 0.445 0.181 28.84 28.84 108.33 64.87 1.00 1.00 8.87 73.44 48.96 Sifts & Hill Engineers, Inc. Project Title: 4815 Center Street Engineer: Tacoma, WA 98409 Project ID: Project Descr: Title Block Line 6 Printed: 26 JUL 2021, 9:2C File:19089.ec6 Steel Beam Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.8.24 i.00 DESCRIPTION: Loading Platform - Side Beam - Case 1 Uniform Loaded Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+H Dsgn. L = 13.00 ft 1 0.047 0.019 3.04 3.04 108.33 64.87 1.00 1.00 0.94 73.44 48.96 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L+H 1 0.3283 6.537 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 11.310 11.310 Overall MINimum 0.936 0.936 +D+H 1.560 1.560 +D+L+H 11.310 11.310 +D+Lr+H 1.560 1.560 +D+S+H 1.560 1.560 +D+0.750Lr+0.750L+H 8.873 8.873 +D+0.750L+0.750S+H 8.873 8.873 +D+0.60W+H 1.560 1.560 +D+0.750Lr+0.750L+0.450W+H 8.873 8.873 +D+0.750L+0.750S+0.450W+H 8.873 8.873 +0.60D+0.60W+0.60H 0.936 0.936 +D+0.70E+0.60H 1.560 1.560 +D+0.750L+0.750S+0.5250E+H 8.873 8.873 +0.60D+0.70E+H 0.936 0.936 D Only 1.560 1.560 L Only 9.750 9.750 H Only Sifts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 26 JUL 2021, 8:54AM Steel Beam File:19089.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 0.0r DESCRIPTION: Loading Platform - Side Beam - Case 2 point loads CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0) W 1 Ox22 Span - 13.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020 ksf, Tributary Width = 12.50 ft Point Load : L =10.0 k @ 6.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.582 : 1 Maximum Shear Stress Ratio = 0.135 Section used for this span W10x22 Section used for this span W10x22 Ma: Applied 37.781 k-ft Va : Applied 6.625 k Mn / Omega: Allowable 64.870 k-ft Vn/Omega : Allowable 48.960 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.232 in Ratio = 672>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.279 in Ratio = 559 > 240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 13.00 ft 1 0.081 0.033 5.28 5.28 108.33 64.87 1.00 1.00 1.63 73.44 48.96 +D+L+H Dsgn. L = 13.00 ft 1 0.582 0.135 37.78 37.78 108.33 64.87 1.00 1.00 6.63 73.44 48.96 +D+Lr+H Dsgn. L = 13.00 ft 1 0.081 0.033 5.28 5.28 108.33 64.87 1.00 1.00 1.63 73.44 48.96 +D+S+H Dsgn. L = 13.00 ft 1 0.081 0.033 5.28 5.28 108.33 64.87 1.00 1.00 1.63 73.44 48.96 +D+0.750Lr+0.750L+H Dsgn. L = 13.00 ft 1 0.457 0.110 29.66 29.66 108.33 64.87 1.00 1.00 5.38 73.44 48.96 +D+0.750L+0.750S+H Dsgn. L = 13.00 ft 1 0.457 0.110 29.66 29.66 108.33 64.87 1.00 1.00 5.38 73.44 48.96 +D+0.60W+H Dsgn. L = 13.00 ft 1 0.081 0.033 5.28 5.28 108.33 64.87 1.00 1.00 1.63 73.44 48.96 +D+0.750 L r+0.750 L+0.450 W+H Dsgn. L = 13.00 ft 1 0.457 0.110 29.66 29.66 108.33 64.87 1.00 1.00 5.38 73.44 48.96 +D+0.750L+0.750S+0.450W+H Dsgn. L = 13.00 ft 1 0.457 0.110 29.66 29.66 108.33 64.87 1.00 1.00 5.38 73.44 48.96 +0.60D+0.60W+0.60H Dsgn. L = 13.00 ft 1 0.049 0.020 3.17 3.17 108.33 64.87 1.00 1.00 0.98 73.44 48.96 +D+0.70E+0.60H Sifts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 26 JUL 2021, 8:54M File:19089.ec6 Steel Beam Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.8.24 i.00 DESCRIPTION: Loading Platform - Side Beam - Case 2 point loads Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 13.00 ft 1 0.081 0.033 5.28 5.28 108.33 64.87 1.00 1.00 1.63 73.44 48.96 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 13.00 ft 1 0.457 0.110 29.66 29.66 108.33 64.87 1.00 1.00 5.38 73.44 48.96 +0.60D+0.70E+H Dsgn. L = 13.00 ft 1 0.049 0.020 3.17 3.17 108.33 64.87 1.00 1.00 0.98 73.44 48.96 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L+H 1 0.2793 6.537 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.625 6.625 Overall MINimum 0.975 0.975 +D+H 1.625 1.625 +D+L+H 6.625 6.625 +D+Lr+H 1.625 1.625 +D+S+H 1.625 1.625 +D+0.750Lr+0.750L+H 5.375 5.375 +D+0.750L+0.750S+H 5.375 5.375 +D+0.60W+H 1.625 1.625 +D+0.750Lr+0.750L+0.450W+H 5.375 5.375 +D+0.750L+0.750S+0.450W+H 5.375 5.375 +0.60D+0.60W+0.60H 0.975 0.975 +D+0.70E+0.60H 1.625 1.625 +D+0.750L+0.750S+0.5250E+H 5.375 5.375 +0.60D+0.70E+H 0.975 0.975 D Only 1.625 1.625 L Only 5.000 5.000 H Only Sifts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 26 JUL 2021, 8:55AM File: 19089.ec6 Steel Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 0.ii DESCRIPTION: Platform Column Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Steel Section Name: HSS4x4x1/4 Overall Column Height 8 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 46 ksi X-X (width) axis : E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis = 8 ft, K = 1.0 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis = 8 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 97.680 Ibs' Dead Load Factor AXIAL LOADS ... Axial Load at 8.0 ft, D =1.50, L = 9.375 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1546 : 1 Maximum Load Reactions. . Load Combination +D+L+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.0 k Pa: Axial 10.973 k Bottom along Y-Y 0.0 k Pn / Omega: Allowable 70.980 k Ma-x : Applied 0.0 k-ft Maximum Load Deflections ... Mn-x/ Omega: Allowable 10.765 k-ft Along Y-Y 0.0 in at O.Oft above base for load combination : Ma-y :Applied 0.0 k-ft Mn-y / Omega: Allowable 10.765 k-ft Along X-X 0.0 in at O.Oft above base for load combination : PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are .. . Va : Applied 0.0 k Vn / Omega: Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location +D+H 0.023 PASS 0.00 ft 1.00 1.00 63.16 63.16 0.000 PASS 0.00 ft +D+L+H 0.155 PASS 0.00 ft 1.00 1.00 63.16 63.16 0.000 PASS 0.00 ft +D+Lr+H 0.023 PASS 0.00 ft 1.00 1.00 63.16 63.16 0.000 PASS 0.00 ft +D+S+H 0.023 PASS 0.00 ft 1.00 1.00 63.16 63.16 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.122 PASS 0.00 ft 1.00 1.00 63.16 63.16 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.122 PASS 0.00 ft 1.00 1.00 63.16 63.16 0.000 PASS 0.00 ft +D+0.60W+H 0.023 PASS 0.00 ft 1.00 1.00 63.16 63.16 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.122 PASS 0.00 ft 1.00 1.00 63.16 63.16 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.122 PASS 0.00 ft 1.00 1.00 63.16 63.16 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.014 PASS 0.00 ft 1.00 1.00 63.16 63.16 0.000 PASS 0.00 ft +D+0.70E+0.60H 0.023 PASS 0.00 ft 1.00 1.00 63.16 63.16 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.122 PASS 0.00 ft 1.00 1.00 63.16 63.16 0.000 PASS 0.00 ft +0.60D+0.70E+H 0.014 PASS 0.00 ft 1.00 1.00 63.16 63.16 0.000 PASS 0.00 ft Maximum Reactions Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 1.598 +D+L+H 10.973 Sifts & Hill Engineers, Inc. Project Title: 4815 Center Street Engineer: Tacoma, WA 98409 Project ID: Project Descr: Title Block Line 6 Printed: 26 JUL 2021, 8:55AM Steel Column I EL File:19089.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: Platform Column Maximum Reactions Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+Lr+H 1.598 +D+S+H 1.598 +D+0.750Lr+0.750L+H 8.629 +D+0.750L+0.750S+H 8.629 +D+0.60W+H 1.598 +D+0.750Lr+0.750L+0.450W+H 8.629 +D+0.750L+0.750S+0.450W+H 8.629 +0.60D+0.60W+0.60H 0.959 +D+0.70E+0.60H 1.598 +D+0.750L+0.750S+0.5250E+H 8.629 +0.60D+0.70E+H 0.959 D Only 1.598 Lr Only L Only 9.375 S Only W Only E Only H Only Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top " Minimum Reaction, X-X Axis Base Maximum 1.598 " Minimum 1.598 Reaction, Y-Y Axis Base Maximum 1.598 " Minimum 1.598 Reaction, X-X Axis Top Maximum 1.598 " Minimum 1.598 Reaction, Y-Y Axis Top Maximum 1.598 " Minimum 1.598 Moment, X-X Axis Base Maximum 1.598 " Minimum 1.598 Moment, Y-Y Axis Base Maximum 1.598 " Minimum 1.598 Moment, X-X Axis Top Maximum 1.598 " Minimum 1.598 Moment, Y-Y Axis Top Maximum 1.598 " Minimum 1.598 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sifts & Hill Engineers, Inc. Project Title: 4815 Center Street Engineer: Tacoma, WA 98409 Project ID: Project Descr: Title Block Line 6 Printed: 26 JUL 2021, 8:55AM Steel Column File:19089.ec6 Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.8.24 DESCRIPTION: Platform Column Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance S Only 0.0000 in 0.000 ft W Only 0.0000 in 0.000 ft E Only 0.0000 in 0.000 ft H Only 0.0000 in 0.000 ft Steel Section Properties : HSS4x4x114 Depth = 4.000 in I xx = Design Thick = 0.233 in S xx = Width = 4.000 in R xx = Wall Thick = 0.250 in Zx = Area = 3.370 in"2 Iyy = Weight = 12.210 plf S yy = R yy = Ycg = 0.000 in Sketches 0 a It +Y I Load I 0 .J—_ 4.00in +x 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 7.80 inA4 J = 12.800inA4 3.90 inA3 1.520 in 4.690 inA3 7.800 in^4 C = 6.560 inA3 3.900 inA3 1.520 in x 1° 10AM I wjw Sifts & Hill Engineers, Inc. Project Title: 4815 Center Street Engineer: Tacoma, WA 98409 Project ID: Project Descr: Title Block Line 6 Printed: 26 JUL 2021, 9:20AM General FootingFile:19089.ec6 Software copyright ENERCALC, INC.1983-2020, Build: 12.20.8.24 DESCRIPTION: End Footing Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 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 Settings Footing base depth below soil surface = 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 = 3 ft Length parallel to Z-Z Axis = 3.0 ft Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis =_ in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load = OB : Overburden = M-xx = M-zz = V-x V-z Z 4.0 # 5 4 # 5JOEL n/a n/a n/a D Lr L S W E H 0.780 4.875 k ksf k-ft k-ft k k Sifts & Hill Engineers, Inc. Project Title: 4815 Center Street Engineer: Tacoma, WA 98409 Project ID: Project Descr: Title Block Line 6 Printed: 26 JUL 2021, 9:20AM File:19089.ec6 General Footing Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.8.24 DESCRIPTION: End Footing DESIGN SUMMARY - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.5155 Soil Bearing 0.7733 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.06831 Z Flexure (+X) 1.092 k-ft/ft 15.986 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.06831 Z Flexure (-X) 1.092 k-ft/ft 15.986 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.06831 X Flexure (+Z) 1.092 k-ft/ft 15.986 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.06831 X Flexure (-Z) 1.092 k-ft/ft 15.986 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.08205 1-way Shear (+X) 6.741 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.08205 1-way Shear (-X) 6.741 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.08205 1-way Shear (+Z) 6.741 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.08205 1-way Shear (-Z) 6.741 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1538 2-way Punching 25.278 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H 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+H 1.50 n/a 0.0 0.2317 0.2317 n/a n/a 0.155 X-X, +D+L+H 1.50 n/a 0.0 0.7733 0.7733 n/a n/a 0.516 X-X, +D+Lr+H 1.50 n/a 0.0 0.2317 0.2317 n/a n/a 0.155 X-X, +D+S+H 1.50 n/a 0.0 0.2317 0.2317 n/a n/a 0.155 X-X, +D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.6379 0.6379 n/a n/a 0.425 X-X, +D+0.750L+0.750S+H 1.50 n/a 0.0 0.6379 0.6379 n/a n/a 0.425 X-X, +D+0.60W+H 1.50 n/a 0.0 0.2317 0.2317 n/a n/a 0.155 X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.6379 0.6379 n/a n/a 0.425 X-X, +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.6379 0.6379 n/a n/a 0.425 X-X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.1390 0.1390 n/a n/a 0.093 X-X, +D+0.70E+0.60H 1.50 n/a 0.0 0.2317 0.2317 n/a n/a 0.155 X-X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.6379 0.6379 n/a n/a 0.425 X-X, +0.60D+0.70E+H 1.50 n/a 0.0 0.1390 0.1390 n/a n/a 0.093 Z-Z, +D+H 1.50 0.0 n/a n/a n/a 0.2317 0.2317 0.155 Z-Z, +D+L+H 1.50 0.0 n/a n/a n/a 0.7733 0.7733 0.516 Z-Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0.2317 0.2317 0.155 Z-Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.2317 0.2317 0.155 Z-Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.6379 0.6379 0.425 Z-Z, +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.6379 0.6379 0.425 Z-Z, +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.2317 0.2317 0.155 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 0.6379 0.6379 0.425 Z-Z, +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 0.6379 0.6379 0.425 Z-Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.1390 0.1390 0.093 Z-Z, +D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.2317 0.2317 0.155 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.6379 0.6379 0.425 Z-Z, +0.60D+0.70E+H 1.50 0.0 n/a n/a n/a 0.1390 0.1390 0.093 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Sifts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 26 JUL 2021, 9:20AM General Footin File:19089.ec6 g Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: End Footing Footing Flexure Flexure Axis &Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 in^2 in^2 k-ft X-X, +1.40D+1.60H 0.1365 +Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +1.40D+1.60H 0.1365 -Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 1.092 +Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 1.092 -Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +1.20D+1.60L+0.50S+1.60H 1.092 +Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +1.20D+1.60L+0.50S+1.60H 1.092 -Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +1.20D+1.60Lr+L+1.60H 0.7264 +Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +1.20D+1.60Lr+L+1.60H 0.7264 -Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.1170 +Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.1170 -Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +1.20D+L+1.60S+1.60H 0.7264 +Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +1.20D+L+1.60S+1.60H 0.7264 -Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.1170 +Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.1170 -Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.7264 +Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.7264 -Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +1.20D+L+0.50S+W+1.60H 0.7264 +Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +1.20D+L+0.50S+W+1.60H 0.7264 -Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +0.90D+W+1.60H 0.08775 +Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +0.90D+W+1.60H 0.08775 -Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +1.20D+L+0.20S+E+1.60H 0.7264 +Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +1.20D+L+0.20S+E+1.60H 0.7264 -Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +0.90D+E+0.90H 0.08775 +Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK X-X, +0.90D+E+0.90H 0.08775 -Z Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.40D+1.60H 0.1365 -X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.40D+1.60H 0.1365 +X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 1.092 -X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 1.092 +X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 1.092 -X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 1.092 +X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.7264 -X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.7264 +X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.1170 -X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.1170 +X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.20D+L+1.60S+1.60H 0.7264 -X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.20D+L+1.60S+1.60H 0.7264 +X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.1170 -X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.1170 +X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.7264 -X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.7264 +X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.7264 -X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.7264 +X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +0.90D+W+1.60H 0.08775 -X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +0.90D+W+1.60H 0.08775 +X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.20D+L+0.20S+E+1.60H 0.7264 -X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +1.20D+L+0.20S+E+1.60H 0.7264 +X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +0.90D+E+0.90H 0.08775 -X Bottom 0.2592 Min Temp % 0.4133 15.986 OK Z-Z, +0.90D+E+0.90H 0.08775 +X Bottom 0.2592 Min Temp % 0.4133 15.986 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 0.84 psi 0.84 psi 0.84 psi 0.84 psi 0.84 psi 82.16 psi 0.01 OK +1.20D+0.50Lr+1.60L+1.60H 6.74 psi 6.74 psi 6.74 psi 6.74 psi 6.74 psi 82.16 psi 0.08 OK +1.20D+1.60L+0.50S+1.60H 6.74 psi 6.74 psi 6.74 psi 6.74 psi 6.74 psi 82.16 psi 0.08 OK +1.20D+1.60Lr+L+1.60H 4.48 psi 4.48 psi 4.48 psi 4.48 psi 4.48 psi 82.16 psi 0.05 OK +1.20D+1.60Lr+0.50W+1.60H 0.72 psi 0.72 psi 0.72 psi 0.72 psi 0.72 psi 82.16 psi 0.01 OK +1.20D+L+1.60S+1.60H 4.48 psi 4.48 psi 4.48 psi 4.48 psi 4.48 psi 82.16 psi 0.05 OK +1.20D+1.60S+0.50W+1.60H 0.72 psi 0.72 psi 0.72 psi 0.72 psi 0.72 psi 82.16 psi 0.01 OK +1.20D+0.50Lr+L+W+1.60H 4.48 psi 4.48 psi 4.48 psi 4.48 psi 4.48 psi 82.16 psi 0.05 OK +1.20D+L+0.50S+W+1.60H 4.48 psi 4.48 psi 4.48 psi 4.48 psi 4.48 psi 82.16 psi 0.05 OK +0.90D+W+1.60H 0.54 psi 0.54 psi 0.54 psi 0.54 psi 0.54 psi 82.16 psi 0.01 OK +1.20D+L+0.20S+E+1.60H 4.48 psi 4.48 psi 4.48 psi 4.48 psi 4.48 psi 82.16 psi 0.05 OK Sifts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 26 JUL 2021, 9:20AM General Footin File:19089.ec6 g Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: End Footing One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +0.90D+E+0.90H 0.54 psi 0.54 psi 0.54 psi 0.54 psi 0.54 psi 82.16 psi 0.01 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 3.16 psi 164.32psi 0.01923 OK +1.20D+0.50Lr+1.60L+1.60H 25.28 psi 164.32psi 0.1538 OK +1.20D+1.60L+0.50S+1.60H 25.28 psi 164.32psi 0.1538 OK +1.20D+1.60Lr+L+1.60H 16.81 psi 164.32psi 0.1023 OK +1.20D+1.60Lr+0.50W+1.60H 2.71 psi 164.32psi 0.01648 OK +1.20D+L+1.60S+1.60H 16.81 psi 164.32psi 0.1023 OK +1.20D+1.60S+0.50W+1.60H 2.71 psi 164.32psi 0.01648 OK +1.20D+0.50Lr+L+W+1.60H 16.81 psi 164.32psi 0.1023 OK +1.20D+L+0.50S+W+1.60H 16.81 psi 164.32psi 0.1023 OK +0.90D+W+1.60H 2.03 psi 164.32psi 0.01236 OK +1.20D+L+0.20S+E+1.60H 16.81 psi 164.32psi 0.1023 OK +0.90D+E+0.90H 2.03 psi 164.32psi 0.01236 OK www.hilti.us Profis Anchor 2.8.8 Company: Sifts & Hill Page: 1 Specifier: Project: Edmonds WWTP Address: Sub -Project I Pos. No.: Phone I Fax: Date: 7/26/2021 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) HIT -RE 500 V3 + HAS-V-36 (ASTM F1554 Gr.36) 3/4 hef,act = 8.000 in. (hef•Ilmlt = - in.) ASTM A 1554 Grade 36 ESR-3814 1/1/2019 1 1/1/2021 Design method ACI 318-08 / Chem eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x ly x t = 9.000 in. x 8.000 in. x 0.500 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 3000, f,' = 3,000 psi; h = 12.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Sitts & Hill Page: Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 2,500 0 2,500 2 0 2,500 0 2,500 3 0 2,500 0 2,500 4 0 2,500 0 2,500 max. concrete compressive strain: [%°] max. concrete compressive stress: [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate 3 Tension load Load Nua [lb] Steel Strength* N/A Bond Strength** N/A Sustained Tension Load Bond Strength* N/A Concrete Breakout Strength** N/A * anchor having the highest loading **anchor group (anchors in tension) I I EL-N ;I Profis Anchor 2.8.8 2 Edmonds WWTP 7/26/2021 03 04 x 01 02 Capacity + N° [lb] Utilization RN = Nua/+ N Status N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Sifts & Hill Specifier: Address: Phone I Fax: E-Mail: 4 Shear load Load Vua [lb] Steel Strength* 2,500 Steel failure (with lever arm)* N/A Pryout Strength (Concrete Breakout 10,000 Strength controls)** Concrete edge failure in direction ** N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC-ES ESR-3814 0 Vsteel > Vua ACI 318-08 Eq. (D-2) Variables Ase,V [in .2] fut. [psi] aV,seis 0.33 58,000 0.600 Calculations Vsa [lb] 11,640 Results f 1 Vsa [lb] 0 steel f 1 [lb] Vsa [lb] Vua 11,640 0.650 7,566 2,500 4.2 Pryout Strength (Concrete Breakout Strength controls) Profis Anchor 2.8.8 Page: 3 Project: Edmonds WWTP Sub -Project I Pos. No.: Date: 7/26/2021 Capacity 0 Vn [Ib] Utilization Pv = Vua/0 Vn 7,566 34 N/A N/A 43,016 24 U/9 N/A Status OK N/A OK N/A Vcpg — kcp [(AN U) W ec,N W ed,N W c,N W cp,N Nb] ACI 318-08 Eq. (D-31) (� Vcpg 2:Vua ACI 318-08 Eq. (D-2) AN, see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 hef ACI 318-08 Eq. (D-6) 1 W ec,N = 1 + 2 eN <_ 1.0 ACI 318-08 Eq. (D-9) 3 hef W ed,N = 0.7 + 0.3 ( .5h c 1.0 15hef ACI 318-08 Eq. (D-11) W cp,N = MAX�ca,min 1.5hefc 1.0 ) ACI 318-08 Eq. (D-13) Cac Cac Nb = kc 7 hef5 ACI 318-08 Eq. (D-7) Variables kcp hef [in.] ec1,N [In.] ec2,N [In.] Ca,min [In.] 2 8.000 0.000 0.000 W c,N Cac [In] kc k fc [psi] 1.000 18.548 17 1 3,000 Calculations AN. [in .2] ANco [in.2] W ec1,N W ec2,N W ed,N W cp,N Nb [lb] 840.00 576.00 1.000 1.000 1.000 1.000 21,069 Results Vcpg [lb] concrete Vcpg [lb] Vua [lb] 61,451 0.700 43,016 10,000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilt! AG, Schaan www.hilti.us LM.1 I EL-B ;I Profis Anchor 2.8.8 Company: Sitts & Hill Page: 4 Specifier: Project: Edmonds WWTP Address: Sub -Project I Pos. No.: Phone I Fax: Date: 7/26/2021 E-Mail: 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The ACI 318-08 version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Sifts & Hill Page: Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: E-Mail: 6 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0.813 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 6.1 Recommended accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit Profis Anchor 2.8.8 5 Edmonds WWTP 7/26/2021 Anchor type and diameter: HIT -RE 500 V3 + HAS-V-36 (ASTM F1554 Gr.36) 3/4 Installation torque: 1,200.000 in.lb Hole diameter in the base material: 0.875 in. Hole depth in the base material: 8.000 in. Minimum thickness of the base material: 9.750 in. • Compressed air with required accessories Dispenser including cassette and mixer to blow from the bottom of the hole Torque wrench • Proper diameter wire brush A 4.500 4.500 3 O 0 0 0 N q 0 v 0 0 v 1 0 0 0 v 0 Co 0 N 1.500 Coordinates Anchor in Anchor x y 1 -3.000 -2.000 2 3.000 -2.000 3 -3.000 2.000 4 3.000 2.000 6.000 1.500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilt! AG, Schaan www.hilti.us Profis Anchor 2.8.8 Company: Sifts & Hill Page: 6 Specifier: Project: Edmonds WWTP Address: Sub -Project I Pos. No.: Phone I Fax: Date: 7/26/2021 E-Mail: 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 agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilt! AG, Schaan Sifts & Hill Engineers, Inc. Project Title: 4815 Center Street Engineer: Tacoma, WA 98409 Project ID: Project Descr: Title Block Line 6 Printed: 26 JUL 2021, 9:18AM File:19089.ec6 General Footing Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.8.24 DESCRIPTION: Middle Footing Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 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 Settings Footing base depth below soil surface = 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 = 4 ft Length parallel to Z-Z Axis = 4.0 ft Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis =_ in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load = OB : Overburden = M-xx = M-zz = V-x V-z x X 5 # 5 5 # 5 ]slow. :ARl�iidudHiYkhk aeir.�na n/a n/a n/a D Lr L S W E H 1.50 9.380 k ksf k-ft k-ft k k Sifts & Hill Engineers, Inc. Project Title: 4815 Center Street Engineer: Tacoma, WA 98409 Project ID: Project Descr: Title Block Line 6 Printed: 26 JUL 2021, 9:18AM File:19089.ec6 General Footing Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.8.24 DESCRIPTION: Middle Footing DESIGN SUMMARY - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.550 Soil Bearing 0.8250 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1398 Z Flexure (+X) 2.101 k-ft/ft 15.031 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1398 Z Flexure (-X) 2.101 k-ft/ft 15.031 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1398 X Flexure (+Z) 2.101 k-ft/ft 15.031 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1398 X Flexure (-Z) 2.101 k-ft/ft 15.031 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1468 1-way Shear (+X) 12.061 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1468 1-way Shear (-X) 12.061 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1468 1-way Shear (+Z) 12.061 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1468 1-way Shear (-Z) 12.061 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3055 2-way Punching 50.196 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H 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+H 1.50 n/a 0.0 0.2388 0.2388 n/a n/a 0.159 X-X, +D+L+H 1.50 n/a 0.0 0.8250 0.8250 n/a n/a 0.550 X-X, +D+Lr+H 1.50 n/a 0.0 0.2388 0.2388 n/a n/a 0.159 X-X, +D+S+H 1.50 n/a 0.0 0.2388 0.2388 n/a n/a 0.159 X-X, +D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.6784 0.6784 n/a n/a 0.452 X-X, +D+0.750L+0.750S+H 1.50 n/a 0.0 0.6784 0.6784 n/a n/a 0.452 X-X, +D+0.60W+H 1.50 n/a 0.0 0.2388 0.2388 n/a n/a 0.159 X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.6784 0.6784 n/a n/a 0.452 X-X, +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.6784 0.6784 n/a n/a 0.452 X-X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.1433 0.1433 n/a n/a 0.096 X-X, +D+0.70E+0.60H 1.50 n/a 0.0 0.2388 0.2388 n/a n/a 0.159 X-X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.6784 0.6784 n/a n/a 0.452 X-X, +0.60D+0.70E+H 1.50 n/a 0.0 0.1433 0.1433 n/a n/a 0.096 Z-Z, +D+H 1.50 0.0 n/a n/a n/a 0.2388 0.2388 0.159 Z-Z, +D+L+H 1.50 0.0 n/a n/a n/a 0.8250 0.8250 0.550 Z-Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0.2388 0.2388 0.159 Z-Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.2388 0.2388 0.159 Z-Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.6784 0,6784 0.452 Z-Z, +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.6784 0.6784 0.452 Z-Z, +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.2388 0,2388 0.159 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 0.6784 0.6784 0.452 Z-Z, +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 0.6784 0,6784 0.452 Z-Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.1433 0.1433 0.096 Z-Z, +D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.2388 0,2388 0.159 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.6784 0.6784 0.452 Z-Z, +0.60D+0.70E+H 1.50 0.0 n/a n/a n/a 0.1433 0,1433 0.096 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Sifts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 26 JUL 2021, 9:18AM General Footin File:19089.ec6 g Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: Middle Footing Footing Flexure Flexure Axis &Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.40D+1.60H 0.2625 +Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +1.40D+1.60H 0.2625 -Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 2.101 +Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 2.101 -Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +1.20D+1.60L+0.50S+1.60H 2.101 +Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +1.20D+1.60L+0.50S+1.60H 2.101 -Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +1.20D+1.60Lr+L+1.60H 1.398 +Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +1.20D+1.60Lr+L+1.60H 1.398 -Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.2250 +Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.2250 -Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +1.20D+L+1.60S+1.60H 1.398 +Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +1.20D+L+1.60S+1.60H 1.398 -Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.2250 +Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.2250 -Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +1.20D+0.50Lr+L+W+1.60H 1.398 +Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +1.20D+0.50Lr+L+W+1.60H 1.398 -Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +1.20D+L+0.50S+W+1.60H 1.398 +Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +1.20D+L+0.50S+W+1.60H 1.398 -Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +0.90D+W+1.60H 0.1688 +Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +0.90D+W+1.60H 0.1688 -Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +1.20D+L+0.20S+E+1.60H 1.398 +Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +1.20D+L+0.20S+E+1.60H 1.398 -Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +0.90D+E+0.90H 0.1688 +Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK X-X, +0.90D+E+0.90H 0.1688 -Z Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.40D+1.60H 0.2625 -X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.40D+1.60H 0.2625 +X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 2.101 -X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 2.101 +X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 2.101 -X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 2.101 +X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.20D+1.60Lr+L+1.60H 1.398 -X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.20D+1.60Lr+L+1.60H 1.398 +X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.2250 -X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.2250 +X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.20D+L+1.60S+1.60H 1.398 -X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.20D+L+1.60S+1.60H 1.398 +X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.2250 -X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.2250 +X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 1.398 -X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 1.398 +X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.20D+L+0.50S+W+1.60H 1.398 -X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.20D+L+0.50S+W+1.60H 1.398 +X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +0.90D+W+1.60H 0.1688 -X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +0.90D+W+1.60H 0.1688 +X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.20D+L+0.20S+E+1.60H 1.398 -X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +1.20D+L+0.20S+E+1.60H 1.398 +X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +0.90D+E+0.90H 0.1688 -X Bottom 0.2592 Min Temp % 0.3875 15.031 OK Z-Z, +0.90D+E+0.90H 0.1688 +X Bottom 0.2592 Min Temp % 0.3875 15.031 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 1.51 psi 1.51 psi 1.51 psi 1.51 psi 1.51 psi 82.16 psi 0.02 OK +1.20D+0.50Lr+1.60L+1.60H 12.06 psi 12.06 psi 12.06 psi 12.06 psi 12.06 psi 82.16 psi 0.15 OK +1.20D+1.60L+0.50S+1.60H 12.06 psi 12.06 psi 12.06 psi 12.06 psi 12.06 psi 82.16 psi 0.15 OK +1.20D+1.60Lr+L+1.60H 8.02 psi 8.02 psi 8.02 psi 8.02 psi 8.02 psi 82.16 psi 0.10 OK +1.20D+1.60Lr+0.50W+1.60H 1.29 psi 1.29 psi 1.29 psi 1.29 psi 1.29 psi 82.16 psi 0.02 OK +1.20D+L+1.60S+1.60H 8.02 psi 8.02 psi 8.02 psi 8.02 psi 8.02 psi 82.16 psi 0.10 OK +1.20D+1.60S+0.50W+1.60H 1.29 psi 1.29 psi 1.29 psi 1.29 psi 1.29 psi 82.16 psi 0.02 OK +1.20D+0.50Lr+L+W+1.60H 8.02 psi 8.02 psi 8.02 psi 8.02 psi 8.02 psi 82.16 psi 0.10 OK +1.20D+L+0.50S+W+1.60H 8.02 psi 8.02 psi 8.02 psi 8.02 psi 8.02 psi 82.16 psi 0.10 OK +0.90D+W+1.60H 0.97 psi 0.97 psi 0.97 psi 0.97 psi 0.97 psi 82.16 psi 0.01 OK +1.20D+L+0.20S+E+1.60H 8.02 psi 8.02 psi 8.02 psi 8.02 psi 8.02 psi 82.16 psi 0.10 OK Sifts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 26 JUL 2021, 9:18AM File:19089.ec6 General Footing Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.8.24 DESCRIPTION: Middle Footing One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +0.90D+E+0.90H 0.97 psi 0.97 psi 0.97 psi 0.97 psi 0.97 psi 82.16 psi 0.01 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 6.27 psi 164.32psi 0.03817 OK +1.20D+0.50Lr+1.60L+1.60H 50.20 psi 164.32psi 0.3055 OK +1.20D+1.60L+0.50S+1.60H 50.20 psi 164.32psi 0.3055 OK +1.20D+1.60Lr+L+1.60H 33.39 psi 164.32psi 0.2032 OK +1.20D+1.60Lr+0.50W+1.60H 5.38 psi 164.32psi 0.03272 OK +1.20D+L+1.60S+1.60H 33.39 psi 164.32psi 0.2032 OK +1.20D+1.60S+0.50W+1.60H 5.38 psi 164.32psi 0.03272 OK +1.20D+0.50Lr+L+W+1.60H 33.39 psi 164.32psi 0.2032 OK +1.20D+L+0.50S+W+1.60H 33.39 psi 164.32psi 0.2032 OK +0.90D+W+1.60H 4.03 psi 164.32psi 0.02454 OK +1.20D+L+0.20S+E+1.60H 33.39 psi 164.32psi 0.2032 OK +0.90D+E+0.90H 4.03 psi 164.32psi 0.02454 OK