Loading...
B20-0385 - 31495 JULIANA FARMS RDNO FINAL INSPECTION CALLED EXPIRED 06/02/21 BUILDING DEPARTMENT PERMIT APPLICATION - 32400 Paseo Adelanto San Juan Capistrano, CA 92675 949-493-1171 JOB VALUATION DESCRIPTION OF WORK $ Name Address City/State/Zip Name Address City/State/Zip Phone Phone ( ) ARCHITECT / ENGINEER / DESIGNER CONTRACTOR Name Address City/State/Zip ( )) State License # Phone ( QTY QTY QTY QTY Light Fixtures/Fans FAU < 100k BTU's Fixtures/Hose Bibs New/Setup Outlets/Switches FAU > 100k BTU's Water Heater Carport Meters/Main Panel AC/Comp BTU= Water Piping Sub Panels Gas Systems Awning Signs Exhaust Fans Building Sewer Temp Power Motors > than 1 HP Motors < than 1 HP Duct/Register/Grill Pool/Spa Pool/Spa Extend Plumbing SIGNATURE DATE Porch ISSUANCE ( ) ELECTRICAL PLUMBING Phone MECHANICAL Name City/State/Zip ISSUANCEISSUANCE Fireplace ISSUANCE Fire Sprinkler Heads Miscellaneous () PROPERTY OWNER Address Appliance Vent MICROFILE INT. ALT. SF ADDITION SF POOL/SPA SF MOBILE HOME JOB ADDRESS APPLICANT NAME CONTACT PHONE # EMAIL ADDRESS Extend Electrical Cabana OCCUPANCY TYPE PATIO SF PERMIT NUMBER HOA REQUIREDTARGET DATE YES  NO TENANT Pool/Spa Mechnical Hood Miscellaneous Grease Interceptor Earthquake Bracing Electrical Wiring Gas Piping Sewage Disposal Water Piping State License # B20 0385 31495 JULIANA FARMS RD SOCRE RETAINING WALL CALCULATIONS WALL 36 PREPARED FOR SDG&E PREPARED BY AECOM/URS CORPORATION 201 WEST A STREET, SUITE 1200 SAN DIEGO, CA 92101 DATE SIGNED: 11/26/2018 WALLS 13, 24, AND 36 WALLS 18A, 45 PAD A, AND 45 PAD B SOCRE RETAINING WALL CALCULATIONS WALLS 13 AND 24 PREPARED FOR SDG&E PREPARED BY URS CORPORATION 4225 EXECUTIVE SQUARE LA JOLLA, CA 92037 8/3/17 TABLE OF CONTENTS Basis of Design ................................................................................................................ 1 Wall #13 Design .............................................................................................................2-28 Wall #24 Design ............................................................................................................ 29-47 1 2 Wood Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :4' Retaining - Lagging CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.01,500.0 625.0 1,700.0620.0 180.0 675.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2012 4x10 Span = 12.0 ft H(0.24) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : H = 0.240 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.845: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 6.000ft 58.44 psi= = FB : Allowable 1,228.56psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 162.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.361 : 1 0.000 ft= = 1,038.64psi fv : Actual Maximum Deflection 0 <360 501Ratio =0 <180 Max Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.287 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.440 1.440 Overall MINimum 1.440 1.440 H Only 1.440 1.440 3 Wood Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :8' Retaining - Lagging CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.01,500.0 625.0 1,700.0620.0 180.0 675.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2012 4x10 Span = 9.0 ft H(0.48) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : H = 0.480 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.948: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 4.500ft 83.28 psi= = FB : Allowable 1,232.38psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 162.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.514 : 1 8.245 ft= = 1,168.47psi fv : Actual Maximum Deflection 0 <360 594Ratio =0 <180 Max Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.182 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.160 2.160 Overall MINimum 2.160 2.160 H Only 2.160 2.160 4 Wood Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :12' Retaining - Lagging CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.01,500.0 625.0 1,700.0620.0 180.0 675.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2012 4x10 Span = 7.50 ft H(0.72) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : H = 0.720 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.986: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.750ft 99.53 psi= = FB : Allowable 1,234.16psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 162.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.614 : 1 6.734 ft= = 1,217.16psi fv : Actual Maximum Deflection 0 <360 685Ratio =0 <180 Max Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.131 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.700 2.700 Overall MINimum 2.700 2.700 H Only 2.700 2.700 5 Wood Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :16' Retaining - Lagging CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.01,500.0 625.0 1,700.0620.0 180.0 675.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2012 4x10 Span = 6.50 ft H(0.96) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : H = 0.960 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.987: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.250ft 110.79 psi= = FB : Allowable 1,235.31psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 162.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.684 : 1 5.741 ft= = 1,218.96psi fv : Actual Maximum Deflection 0 <360 789Ratio =0 <180 Max Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.099 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.120 3.120 Overall MINimum 3.120 3.120 H Only 3.120 3.120 6 Wood Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :20' Retaining - Lagging CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.01,500.0 625.0 1,700.0620.0 180.0 675.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2012 4x10 Span = 5.750 ft H(1.2) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : H = 1.20 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.965: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 2.875ft 117.84 psi= = FB : Allowable 1,236.14psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 162.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.727 : 1 0.000 ft= = 1,192.36psi fv : Actual Maximum Deflection 0 <360 912Ratio =0 <180 Max Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.076 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.450 3.450 Overall MINimum 3.450 3.450 H Only 3.450 3.450 7 Wood Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :23' Retaining - Lagging CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.01,500.0 625.0 1,700.0620.0 180.0 675.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2012 4x10 Span = 5.250 ft H(1.38) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : H = 1.380 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.924: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 2.625ft 118.83 psi= = FB : Allowable 1,236.69psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 162.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.734 : 1 0.000 ft= = 1,143.11psi fv : Actual Maximum Deflection 0 <360 1042Ratio =0 <180 Max Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.060 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.623 3.623 Overall MINimum 3.623 3.623 H Only 3.623 3.623 8 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :4' Soldier Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :IBC 2012 Completely UnbracedAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing : E: Modulus :29,000.0 Span = 4.0 ft HP8x36 E(0,4.08) H(2.88,0) Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Varying Uniform Load : E(S,E) = 0.0->0.340, H(S,E) = 0.240->0.0 ksf, Extent = 0.0 -->> 4.0 ft, Trib Width = 12.0 ft Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.273: 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft 11.472 k Mn / Omega : Allowable 83.796 k-ft Vn/Omega : Allowable HP8x36Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 71.378 k Section used for this span HP8x36 Ma : Applied Maximum Shear Stress Ratio = 0.161 : 1 0.000 ft 22.912 k-ft Va : Applied 0 <360 2009Ratio =0 <180 Maximum DeflectionMax Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.048 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 8.160 Overall MINimum 5.760 E Only 8.160 H Only 5.760 9 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :8' Soldier Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :IBC 2012 Completely UnbracedAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing : E: Modulus :29,000.0 Span = 8.0 ft HP10x57 E(0,6.174) H(4.32,0) Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Varying Uniform Load : E(S,E) = 0.0->0.6860, H(S,E) = 0.480->0.0 ksf, Extent = 0.0 -->> 8.0 ft, Trib Width = 9.0 ft Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.833: 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft 34.567 k Mn / Omega : Allowable 165.918 k-ft Vn/Omega : Allowable HP10x57Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 113.0 k Section used for this span HP10x57 Ma : Applied Maximum Shear Stress Ratio = 0.306 : 1 0.000 ft 138.278 k-ft Va : Applied 0 <360 410Ratio =0 <180 Maximum DeflectionMax Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.468 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 24.696 Overall MINimum 17.280 E Only 24.696 H Only 17.280 10 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :12' Soldier Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :IBC 2012 Completely UnbracedAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing : E: Modulus :29,000.0 Span = 12.0 ft HP14x102 E(0,7.7175) H(5.4,0) Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Varying Uniform Load : E(S,E) = 0.0->1.029, H(S,E) = 0.720->0.0 ksf, Extent = 0.0 -->> 12.0 ft, Trib Width = 7.50 ft Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.955: 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft 64.814 k Mn / Omega : Allowable 407.275 k-ft Vn/Omega : Allowable HP14x102Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 197.40 k Section used for this span HP14x102 Ma : Applied Maximum Shear Stress Ratio = 0.328 : 1 0.000 ft 388.908 k-ft Va : Applied 0 <360 347Ratio =0 <180 Maximum DeflectionMax Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.830 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 46.305 Overall MINimum 32.400 E Only 46.305 H Only 32.400 11 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :16' Soldier Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :IBC 2012 Completely UnbracedAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing : E: Modulus :29,000.0 Span = 16.0 ft HP18x181 E(0,8.9115) H(6.24,0) Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Varying Uniform Load : E(S,E) = 0.0->1.371, H(S,E) = 0.960->0.0 ksf, Extent = 0.0 -->> 16.0 ft, Trib Width = 6.50 ft Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.851: 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft 99.824 k Mn / Omega : Allowable 938.759 k-ft Vn/Omega : Allowable HP18x181Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 360.0 k Section used for this span HP18x181 Ma : Applied Maximum Shear Stress Ratio = 0.277 : 1 0.000 ft 798.554 k-ft Va : Applied 0 <360 365Ratio =0 <180 Maximum DeflectionMax Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 1.053 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 71.292 Overall MINimum 49.920 E Only 71.292 H Only 49.920 12 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :20' Soldier Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :IBC 2012 Completely UnbracedAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing : E: Modulus :29,000.0 Span = 20.0 ft W27x217 E(0,9.8555) H(6.9,0) Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Varying Uniform Load : E(S,E) = 0.0->1.714, H(S,E) = 1.20->0.0 ksf, Extent = 0.0 -->> 20.0 ft, Trib Width = 5.750 ft Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.873: 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft 137.989 k Mn / Omega : Allowable 1,581.067 k-ft Vn/Omega : Allowable W27x217Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 471.440 k Section used for this span W27x217 Ma : Applied Maximum Shear Stress Ratio = 0.293 : 1 0.000 ft 1,379.847 k-ft Va : Applied 0 <360 498Ratio =0 <180 Maximum DeflectionMax Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.963 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 98.555 Overall MINimum 69.000 E Only 98.555 H Only 69.000 13 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :23' Soldier Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :IBC 2012 Completely UnbracedAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing : E: Modulus :29,000.0 Span = 23.0 ft W30x261 E(0,10.34775) H(7.245,0) Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Varying Uniform Load : E(S,E) = 0.0->1.971, H(S,E) = 1.380->0.0 ksf, Extent = 0.0 -->> 23.0 ft, Trib Width = 5.250 ft Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.937: 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft 166.617 k Mn / Omega : Allowable 2,044.713 k-ft Vn/Omega : Allowable W30x261Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 587.76 k Section used for this span W30x261 Ma : Applied Maximum Shear Stress Ratio = 0.283 : 1 0.000 ft 1,916.025 k-ft Va : Applied 0 <360 459Ratio =0 <180 Maximum DeflectionMax Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 1.203 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 118.999 Overall MINimum 83.318 E Only 118.999 H Only 83.318 14 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :2' Soldier Pile Embed Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Circular 4'-0"1'-4"Footing Diameter = 3'-6" Soil Surface No lateral restraint Point Load Distributed Load 42.0 300.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . . . psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 2.402 Moment 2.401 k-ft Minimum Required Depth 4.0 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 521.66 psf Allowable 524.10 psf Controlling Values ft^2Footing Base Area 9.621 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 1.714 1.333 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 0.9020 1.333 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 366.8 1.202 0.801+D+H 2.88 1.333 368.8 366.8 1.202 0.801+D+L+H 2.88 1.333 368.8 366.8 1.202 0.801+D+Lr+H 2.88 1.333 368.8 366.8 1.202 0.801+D+S+H 2.88 1.333 368.8 366.8 1.202 0.801+D+0.750Lr+0.750L+H 2.88 1.333 368.8 366.8 1.202 0.801+D+0.750L+0.750S+H 2.88 1.333 368.8 366.8 1.202 0.801+D+0.60W+H 2.88 1.333 368.8 521.7 2.402 2.401+D+0.70E+H 4.00 1.333 524.1 366.8 1.202 0.801+D+0.750Lr+0.750L+0.450W+H 2.88 1.333 368.8 15 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :2' Soldier Pile Embed 366.8 1.202 0.801+D+0.750L+0.750S+0.450W+H 2.88 1.333 368.8 489.9 2.102 2.001+D+0.750L+0.750S+0.5250E+H 3.75 1.333 490.3 291.4 0.721 0.481+0.60D+0.60W+0.60H 2.25 1.333 293.4 475.6 1.921 2.080+0.60D+0.70E+0.60H 3.63 1.333 478.4 16 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :4' Soldier Pile Embed Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Circular 8'-7-1/2"2'-8-1/16"Footing Diameter = 3'-6" Soil Surface No lateral restraint Point Load Distributed Load 42.0 300.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . . . psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 11.521 Moment 23.045 k-ft Minimum Required Depth 8.625 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 1,135.10 psf Allowable 1,135.98 psf Controlling Values ft^2Footing Base Area 9.621 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 8.229 2.667 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 2.160 2.667 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 798.2 5.761 7.682+D+H 6.00 1.333 799.1 798.2 5.761 7.682+D+L+H 6.00 1.333 799.1 798.2 5.761 7.682+D+Lr+H 6.00 1.333 799.1 798.2 5.761 7.682+D+S+H 6.00 1.333 799.1 798.2 5.761 7.682+D+0.750Lr+0.750L+H 6.00 1.333 799.1 798.2 5.761 7.682+D+0.750L+0.750S+H 6.00 1.333 799.1 798.2 5.761 7.682+D+0.60W+H 6.00 1.333 799.1 1,135.1 11.521 23.045+D+0.70E+H 8.63 1.333 1,136.0 798.2 5.761 7.682+D+0.750Lr+0.750L+0.450W+H 6.00 1.333 799.1 17 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :4' Soldier Pile Embed 798.2 5.761 7.682+D+0.750L+0.750S+0.450W+H 6.00 1.333 799.1 1,063.2 10.081 19.204+D+0.750L+0.750S+0.5250E+H 8.00 1.333 1,064.7 633.7 3.456 4.609+0.60D+0.60W+0.60H 4.88 1.333 634.5 1,034.3 9.217 19.972+0.60D+0.70E+0.60H 7.88 1.333 1,035.6 18 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :8' Soldier Pile Embed Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Circular 15'-0"5'-4"Footing Diameter = 3'-6" Soil Surface No lateral restraint Point Load Distributed Load 42.0 300.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . . . psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 34.559 Moment 138.230 k-ft Minimum Required Depth 15.0 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 1,992.95 psf Allowable 1,995.49 psf Controlling Values ft^2Footing Base Area 9.621 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 24.686 5.333 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 3.240 5.333 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 1,401.5 17.279 46.074+D+H 10.63 1.333 1,402.3 1,401.5 17.279 46.074+D+L+H 10.63 1.333 1,402.3 1,401.5 17.279 46.074+D+Lr+H 10.63 1.333 1,402.3 1,401.5 17.279 46.074+D+S+H 10.63 1.333 1,402.3 1,401.5 17.279 46.074+D+0.750Lr+0.750L+H 10.63 1.333 1,402.3 1,401.5 17.279 46.074+D+0.750L+0.750S+H 10.63 1.333 1,402.3 1,401.5 17.279 46.074+D+0.60W+H 10.63 1.333 1,402.3 1,993.0 34.559 138.230+D+0.70E+H 15.00 1.333 1,995.5 1,401.5 17.279 46.074+D+0.750Lr+0.750L+0.450W+H 10.63 1.333 1,402.3 19 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :8' Soldier Pile Embed 1,401.5 17.279 46.074+D+0.750L+0.750S+0.450W+H 10.63 1.333 1,402.3 1,867.9 30.239 115.191+D+0.750L+0.750S+0.5250E+H 14.13 1.333 1,869.8 1,114.4 10.367 27.645+0.60D+0.60W+0.60H 8.50 1.333 1,116.8 1,819.4 27.648 119.800+0.60D+0.70E+0.60H 13.75 1.333 1,822.2 20 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :12' Soldier Pile Embed Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Circular 20'-9"8'-0"Footing Diameter = 3'-6" Soil Surface No lateral restraint Point Load Distributed Load 42.0 300.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . . . psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 64.80 Moment 388.802 k-ft Minimum Required Depth 20.750 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 2,756.03 psf Allowable 2,757.81 psf Controlling Values ft^2Footing Base Area 9.621 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 46.286 8.0 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 4.050 8.0 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 1,936.2 32.400 129.600+D+H 14.63 1.333 1,938.4 1,936.2 32.400 129.600+D+L+H 14.63 1.333 1,938.4 1,936.2 32.400 129.600+D+Lr+H 14.63 1.333 1,938.4 1,936.2 32.400 129.600+D+S+H 14.63 1.333 1,938.4 1,936.2 32.400 129.600+D+0.750Lr+0.750L+H 14.63 1.333 1,938.4 1,936.2 32.400 129.600+D+0.750L+0.750S+H 14.63 1.333 1,938.4 1,936.2 32.400 129.600+D+0.60W+H 14.63 1.333 1,938.4 2,756.0 64.800 388.802+D+0.70E+H 20.75 1.333 2,757.8 1,936.2 32.400 129.600+D+0.750Lr+0.750L+0.450W+H 14.63 1.333 1,938.4 21 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :12' Soldier Pile Embed 1,936.2 32.400 129.600+D+0.750L+0.750S+0.450W+H 14.63 1.333 1,938.4 2,582.7 56.700 324.001+D+0.750L+0.750S+0.5250E+H 19.50 1.333 2,585.0 1,543.9 19.440 77.760+0.60D+0.60W+0.60H 11.63 1.333 1,544.4 2,519.1 51.840 336.962+0.60D+0.70E+0.60H 19.00 1.333 2,521.1 22 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :16' Soldier Pile Embed Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Circular 26'-0"10'-8-1/16"Footing Diameter = 3'-6" Soil Surface No lateral restraint Point Load Distributed Load 42.0 300.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . . . psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 99.841 Moment 798.75 k-ft Minimum Required Depth 26.0 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 3,449.03 psf Allowable 3,449.24 psf Controlling Values ft^2Footing Base Area 9.621 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 71.314 10.667 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 4.680 10.667 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 2,422.8 49.922 266.257+D+H 18.25 1.333 2,423.5 2,422.8 49.922 266.257+D+L+H 18.25 1.333 2,423.5 2,422.8 49.922 266.257+D+Lr+H 18.25 1.333 2,423.5 2,422.8 49.922 266.257+D+S+H 18.25 1.333 2,423.5 2,422.8 49.922 266.257+D+0.750Lr+0.750L+H 18.25 1.333 2,423.5 2,422.8 49.922 266.257+D+0.750L+0.750S+H 18.25 1.333 2,423.5 2,422.8 49.922 266.257+D+0.60W+H 18.25 1.333 2,423.5 3,449.0 99.841 798.751+D+0.70E+H 26.00 1.333 3,449.2 2,422.8 49.922 266.257+D+0.750Lr+0.750L+0.450W+H 18.25 1.333 2,423.5 23 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :16' Soldier Pile Embed 2,422.8 49.922 266.257+D+0.750L+0.750S+0.450W+H 18.25 1.333 2,423.5 3,232.1 87.361 665.628+D+0.750L+0.750S+0.5250E+H 24.38 1.333 3,233.6 1,933.1 29.953 159.754+0.60D+0.60W+0.60H 14.63 1.333 1,934.2 3,155.6 79.873 692.248+0.60D+0.70E+0.60H 23.75 1.333 3,155.9 24 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :20' Soldier Pile Embed Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Circular 30'-9"13'-4"Footing Diameter = 3'-6" Soil Surface No lateral restraint Point Load Distributed Load 42.0 300.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . . . psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 137.998 Moment 1,379.95 k-ft Minimum Required Depth 30.750 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 4,082.09 psf Allowable 4,084.49 psf Controlling Values ft^2Footing Base Area 9.621 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 98.571 13.333 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 5.175 13.333 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 2,867.2 68.998 459.977+D+H 21.63 1.333 2,868.8 2,867.2 68.998 459.977+D+L+H 21.63 1.333 2,868.8 2,867.2 68.998 459.977+D+Lr+H 21.63 1.333 2,868.8 2,867.2 68.998 459.977+D+S+H 21.63 1.333 2,868.8 2,867.2 68.998 459.977+D+0.750Lr+0.750L+H 21.63 1.333 2,868.8 2,867.2 68.998 459.977+D+0.750L+0.750S+H 21.63 1.333 2,868.8 2,867.2 68.998 459.977+D+0.60W+H 21.63 1.333 2,868.8 4,082.1 137.998 1,379.950+D+0.70E+H 30.75 1.333 4,084.5 2,867.2 68.998 459.977+D+0.750Lr+0.750L+0.450W+H 21.63 1.333 2,868.8 25 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :20' Soldier Pile Embed 2,867.2 68.998 459.977+D+0.750L+0.750S+0.450W+H 21.63 1.333 2,868.8 3,827.3 120.748 1,149.957+D+0.750L+0.750S+0.5250E+H 28.75 1.333 3,828.0 2,290.8 41.399 275.986+0.60D+0.60W+0.60H 17.25 1.333 2,291.4 3,737.9 110.399 1,195.959+0.60D+0.70E+0.60H 28.13 1.333 3,740.0 26 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :23' Soldier Pile Embed Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Circular 33'-0"15'-4"Footing Diameter = 3'-6" Soil Surface No lateral restraint Point Load Distributed Load 42.0 300.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . . . psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 156.156 Moment 1,795.77 k-ft Minimum Required Depth 33.0 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 4,383.55 psf Allowable 4,384.60 psf Controlling Values ft^2Footing Base Area 9.621 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 111.543 15.333 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 5.092 15.333 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 3,077.2 78.076 598.567+D+H 23.13 1.333 3,079.2 3,077.2 78.076 598.567+D+L+H 23.13 1.333 3,079.2 3,077.2 78.076 598.567+D+Lr+H 23.13 1.333 3,079.2 3,077.2 78.076 598.567+D+S+H 23.13 1.333 3,079.2 3,077.2 78.076 598.567+D+0.750Lr+0.750L+H 23.13 1.333 3,079.2 3,077.2 78.076 598.567+D+0.750L+0.750S+H 23.13 1.333 3,079.2 3,077.2 78.076 598.567+D+0.60W+H 23.13 1.333 3,079.2 4,383.5 156.156 1,795.769+D+0.70E+H 33.00 1.333 4,384.6 3,077.2 78.076 598.567+D+0.750Lr+0.750L+0.450W+H 23.13 1.333 3,079.2 27 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\13-SOC~1\SOCREW~1.EC6 Description :23' Soldier Pile Embed 3,077.2 78.076 598.567+D+0.750L+0.750S+0.450W+H 23.13 1.333 3,079.2 4,108.3 136.636 1,496.468+D+0.750L+0.750S+0.5250E+H 30.88 1.333 4,111.3 2,460.8 46.845 359.140+0.60D+0.60W+0.60H 18.50 1.333 2,463.6 4,018.3 124.925 1,556.342+0.60D+0.70E+0.60H 30.25 1.333 4,018.7 28 29 Wood Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\24-SOC~1\SOCREW~1.EC6 Description :4' Retaining - Lagging CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.01,500.0 625.0 1,700.0620.0 180.0 675.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2012 4x10 Span = 13.0 ft H(0.22) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : H = 0.220 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.911: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 6.500ft 58.52 psi= = FB : Allowable 1,227.20psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 162.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.361 : 1 12.241 ft= = 1,117.38psi fv : Actual Maximum Deflection 0 <360 430Ratio =0 <180 Max Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.362 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.430 1.430 Overall MINimum 1.430 1.430 H Only 1.430 1.430 30 Wood Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\24-SOC~1\SOCREW~1.EC6 Description :8' Retaining - Lagging CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.01,500.0 625.0 1,700.0620.0 180.0 675.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2012 4x10 Span = 9.0 ft H(0.44) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : H = 0.440 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.869: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 4.500ft 76.34 psi= = FB : Allowable 1,232.38psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 162.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.471 : 1 8.245 ft= = 1,071.10psi fv : Actual Maximum Deflection 0 <360 648Ratio =0 <180 Max Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.166 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.980 1.980 Overall MINimum 1.980 1.980 H Only 1.980 1.980 31 Wood Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\24-SOC~1\SOCREW~1.EC6 Description :12' Retaining - Lagging CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.01,500.0 625.0 1,700.0620.0 180.0 675.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2012 4x10 Span = 7.50 ft H(0.66) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : H = 0.660 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.904: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.750ft 91.24 psi= = FB : Allowable 1,234.16psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 162.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.563 : 1 6.734 ft= = 1,115.73psi fv : Actual Maximum Deflection 0 <360 747Ratio =0 <180 Max Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.120 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.475 2.475 Overall MINimum 2.475 2.475 H Only 2.475 2.475 32 Wood Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\24-SOC~1\SOCREW~1.EC6 Description :14' Retaining - Lagging CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.01,500.0 625.0 1,700.0620.0 180.0 675.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2012 4x10 Span = 7.0 ft H(0.77) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : H = 0.770 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.918: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.500ft 97.52 psi= = FB : Allowable 1,234.74psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 162.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.602 : 1 6.234 ft= = 1,133.91psi fv : Actual Maximum Deflection 0 <360 787Ratio =0 <180 Max Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.107 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.695 2.695 Overall MINimum 2.695 2.695 H Only 2.695 2.695 33 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\24-SOC~1\SOCREW~1.EC6 Description :4' Soldier Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :IBC 2012 Completely UnbracedAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing : E: Modulus :29,000.0 Span = 4.0 ft HP8x36 E(0,4.459) H(2.86,0) Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Varying Uniform Load : E(S,E) = 0.0->0.3430, H(S,E) = 0.220->0.0 ksf, Extent = 0.0 -->> 4.0 ft, Trib Width = 13.0 ft Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.290: 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft 11.963 k Mn / Omega : Allowable 83.796 k-ft Vn/Omega : Allowable HP8x36Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 71.378 k Section used for this span HP8x36 Ma : Applied Maximum Shear Stress Ratio = 0.168 : 1 0.000 ft 24.274 k-ft Va : Applied 0 <360 1839Ratio =0 <180 Maximum DeflectionMax Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.052 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 8.918 Overall MINimum 5.720 E Only 8.918 H Only 5.720 34 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\24-SOC~1\SOCREW~1.EC6 Description :8' Soldier Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :IBC 2012 Completely UnbracedAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing : E: Modulus :29,000.0 Span = 8.0 ft HP10x57 E(0,6.174) H(3.96,0) Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Varying Uniform Load : E(S,E) = 0.0->0.6860, H(S,E) = 0.440->0.0 ksf, Extent = 0.0 -->> 8.0 ft, Trib Width = 9.0 ft Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.810: 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft 33.127 k Mn / Omega : Allowable 165.918 k-ft Vn/Omega : Allowable HP10x57Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 113.0 k Section used for this span HP10x57 Ma : Applied Maximum Shear Stress Ratio = 0.293 : 1 0.000 ft 134.438 k-ft Va : Applied 0 <360 410Ratio =0 <180 Maximum DeflectionMax Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.468 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 24.696 Overall MINimum 15.840 E Only 24.696 H Only 15.840 35 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\24-SOC~1\SOCREW~1.EC6 Description :12' Soldier Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :IBC 2012 Completely UnbracedAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing : E: Modulus :29,000.0 Span = 12.0 ft HP14x102 E(0,7.7175) H(4.95,0) Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Varying Uniform Load : E(S,E) = 0.0->1.029, H(S,E) = 0.660->0.0 ksf, Extent = 0.0 -->> 12.0 ft, Trib Width = 7.50 ft Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.928: 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft 62.114 k Mn / Omega : Allowable 407.275 k-ft Vn/Omega : Allowable HP14x102Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 197.40 k Section used for this span HP14x102 Ma : Applied Maximum Shear Stress Ratio = 0.315 : 1 0.000 ft 378.108 k-ft Va : Applied 0 <360 347Ratio =0 <180 Maximum DeflectionMax Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.830 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 46.305 Overall MINimum 29.700 E Only 46.305 H Only 29.700 36 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\24-SOC~1\SOCREW~1.EC6 Description :14' Soldier Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :IBC 2012 Completely UnbracedAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing : E: Modulus :29,000.0 Span = 14.0 ft HP16x141 E(0,8.4) H(5.39,0) Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Varying Uniform Load : E(S,E) = 0.0->1.20, H(S,E) = 0.770->0.0 ksf, Extent = 0.0 -->> 14.0 ft, Trib Width = 7.0 ft Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.855: 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft 78.890 k Mn / Omega : Allowable 654.954 k-ft Vn/Omega : Allowable HP16x141Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 280.0 k Section used for this span HP16x141 Ma : Applied Maximum Shear Stress Ratio = 0.282 : 1 0.000 ft 560.233 k-ft Va : Applied 0 <360 358Ratio =0 <180 Maximum DeflectionMax Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.939 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 58.800 Overall MINimum 37.730 E Only 58.800 H Only 37.730 37 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\24-SOC~1\SOCREW~1.EC6 Description :2.5' Soldier Pile Embed Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Circular 5'-4-1/2"1'-8-1/16"Footing Diameter = 3'-6" Soil Surface No lateral restraint Point Load Distributed Load 42.0 240.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . . . psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 3.593 Moment 4.557 k-ft Minimum Required Depth 5.375 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 567.95 psf Allowable 568.13 psf Controlling Values ft^2Footing Base Area 9.621 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 2.678 1.667 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 1.031 1.667 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 390.8 1.719 1.433+D+H 3.75 1.333 391.2 390.8 1.719 1.433+D+L+H 3.75 1.333 391.2 390.8 1.719 1.433+D+Lr+H 3.75 1.333 391.2 390.8 1.719 1.433+D+S+H 3.75 1.333 391.2 390.8 1.719 1.433+D+0.750Lr+0.750L+H 3.75 1.333 391.2 390.8 1.719 1.433+D+0.750L+0.750S+H 3.75 1.333 391.2 390.8 1.719 1.433+D+0.60W+H 3.75 1.333 391.2 567.9 3.593 4.557+D+0.70E+H 5.38 1.333 568.1 390.8 1.719 1.433+D+0.750Lr+0.750L+0.450W+H 3.75 1.333 391.2 38 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\24-SOC~1\SOCREW~1.EC6 Description :2.5' Soldier Pile Embed 390.8 1.719 1.433+D+0.750L+0.750S+0.450W+H 3.75 1.333 391.2 530.6 3.125 3.776+D+0.750L+0.750S+0.5250E+H 5.00 1.333 530.9 310.4 1.031 0.860+0.60D+0.60W+0.60H 3.00 1.333 310.7 519.7 2.906 3.984+0.60D+0.70E+0.60H 5.00 1.333 520.6 39 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\24-SOC~1\SOCREW~1.EC6 Description :4' Soldier Pile Embed Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Circular 9'-7-1/2"2'-8-1/16"Footing Diameter = 3'-6" Soil Surface No lateral restraint Point Load Distributed Load 42.0 240.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . . . psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 11.961 Moment 24.270 k-ft Minimum Required Depth 9.625 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 1,023.06 psf Allowable 1,025.28 psf Controlling Values ft^2Footing Base Area 9.621 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 8.914 2.667 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 2.145 2.667 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 704.4 5.721 7.629+D+H 6.63 1.333 706.1 704.4 5.721 7.629+D+L+H 6.63 1.333 706.1 704.4 5.721 7.629+D+Lr+H 6.63 1.333 706.1 704.4 5.721 7.629+D+S+H 6.63 1.333 706.1 704.4 5.721 7.629+D+0.750Lr+0.750L+H 6.63 1.333 706.1 704.4 5.721 7.629+D+0.750L+0.750S+H 6.63 1.333 706.1 704.4 5.721 7.629+D+0.60W+H 6.63 1.333 706.1 1,023.1 11.961 24.270+D+0.70E+H 9.63 1.333 1,025.3 704.4 5.721 7.629+D+0.750Lr+0.750L+0.450W+H 6.63 1.333 706.1 40 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\24-SOC~1\SOCREW~1.EC6 Description :4' Soldier Pile Embed 704.4 5.721 7.629+D+0.750L+0.750S+0.450W+H 6.63 1.333 706.1 955.9 10.401 20.110+D+0.750L+0.750S+0.5250E+H 9.00 1.333 957.7 558.6 3.432 4.577+0.60D+0.60W+0.60H 5.25 1.333 559.5 935.9 9.672 21.219+0.60D+0.70E+0.60H 8.88 1.333 937.3 41 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\24-SOC~1\SOCREW~1.EC6 Description :8' Soldier Pile Embed Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Circular 16'-4-1/2"5'-4"Footing Diameter = 3'-6" Soil Surface No lateral restraint Point Load Distributed Load 42.0 240.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . . . psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 33.119 Moment 134.390 k-ft Minimum Required Depth 16.375 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 1,731.99 psf Allowable 1,734.14 psf Controlling Values ft^2Footing Base Area 9.621 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 24.686 5.333 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 2.970 5.333 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 1,191.9 15.839 42.235+D+H 11.25 1.333 1,193.5 1,191.9 15.839 42.235+D+L+H 11.25 1.333 1,193.5 1,191.9 15.839 42.235+D+Lr+H 11.25 1.333 1,193.5 1,191.9 15.839 42.235+D+S+H 11.25 1.333 1,193.5 1,191.9 15.839 42.235+D+0.750Lr+0.750L+H 11.25 1.333 1,193.5 1,191.9 15.839 42.235+D+0.750L+0.750S+H 11.25 1.333 1,193.5 1,191.9 15.839 42.235+D+0.60W+H 11.25 1.333 1,193.5 1,732.0 33.119 134.390+D+0.70E+H 16.38 1.333 1,734.1 1,191.9 15.839 42.235+D+0.750Lr+0.750L+0.450W+H 11.25 1.333 1,193.5 42 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\24-SOC~1\SOCREW~1.EC6 Description :8' Soldier Pile Embed 1,191.9 15.839 42.235+D+0.750L+0.750S+0.450W+H 11.25 1.333 1,193.5 1,618.4 28.799 111.351+D+0.750L+0.750S+0.5250E+H 15.25 1.333 1,620.5 947.7 9.503 25.341+0.60D+0.60W+0.60H 9.00 1.333 948.6 1,587.6 26.784 117.496+0.60D+0.70E+0.60H 15.00 1.333 1,588.8 43 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\24-SOC~1\SOCREW~1.EC6 Description :12' Soldier Pile Embed Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Circular 22'-6"8'-0"Footing Diameter = 3'-6" Soil Surface No lateral restraint Point Load Distributed Load 42.0 240.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . . . psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 62.104 Moment 378.018 k-ft Minimum Required Depth 22.50 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 2,394.15 psf Allowable 2,395.63 psf Controlling Values ft^2Footing Base Area 9.621 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 46.286 8.0 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 3.713 8.0 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 1,647.7 29.704 118.816+D+H 15.50 1.333 1,647.9 1,647.7 29.704 118.816+D+L+H 15.50 1.333 1,647.9 1,647.7 29.704 118.816+D+Lr+H 15.50 1.333 1,647.9 1,647.7 29.704 118.816+D+S+H 15.50 1.333 1,647.9 1,647.7 29.704 118.816+D+0.750Lr+0.750L+H 15.50 1.333 1,647.9 1,647.7 29.704 118.816+D+0.750L+0.750S+H 15.50 1.333 1,647.9 1,647.7 29.704 118.816+D+0.60W+H 15.50 1.333 1,647.9 2,394.2 62.104 378.018+D+0.70E+H 22.50 1.333 2,395.6 1,647.7 29.704 118.816+D+0.750Lr+0.750L+0.450W+H 15.50 1.333 1,647.9 44 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\24-SOC~1\SOCREW~1.EC6 Description :12' Soldier Pile Embed 1,647.7 29.704 118.816+D+0.750L+0.750S+0.450W+H 15.50 1.333 1,647.9 2,238.1 54.004 313.217+D+0.750L+0.750S+0.5250E+H 21.00 1.333 2,238.4 1,311.2 17.822 71.290+0.60D+0.60W+0.60H 12.38 1.333 1,312.5 2,196.6 50.223 330.491+0.60D+0.70E+0.60H 20.63 1.333 2,197.5 45 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\24-SOC~1\SOCREW~1.EC6 Description :14' Soldier Pile Embed Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Circular 25'-6"9'-4"Footing Diameter = 3'-6" Soil Surface No lateral restraint Point Load Distributed Load 42.0 240.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . . . psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 78.893 Moment 560.23 k-ft Minimum Required Depth 25.50 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 2,708.76 psf Allowable 2,709.19 psf Controlling Values ft^2Footing Base Area 9.621 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 58.80 9.333 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 4.043 9.333 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 1,863.6 37.733 176.083+D+H 17.50 1.333 1,863.7 1,863.6 37.733 176.083+D+L+H 17.50 1.333 1,863.7 1,863.6 37.733 176.083+D+Lr+H 17.50 1.333 1,863.7 1,863.6 37.733 176.083+D+S+H 17.50 1.333 1,863.7 1,863.6 37.733 176.083+D+0.750Lr+0.750L+H 17.50 1.333 1,863.7 1,863.6 37.733 176.083+D+0.750L+0.750S+H 17.50 1.333 1,863.7 1,863.6 37.733 176.083+D+0.60W+H 17.50 1.333 1,863.7 2,708.8 78.893 560.229+D+0.70E+H 25.50 1.333 2,709.2 1,863.6 37.733 176.083+D+0.750Lr+0.750L+0.450W+H 17.50 1.333 1,863.7 46 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\24-SOC~1\SOCREW~1.EC6 Description :14' Soldier Pile Embed 1,863.6 37.733 176.083+D+0.750L+0.750S+0.450W+H 17.50 1.333 1,863.7 2,531.4 68.603 464.192+D+0.750L+0.750S+0.5250E+H 23.75 1.333 2,532.3 1,483.5 22.640 105.650+0.60D+0.60W+0.60H 14.00 1.333 1,485.4 2,485.7 63.800 489.796+0.60D+0.70E+0.60H 23.38 1.333 2,486.7 47 SOCRE RETAINING WALL CALCULATIONS WALL 36 PREPARED FOR SDG&E PREPARED BY AECOM/URS CORPORATION 201 WEST A STREET, SUITE 1200 SAN DIEGO, CA 92101 DATE SIGNED: 11/26/2018 JOB TITLE ORIGINATOR DATE JOB NO.REVIEWER DATE 3 ft RETAINING x 5'-0" TRIBUTARY WIDTH Pa =40 PSF/FT Active Pressure Resultant =180 lbs Ps =35 PSF/FT at h =1 ft =50 psf/ft x 0.7 Seismic Pressure Resultant =157.5 lbs at h =2 ft Combined Moment =495 ft-lbs/ft of RW Combined Resultant Shear =337.5 lbs/ft of RW x 5'-0" =1687.5 lbs Equivalent moment arm =1.47 ft 5 ft RETAINING x 8'-0" TRIBUTARY WIDTH Active Pressure Resultant =500 lbs at h =1.67 ft Seismic Pressure Resultant =437.5 lbs at h =3.33 ft Combined Moment =2291.667 ft-lbs/ft of RW Combined Resultant Shear =937.5 lbs/ft of RW x 8'-0" =7500 lbs Equivalent moment arm =2.44 ft 6 ft RETAINING x 8'-0" TRIBUTARY WIDTH Active Pressure Resultant =720 lbs at h =2 ft Seismic Pressure Resultant =630 lbs at h =4 ft Combined Moment =3960 ft-lbs/ft of RW Combined Resultant Shear =1350 lbs/ft of RW x 8'-0" =10800 lbs Equivalent moment arm =2.93 ft 8 ft RETAINING x 8'-0" TRIBUTARY WIDTH Active Pressure Resultant =1280 lbs at h =2.67 ft Seismic Pressure Resultant =1120 lbs at h =5.33 ft Combined Moment =9386.667 ft-lbs/ft of RW Combined Resultant Shear =2400 lbs/ft of RW x 8'-0" =19200 lbs Equivalent moment arm =3.91 ft 1/2 x (3' x 35psf/ft) x 3' = Comb. Moment / Resultant Shear = 1/2 x (6' x 40psf/ft) x 6' = 1/2 x (6' x 35psf/ft) x 6' = Comb. Moment / Resultant Shear = 1/2 x (5' x 40psf/ft) x 5' = SOCRE WALL #36 CC 1/2 x (3' x 40psf/ft) x 3' = 11/26/2018 1/2 x (5' x 35psf/ft) x 5' = Comb. Moment / Resultant Shear = 1/2 x (8' x 40psf/ft) x 8' = 1/2 x (8' x 35psf/ft) x 8' = Comb. Moment / Resultant Shear = JOB TITLE ORIGINATOR DATE JOB NO.REVIEWER DATE 10 ft RETAINING x 8'-0" TRIBUTARY WIDTH Pa =40 PSF/FT Active Pressure Resultant =2000 lbs Ps =35 PSF/FT at h =3.33 ft =50 psf/ft x 0.7 Seismic Pressure Resultant =1750 lbs at h =6.67 ft Combined Moment =18333.33 ft-lbs/ft of RW Combined Resultant Shear =3750 lbs/ft of RW x 8'-0" =30000 lbs Equivalent moment arm =4.89 ft 13 ft RETAINING x 8'-0" TRIBUTARY WIDTH Active Pressure Resultant =3380 lbs at h =4.33 ft Seismic Pressure Resultant =2957.5 lbs at h =8.67 ft Combined Moment =40278.33 ft-lbs/ft of RW Combined Resultant Shear =6337.5 lbs/ft of RW x 8'-0" =50700 lbs Equivalent moment arm =6.36 ft 15.5 ft RETAINING x 5'-0" TRIBUTARY WIDTH Active Pressure Resultant =4805 lbs at h =5.17 ft Seismic Pressure Resultant =4204.375 lbs at h =10.3 ft Combined Moment =68271.04 ft-lbs/ft of RW Combined Resultant Shear =9009.375 lbs/ft of RW x 85'-0" =45046.88 lbs Equivalent moment arm =7.58 ftComb. Moment / Resultant Shear = 1/2 x (10' x 35psf/ft) x 10' = Comb. Moment / Resultant Shear = 1/2 x (13' x 40psf/ft) x 13' = 1/2 x (13' x 35psf/ft) x 13' = Comb. Moment / Resultant Shear = 1/2 x (15.5' x 40psf/ft) x 15.5' = 1/2 x (15.5' x 35psf/ft) x 15.5' = 11/26/2018SOCRE WALL #36 CC 1/2 x (10' x 40psf/ft) x 10' = Pole Footing Embedded in Soil Licensee : aecomLic. # : KW-06005615 Description :drilled shaft at 3' retaining (5' tributary) Project Title:Engineer:Project ID: Printed: 26 NOV 2018, 9:09AM Project Descr: File = C:\Users\CHRIST~1.CAS\Desktop\SOCREW~1\socre wall 36.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 . Code References Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Circular 26.0 300.0 3,000.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+HGoverning Load Combination : Lateral Load 1.688 Moment 2.481 k-ft Minimum Required Depth 5.0 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 491.146 psf Allowable 492.051 psf Controlling Values ft^2Footing Base Area 3.687 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 1.688 1.470 k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 491.11.688 2.481+D+H 5.00 1.000492.1 491.11.688 2.481+D+L+H 5.00 1.000492.1 491.11.688 2.481+D+Lr+H 5.00 1.000492.1 491.11.688 2.481+D+S+H 5.00 1.000492.1 491.11.688 2.481+D+0.750Lr+0.750L+H 5.00 1.000492.1 491.11.688 2.481+D+0.750L+0.750S+H 5.00 1.000492.1 491.11.688 2.481+D+0.60W+H 5.00 1.000492.1 491.11.688 2.481+D+0.70E+H 5.00 1.000492.1 491.11.688 2.481+D+0.750Lr+0.750L+0.450W+H 5.00 1.000492.1 Pole Footing Embedded in Soil Licensee : aecomLic. # : KW-06005615 Description :drilled shaft at 5' retaining (10' spacing) Project Title:Engineer:Project ID: Printed: 26 NOV 2018, 9:09AM Project Descr: File = C:\Users\CHRIST~1.CAS\Desktop\SOCREW~1\socre wall 36.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 . Code References Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Circular 26.0 300.0 3,000.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+HGoverning Load Combination : Lateral Load 7.50 Moment 18.30 k-ft Minimum Required Depth 10.125 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 1,010.33 psf Allowable 1,012.35 psf Controlling Values ft^2Footing Base Area 3.687 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 7.50 2.440 k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 1,010.37.500 18.300+D+H 10.13 1.0001,012.3 1,010.37.500 18.300+D+L+H 10.13 1.0001,012.3 1,010.37.500 18.300+D+Lr+H 10.13 1.0001,012.3 1,010.37.500 18.300+D+S+H 10.13 1.0001,012.3 1,010.37.500 18.300+D+0.750Lr+0.750L+H 10.13 1.0001,012.3 1,010.37.500 18.300+D+0.750L+0.750S+H 10.13 1.0001,012.3 1,010.37.500 18.300+D+0.60W+H 10.13 1.0001,012.3 1,010.37.500 18.300+D+0.70E+H 10.13 1.0001,012.3 1,010.37.500 18.300+D+0.750Lr+0.750L+0.450W+H 10.13 1.0001,012.3 Pole Footing Embedded in Soil Licensee : aecomLic. # : KW-06005615 Description :drilled shaft at 6' retaining (8' tributary) Project Title:Engineer:Project ID: Printed: 26 NOV 2018, 9:09AM Project Descr: File = C:\Users\CHRIST~1.CAS\Desktop\SOCREW~1\socre wall 36.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 . Code References Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Circular 26.0 300.0 3,000.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+HGoverning Load Combination : Lateral Load 10.80 Moment 31.644 k-ft Minimum Required Depth 12.250 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 1,212.82 psf Allowable 1,214.61 psf Controlling Values ft^2Footing Base Area 3.687 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 10.80 2.930 k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 1,212.810.800 31.644+D+H 12.25 1.0001,214.6 1,212.810.800 31.644+D+L+H 12.25 1.0001,214.6 1,212.810.800 31.644+D+Lr+H 12.25 1.0001,214.6 1,212.810.800 31.644+D+S+H 12.25 1.0001,214.6 1,212.810.800 31.644+D+0.750Lr+0.750L+H 12.25 1.0001,214.6 1,212.810.800 31.644+D+0.750L+0.750S+H 12.25 1.0001,214.6 1,212.810.800 31.644+D+0.60W+H 12.25 1.0001,214.6 1,212.810.800 31.644+D+0.70E+H 12.25 1.0001,214.6 1,212.810.800 31.644+D+0.750Lr+0.750L+0.450W+H 12.25 1.0001,214.6 Pole Footing Embedded in Soil Licensee : aecomLic. # : KW-06005615 Description :drilled shaft at 8' retaining (8' tributary) Project Title:Engineer:Project ID: Printed: 26 NOV 2018, 9:09AM Project Descr: File = C:\Users\CHRIST~1.CAS\Desktop\SOCREW~1\socre wall 36.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 . Code References Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Circular 26.0 300.0 3,000.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+HGoverning Load Combination : Lateral Load 19.20 Moment 75.072 k-ft Minimum Required Depth 16.250 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 1,617.73 psf Allowable 1,619.19 psf Controlling Values ft^2Footing Base Area 3.687 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 19.20 3.910 k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 1,617.719.200 75.072+D+H 16.25 1.0001,619.2 1,617.719.200 75.072+D+L+H 16.25 1.0001,619.2 1,617.719.200 75.072+D+Lr+H 16.25 1.0001,619.2 1,617.719.200 75.072+D+S+H 16.25 1.0001,619.2 1,617.719.200 75.072+D+0.750Lr+0.750L+H 16.25 1.0001,619.2 1,617.719.200 75.072+D+0.750L+0.750S+H 16.25 1.0001,619.2 1,617.719.200 75.072+D+0.60W+H 16.25 1.0001,619.2 1,617.719.200 75.072+D+0.70E+H 16.25 1.0001,619.2 1,617.719.200 75.072+D+0.750Lr+0.750L+0.450W+H 16.25 1.0001,619.2 Pole Footing Embedded in Soil Licensee : aecomLic. # : KW-06005615 Description :drilled shaft at 10' retaining (8' tributary) Project Title:Engineer:Project ID: Printed: 26 NOV 2018, 9:09AM Project Descr: File = C:\Users\CHRIST~1.CAS\Desktop\SOCREW~1\socre wall 36.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 . Code References Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Circular 26.0 300.0 3,000.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+HGoverning Load Combination : Lateral Load 30.0 Moment 146.70 k-ft Minimum Required Depth 20.250 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 2,022.58 psf Allowable 2,023.81 psf Controlling Values ft^2Footing Base Area 3.687 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 30.0 4.890 k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 2,022.630.000 146.700+D+H 20.25 1.0002,023.8 2,022.630.000 146.700+D+L+H 20.25 1.0002,023.8 2,022.630.000 146.700+D+Lr+H 20.25 1.0002,023.8 2,022.630.000 146.700+D+S+H 20.25 1.0002,023.8 2,022.630.000 146.700+D+0.750Lr+0.750L+H 20.25 1.0002,023.8 2,022.630.000 146.700+D+0.750L+0.750S+H 20.25 1.0002,023.8 2,022.630.000 146.700+D+0.60W+H 20.25 1.0002,023.8 2,022.630.000 146.700+D+0.70E+H 20.25 1.0002,023.8 2,022.630.000 146.700+D+0.750Lr+0.750L+0.450W+H 20.25 1.0002,023.8 Pole Footing Embedded in Soil Licensee : aecomLic. # : KW-06005615 Description :drilled shaft at 13' retaining (8' tributary) Project Title:Engineer:Project ID: Printed: 26 NOV 2018, 9:09AM Project Descr: File = C:\Users\CHRIST~1.CAS\Desktop\SOCREW~1\socre wall 36.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 . Code References Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Circular 26.0 300.0 3,000.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+HGoverning Load Combination : Lateral Load 50.70 Moment 322.452 k-ft Minimum Required Depth 26.375 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 2,629.31 psf Allowable 2,631.20 psf Controlling Values ft^2Footing Base Area 3.687 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 50.70 6.360 k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 2,629.350.700 322.452+D+H 26.38 1.0002,631.2 2,629.350.700 322.452+D+L+H 26.38 1.0002,631.2 2,629.350.700 322.452+D+Lr+H 26.38 1.0002,631.2 2,629.350.700 322.452+D+S+H 26.38 1.0002,631.2 2,629.350.700 322.452+D+0.750Lr+0.750L+H 26.38 1.0002,631.2 2,629.350.700 322.452+D+0.750L+0.750S+H 26.38 1.0002,631.2 2,629.350.700 322.452+D+0.60W+H 26.38 1.0002,631.2 2,629.350.700 322.452+D+0.70E+H 26.38 1.0002,631.2 2,629.350.700 322.452+D+0.750Lr+0.750L+0.450W+H 26.38 1.0002,631.2 Pole Footing Embedded in Soil Licensee : aecomLic. # : KW-06005615 Description :drilled shaft at 15' retaining (5' tributary) Project Title:Engineer:Project ID: Printed: 26 NOV 2018, 9:09AM Project Descr: File = C:\Users\CHRIST~1.CAS\Desktop\SOCREW~1\socre wall 36.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 . Code References Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Circular 26.0 300.0 3,000.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+HGoverning Load Combination : Lateral Load 45.047 Moment 341.456 k-ft Minimum Required Depth 25.50 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 2,538.75 psf Allowable 2,539.74 psf Controlling Values ft^2Footing Base Area 3.687 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 45.047 7.580 k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 2,538.745.047 341.456+D+H 25.50 1.0002,539.7 2,538.745.047 341.456+D+L+H 25.50 1.0002,539.7 2,538.745.047 341.456+D+Lr+H 25.50 1.0002,539.7 2,538.745.047 341.456+D+S+H 25.50 1.0002,539.7 2,538.745.047 341.456+D+0.750Lr+0.750L+H 25.50 1.0002,539.7 2,538.745.047 341.456+D+0.750L+0.750S+H 25.50 1.0002,539.7 2,538.745.047 341.456+D+0.60W+H 25.50 1.0002,539.7 2,538.745.047 341.456+D+0.70E+H 25.50 1.0002,539.7 2,538.745.047 341.456+D+0.750Lr+0.750L+0.450W+H 25.50 1.0002,539.7 Steel Beam Licensee : aecomLic. # : KW-06005615 Description :Soldier pile (Final) Project Title:Engineer:Project ID: Printed: 26 NOV 2018, 9:40AM Project Descr: File = C:\Users\CHRIST~1.CAS\Desktop\SOCREW~1\socre wall 36.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 . CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method :ksi Bending Axis :Major Axis Bending Completely UnbracedAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Load for Span Number 1 Varying Uniform Load : E= 0.0->0.650, H= 0.520->0.0 ksf, Extent = 0.0 -->> 13.0 ft, Trib Width = 8.0 ft, (ACTIVE + SEISMIC) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.951 : 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1Location of maximum on span 0.000ft 50.70 k Mn / Omega : Allowable 338.870 k-ft Vn/Omega : Allowable HP14x89Section used for this span Span # where maximum occursLocation of maximum on span Span # 1 Load Combination +D+0.70E+H 169.740 k Section used for this span HP14x89 Ma : Applied Maximum Shear Stress Ratio =0.299 : 1 0.000 ft 322.227 k-ft Va : Applied 0 <180 352Ratio =0 <180 Maximum DeflectionMax Downward Transient Deflection 0.896 in 348Ratio =>=180Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.888 in Ratio =>=180Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+HDsgn. L = 13.00 ft 1 0.346 0.159 -117.17 117.17 565.91 338.87 1.00 1.00 27.04 254.61 169.74+D+L+HDsgn. L = 13.00 ft 1 0.346 0.159 -117.17 117.17 565.91 338.87 1.00 1.00 27.04 254.61 169.74+D+Lr+HDsgn. L = 13.00 ft 1 0.346 0.159 -117.17 117.17 565.91 338.87 1.00 1.00 27.04 254.61 169.74+D+S+HDsgn. L = 13.00 ft 1 0.346 0.159 -117.17 117.17 565.91 338.87 1.00 1.00 27.04 254.61 169.74+D+0.750Lr+0.750L+HDsgn. L = 13.00 ft 1 0.346 0.159 -117.17 117.17 565.91 338.87 1.00 1.00 27.04 254.61 169.74+D+0.750L+0.750S+HDsgn. L = 13.00 ft 1 0.346 0.159 -117.17 117.17 565.91 338.87 1.00 1.00 27.04 254.61 169.74+D+0.60W+HDsgn. L = 13.00 ft 1 0.346 0.159 -117.17 117.17 565.91 338.87 1.00 1.00 27.04 254.61 169.74+D+0.70E+HDsgn. L = 13.00 ft 1 0.951 0.299 -322.23 322.23 565.91 338.87 1.00 1.00 50.70 254.61 169.74+D+0.750Lr+0.750L+0.450W+HDsgn. L = 13.00 ft 1 0.346 0.159 -117.17 117.17 565.91 338.87 1.00 1.00 27.04 254.61 169.74+D+0.750L+0.750S+0.450W+HDsgn. L = 13.00 ft 1 0.346 0.159 -117.17 117.17 565.91 338.87 1.00 1.00 27.04 254.61 169.74+D+0.750L+0.750S+0.5250E+HDsgn. L = 13.00 ft 1 0.800 0.264 -270.96 270.96 565.91 338.87 1.00 1.00 44.79 254.61 169.74+0.60D+0.60W+0.60H Steel Beam Licensee : aecomLic. # : KW-06005615 Description :Soldier pile (Final) Project Title:Engineer:Project ID: Printed: 26 NOV 2018, 9:40AM Project Descr: File = C:\Users\CHRIST~1.CAS\Desktop\SOCREW~1\socre wall 36.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 . Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 13.00 ft 1 0.207 0.096 -70.30 70.30 565.91 338.87 1.00 1.00 16.22 254.61 169.74+0.60D+0.70E+0.60HDsgn. L = 13.00 ft 1 0.813 0.235 -275.36 275.36 565.91 338.87 1.00 1.00 39.88 254.61 169.74. Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections E Only 1 0.8956 13.000 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 50.700 Overall MINimum 16.224 +D+H 27.040 +D+L+H 27.040 +D+Lr+H 27.040 +D+S+H 27.040 +D+0.750Lr+0.750L+H 27.040 +D+0.750L+0.750S+H 27.040 +D+0.60W+H 27.040 +D+0.70E+H 50.700 +D+0.750Lr+0.750L+0.450W+H 27.040 +D+0.750L+0.750S+0.450W+H 27.040 +D+0.750L+0.750S+0.5250E+H 44.785 +0.60D+0.60W+0.60H 16.224 +0.60D+0.70E+0.60H 39.884 D Only Lr Only L Only S Only W Only E Only 33.800 H Only 27.040 Wood Beam Licensee : aecomLic. # : KW-06005615 Description :wood lagging 4x12 (10'-0" spacing) Loaded on strong axis Project Title:Engineer:Project ID: Printed: 26 NOV 2018, 9:09AM Project Descr: File = C:\Users\CHRIST~1.CAS\Desktop\SOCREW~1\socre wall 36.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - LarchNo.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : H = 0.120 ksf, Tributary Width = 0.330 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.120: 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 5.000ft 7.77 psi= = FB : Allowable 992.99psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+H= = = 129.60 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.060 : 1 0.000 ft= = 119.01psi fv : Actual Maximum Deflection 0<1804991Ratio =0<180 Max Downward Transient Deflection 0.024 in 4991Ratio =>=180 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.024 in Ratio =>=180Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i CLCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.001.00Length = 10.0 ft 1 0.120 0.060 0.90 1.200 1.15 1.00 1.00 0.50 119.01 992.99 0.17 129.600.80 7.771.00+D+L+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 10.0 ft 1 0.108 0.054 1.00 1.200 1.15 1.00 1.00 0.50 119.01 1103.24 0.17 144.000.80 7.771.00+D+Lr+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 10.0 ft 1 0.086 0.043 1.25 1.200 1.15 1.00 1.00 0.50 119.01 1378.81 0.17 180.000.80 7.77 1.00+D+S+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 10.0 ft 1 0.094 0.047 1.15 1.200 1.15 1.00 1.00 0.50 119.01 1268.60 0.17 165.600.80 7.771.00+D+0.750Lr+0.750L+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 10.0 ft 1 0.086 0.043 1.25 1.200 1.15 1.00 1.00 0.50 119.01 1378.81 0.17 180.000.80 7.77 1.00+D+0.750L+0.750S+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 10.0 ft 1 0.094 0.047 1.15 1.200 1.15 1.00 1.00 0.50 119.01 1268.60 0.17 165.600.80 7.77 Wood Beam Licensee : aecomLic. # : KW-06005615 Description :wood lagging 4x12 (10'-0" spacing) Loaded on strong axis Project Title:Engineer:Project ID: Printed: 26 NOV 2018, 9:09AM Project Descr: File = C:\Users\CHRIST~1.CAS\Desktop\SOCREW~1\socre wall 36.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 . Span # Moment ValuesLoad Combination C i CLCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 10.0 ft 1 0.067 0.034 1.60 1.200 1.15 1.00 1.00 0.50 119.01 1764.45 0.17 230.400.80 7.771.00+D+0.70E+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 10.0 ft 1 0.067 0.034 1.60 1.200 1.15 1.00 1.00 0.50 119.01 1764.45 0.17 230.400.80 7.77 1.00+D+0.750Lr+0.750L+0.450W+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 10.0 ft 1 0.067 0.034 1.60 1.200 1.15 1.00 1.00 0.50 119.01 1764.45 0.17 230.400.80 7.771.00+D+0.750L+0.750S+0.450W+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 10.0 ft 1 0.067 0.034 1.60 1.200 1.15 1.00 1.00 0.50 119.01 1764.45 0.17 230.400.80 7.771.00+D+0.750L+0.750S+0.5250E+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 10.0 ft 1 0.067 0.034 1.60 1.200 1.15 1.00 1.00 0.50 119.01 1764.45 0.17 230.400.80 7.77 1.00+0.60D+0.60W+0.60H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 10.0 ft 1 0.040 0.020 1.60 1.200 1.15 1.00 1.00 0.30 71.41 1764.45 0.10 230.400.80 4.661.00+0.60D+0.70E+0.60H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 10.0 ft 1 0.040 0.020 1.60 1.200 1.15 1.00 1.00 0.30 71.41 1764.45 0.10 230.400.80 4.66 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections H Only 1 0.0240 5.036 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.198 0.198 Overall MINimum 0.198 0.198 +D+H 0.198 0.198 +D+L+H 0.198 0.198 +D+Lr+H 0.198 0.198 +D+S+H 0.198 0.198 +D+0.750Lr+0.750L+H 0.198 0.198 +D+0.750L+0.750S+H 0.198 0.198 +D+0.60W+H 0.198 0.198 +D+0.70E+H 0.198 0.198 +D+0.750Lr+0.750L+0.450W+H 0.198 0.198 +D+0.750L+0.750S+0.450W+H 0.198 0.198 +D+0.750L+0.750S+0.5250E+H 0.198 0.198 +0.60D+0.60W+0.60H 0.119 0.119 +0.60D+0.70E+0.60H 0.119 0.119 D Only Lr Only L Only S Only W Only E Only H Only 0.198 0.198 Wood Beam Licensee : aecomLic. # : KW-06005615 Description :wood lagging 4x12 (8'-0" spacing) Loaded on strong axis Project Title:Engineer:Project ID: Printed: 26 NOV 2018, 9:09AM Project Descr: File = C:\Users\CHRIST~1.CAS\Desktop\SOCREW~1\socre wall 36.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - LarchNo.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : H = 0.520 ksf, Tributary Width = 0.330 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.332: 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 4.000ft 25.77 psi= = FB : Allowable 993.10psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+H= = = 129.60 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.199 : 1 7.241 ft= = 330.06psi fv : Actual Maximum Deflection 0<1802249Ratio =0<180 Max Downward Transient Deflection 0.043 in 2249Ratio =>=180 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.043 in Ratio =>=180Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i CLCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.001.00Length = 8.0 ft 1 0.332 0.199 0.90 1.200 1.15 1.00 1.00 1.37 330.06 993.10 0.56 129.600.80 25.771.00+D+L+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 8.0 ft 1 0.299 0.179 1.00 1.200 1.15 1.00 1.00 1.37 330.06 1103.38 0.56 144.000.80 25.771.00+D+Lr+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 8.0 ft 1 0.239 0.143 1.25 1.200 1.15 1.00 1.00 1.37 330.06 1379.02 0.56 180.000.80 25.77 1.00+D+S+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 8.0 ft 1 0.260 0.156 1.15 1.200 1.15 1.00 1.00 1.37 330.06 1268.77 0.56 165.600.80 25.771.00+D+0.750Lr+0.750L+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 8.0 ft 1 0.239 0.143 1.25 1.200 1.15 1.00 1.00 1.37 330.06 1379.02 0.56 180.000.80 25.77 1.00+D+0.750L+0.750S+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 8.0 ft 1 0.260 0.156 1.15 1.200 1.15 1.00 1.00 1.37 330.06 1268.77 0.56 165.600.80 25.77 Wood Beam Licensee : aecomLic. # : KW-06005615 Description :wood lagging 4x12 (8'-0" spacing) Loaded on strong axis Project Title:Engineer:Project ID: Printed: 26 NOV 2018, 9:09AM Project Descr: File = C:\Users\CHRIST~1.CAS\Desktop\SOCREW~1\socre wall 36.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 . Span # Moment ValuesLoad Combination C i CLCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 8.0 ft 1 0.187 0.112 1.60 1.200 1.15 1.00 1.00 1.37 330.06 1764.79 0.56 230.400.80 25.771.00+D+0.70E+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 8.0 ft 1 0.187 0.112 1.60 1.200 1.15 1.00 1.00 1.37 330.06 1764.79 0.56 230.400.80 25.77 1.00+D+0.750Lr+0.750L+0.450W+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 8.0 ft 1 0.187 0.112 1.60 1.200 1.15 1.00 1.00 1.37 330.06 1764.79 0.56 230.400.80 25.771.00+D+0.750L+0.750S+0.450W+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 8.0 ft 1 0.187 0.112 1.60 1.200 1.15 1.00 1.00 1.37 330.06 1764.79 0.56 230.400.80 25.771.00+D+0.750L+0.750S+0.5250E+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 8.0 ft 1 0.187 0.112 1.60 1.200 1.15 1.00 1.00 1.37 330.06 1764.79 0.56 230.400.80 25.77 1.00+0.60D+0.60W+0.60H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 8.0 ft 1 0.112 0.067 1.60 1.200 1.15 1.00 1.00 0.82 198.03 1764.79 0.33 230.400.80 15.461.00+0.60D+0.70E+0.60H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 8.0 ft 1 0.112 0.067 1.60 1.200 1.15 1.00 1.00 0.82 198.03 1764.79 0.33 230.400.80 15.46 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections H Only 1 0.0427 4.029 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.686 0.686 Overall MINimum 0.686 0.686 +D+H 0.686 0.686 +D+L+H 0.686 0.686 +D+Lr+H 0.686 0.686 +D+S+H 0.686 0.686 +D+0.750Lr+0.750L+H 0.686 0.686 +D+0.750L+0.750S+H 0.686 0.686 +D+0.60W+H 0.686 0.686 +D+0.70E+H 0.686 0.686 +D+0.750Lr+0.750L+0.450W+H 0.686 0.686 +D+0.750L+0.750S+0.450W+H 0.686 0.686 +D+0.750L+0.750S+0.5250E+H 0.686 0.686 +0.60D+0.60W+0.60H 0.412 0.412 +0.60D+0.70E+0.60H 0.412 0.412 D Only Lr Only L Only S Only W Only E Only H Only 0.686 0.686 Wood Beam Licensee : aecomLic. # : KW-06005615 Description :wood lagging 4x12 (max height 15') Loaded on Strong Axis Project Title:Engineer:Project ID: Printed: 26 NOV 2018, 9:09AM Project Descr: File = C:\Users\CHRIST~1.CAS\Desktop\SOCREW~1\socre wall 36.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - LarchNo.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : H = 0.620 ksf, Tributary Width = 0.330 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.155: 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 2.500ft 16.43 psi= = FB : Allowable 993.26psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+H= = = 129.60 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.127 : 1 0.000 ft= = 153.72psi fv : Actual Maximum Deflection 0<3607729Ratio =0<180 Max Downward Transient Deflection 0.008 in 7729Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.008 in Ratio =>=180Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i CLCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.001.00Length = 5.0 ft 1 0.155 0.127 0.90 1.200 1.15 1.00 1.00 0.64 153.72 993.26 0.35 129.600.80 16.431.00+D+L+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 5.0 ft 1 0.139 0.114 1.00 1.200 1.15 1.00 1.00 0.64 153.72 1103.58 0.35 144.000.80 16.431.00+D+Lr+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 5.0 ft 1 0.111 0.091 1.25 1.200 1.15 1.00 1.00 0.64 153.72 1379.35 0.35 180.000.80 16.43 1.00+D+S+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 5.0 ft 1 0.121 0.099 1.15 1.200 1.15 1.00 1.00 0.64 153.72 1269.05 0.35 165.600.80 16.431.00+D+0.750Lr+0.750L+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 5.0 ft 1 0.111 0.091 1.25 1.200 1.15 1.00 1.00 0.64 153.72 1379.35 0.35 180.000.80 16.43 1.00+D+0.750L+0.750S+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 5.0 ft 1 0.121 0.099 1.15 1.200 1.15 1.00 1.00 0.64 153.72 1269.05 0.35 165.600.80 16.43 Wood Beam Licensee : aecomLic. # : KW-06005615 Description :wood lagging 4x12 (max height 15') Loaded on Strong Axis Project Title:Engineer:Project ID: Printed: 26 NOV 2018, 9:09AM Project Descr: File = C:\Users\CHRIST~1.CAS\Desktop\SOCREW~1\socre wall 36.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 . Span # Moment ValuesLoad Combination C i CLCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 5.0 ft 1 0.087 0.071 1.60 1.200 1.15 1.00 1.00 0.64 153.72 1765.33 0.35 230.400.80 16.431.00+D+0.70E+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 5.0 ft 1 0.087 0.071 1.60 1.200 1.15 1.00 1.00 0.64 153.72 1765.33 0.35 230.400.80 16.43 1.00+D+0.750Lr+0.750L+0.450W+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 5.0 ft 1 0.087 0.071 1.60 1.200 1.15 1.00 1.00 0.64 153.72 1765.33 0.35 230.400.80 16.431.00+D+0.750L+0.750S+0.450W+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 5.0 ft 1 0.087 0.071 1.60 1.200 1.15 1.00 1.00 0.64 153.72 1765.33 0.35 230.400.80 16.431.00+D+0.750L+0.750S+0.5250E+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 5.0 ft 1 0.087 0.071 1.60 1.200 1.15 1.00 1.00 0.64 153.72 1765.33 0.35 230.400.80 16.43 1.00+0.60D+0.60W+0.60H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 5.0 ft 1 0.052 0.043 1.60 1.200 1.15 1.00 1.00 0.38 92.23 1765.33 0.21 230.400.80 9.861.00+0.60D+0.70E+0.60H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 5.0 ft 1 0.052 0.043 1.60 1.200 1.15 1.00 1.00 0.38 92.23 1765.33 0.21 230.400.80 9.86 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections H Only 1 0.0078 2.518 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.512 0.512 Overall MINimum 0.512 0.512 +D+H 0.512 0.512 +D+L+H 0.512 0.512 +D+Lr+H 0.512 0.512 +D+S+H 0.512 0.512 +D+0.750Lr+0.750L+H 0.512 0.512 +D+0.750L+0.750S+H 0.512 0.512 +D+0.60W+H 0.512 0.512 +D+0.70E+H 0.512 0.512 +D+0.750Lr+0.750L+0.450W+H 0.512 0.512 +D+0.750L+0.750S+0.450W+H 0.512 0.512 +D+0.750L+0.750S+0.5250E+H 0.512 0.512 +0.60D+0.60W+0.60H 0.307 0.307 +0.60D+0.70E+0.60H 0.307 0.307 D Only Lr Only L Only S Only W Only E Only H Only 0.512 0.512 Wood Beam Licensee : aecomLic. # : KW-06005615 Description :wood lagging 4x10 (8'-0" spacing) Loaded on Strong Axis Project Title:Engineer:Project ID: Printed: 26 NOV 2018, 9:09AM Project Descr: File = C:\Users\CHRIST~1.CAS\Desktop\SOCREW~1\socre wall 36.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - LarchNo.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : H = 0.360 ksf, Tributary Width = 0.330 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.230: 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 4.000ft 17.84 psi= = FB : Allowable 993.10psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+H= = = 129.60 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.138 : 1 7.241 ft= = 228.50psi fv : Actual Maximum Deflection 0<1803249Ratio =0<180 Max Downward Transient Deflection 0.030 in 3249Ratio =>=180 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.030 in Ratio =>=180Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i CLCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.001.00Length = 8.0 ft 1 0.230 0.138 0.90 1.200 1.15 1.00 1.00 0.95 228.50 993.10 0.39 129.600.80 17.841.00+D+L+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 8.0 ft 1 0.207 0.124 1.00 1.200 1.15 1.00 1.00 0.95 228.50 1103.38 0.39 144.000.80 17.841.00+D+Lr+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 8.0 ft 1 0.166 0.099 1.25 1.200 1.15 1.00 1.00 0.95 228.50 1379.02 0.39 180.000.80 17.84 1.00+D+S+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 8.0 ft 1 0.180 0.108 1.15 1.200 1.15 1.00 1.00 0.95 228.50 1268.77 0.39 165.600.80 17.841.00+D+0.750Lr+0.750L+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 8.0 ft 1 0.166 0.099 1.25 1.200 1.15 1.00 1.00 0.95 228.50 1379.02 0.39 180.000.80 17.84 1.00+D+0.750L+0.750S+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 8.0 ft 1 0.180 0.108 1.15 1.200 1.15 1.00 1.00 0.95 228.50 1268.77 0.39 165.600.80 17.84 Wood Beam Licensee : aecomLic. # : KW-06005615 Description :wood lagging 4x10 (8'-0" spacing) Loaded on Strong Axis Project Title:Engineer:Project ID: Printed: 26 NOV 2018, 9:09AM Project Descr: File = C:\Users\CHRIST~1.CAS\Desktop\SOCREW~1\socre wall 36.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 . Span # Moment ValuesLoad Combination C i CLCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 8.0 ft 1 0.129 0.077 1.60 1.200 1.15 1.00 1.00 0.95 228.50 1764.79 0.39 230.400.80 17.841.00+D+0.70E+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 8.0 ft 1 0.129 0.077 1.60 1.200 1.15 1.00 1.00 0.95 228.50 1764.79 0.39 230.400.80 17.84 1.00+D+0.750Lr+0.750L+0.450W+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 8.0 ft 1 0.129 0.077 1.60 1.200 1.15 1.00 1.00 0.95 228.50 1764.79 0.39 230.400.80 17.841.00+D+0.750L+0.750S+0.450W+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 8.0 ft 1 0.129 0.077 1.60 1.200 1.15 1.00 1.00 0.95 228.50 1764.79 0.39 230.400.80 17.841.00+D+0.750L+0.750S+0.5250E+H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 8.0 ft 1 0.129 0.077 1.60 1.200 1.15 1.00 1.00 0.95 228.50 1764.79 0.39 230.400.80 17.84 1.00+0.60D+0.60W+0.60H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 8.0 ft 1 0.078 0.046 1.60 1.200 1.15 1.00 1.00 0.57 137.10 1764.79 0.23 230.400.80 10.701.00+0.60D+0.70E+0.60H 1.200 1.15 1.00 1.00 0.00 0.00 0.000.80 0.001.00Length = 8.0 ft 1 0.078 0.046 1.60 1.200 1.15 1.00 1.00 0.57 137.10 1764.79 0.23 230.400.80 10.70 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections H Only 1 0.0295 4.029 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.475 0.475 Overall MINimum 0.475 0.475 +D+H 0.475 0.475 +D+L+H 0.475 0.475 +D+Lr+H 0.475 0.475 +D+S+H 0.475 0.475 +D+0.750Lr+0.750L+H 0.475 0.475 +D+0.750L+0.750S+H 0.475 0.475 +D+0.60W+H 0.475 0.475 +D+0.70E+H 0.475 0.475 +D+0.750Lr+0.750L+0.450W+H 0.475 0.475 +D+0.750L+0.750S+0.450W+H 0.475 0.475 +D+0.750L+0.750S+0.5250E+H 0.475 0.475 +0.60D+0.60W+0.60H 0.285 0.285 +0.60D+0.70E+0.60H 0.285 0.285 D Only Lr Only L Only S Only W Only E Only H Only 0.475 0.475 SOCRE RETAINING WALL CALCULATIONS WALLS 18A, 45 PAD A, AND 45 PAD B PREPARED FOR SDG&E PREPARED BY URS CORPORATION 4225 EXECUTIVE SQUARE LA JOLLA, CA 92037 8/3/17 TABLE OF CONTENTS Wall #18A Design ..........................................................................................................1-20 Wall #45A and B Design ................................................................................................ 21-69 1 2 Wood Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\14A-SO~1\SOCREW~1.EC6 Description :4' Retaining - Lagging CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.01,500.0 625.0 1,700.0620.0 180.0 675.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2012 4x10 Span = 15.50 ft H(0.16) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : H = 0.160 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.944: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 7.750ft 52.00 psi= = FB : Allowable 1,223.62psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 162.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.321 : 1 14.765 ft= = 1,155.25psi fv : Actual Maximum Deflection 0 <360 349Ratio =0 <180 Max Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.533 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.240 1.240 Overall MINimum 1.240 1.240 H Only 1.240 1.240 3 Wood Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\14A-SO~1\SOCREW~1.EC6 Description :8' Retaining - Lagging CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.01,500.0 625.0 1,700.0620.0 180.0 675.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2012 4x10 Span = 11.0 ft H(0.32) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : H = 0.320 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.946: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 5.500ft 70.24 psi= = FB : Allowable 1,229.87psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 162.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.434 : 1 10.237 ft= = 1,163.66psi fv : Actual Maximum Deflection 0 <360 488Ratio =0 <180 Max Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.270 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.760 1.760 Overall MINimum 1.760 1.760 H Only 1.760 1.760 4 Wood Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\14A-SO~1\SOCREW~1.EC6 Description :12' Retaining - Lagging CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.01,500.0 625.0 1,700.0620.0 180.0 675.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2012 4x10 Span = 9.0 ft H(0.48) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : H = 0.480 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.948: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 4.500ft 83.28 psi= = FB : Allowable 1,232.38psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 162.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.514 : 1 8.245 ft= = 1,168.47psi fv : Actual Maximum Deflection 0 <360 594Ratio =0 <180 Max Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.182 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.160 2.160 Overall MINimum 2.160 2.160 H Only 2.160 2.160 5 Wood Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\14A-SO~1\SOCREW~1.EC6 Description :16' Retaining - Lagging CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.01,500.0 625.0 1,700.0620.0 180.0 675.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2012 4x10 Span = 8.0 ft H(0.64) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : H = 0.640 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.998: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 4.000ft 96.10 psi= = FB : Allowable 1,233.57psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 162.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.593 : 1 7.241 ft= = 1,230.98psi fv : Actual Maximum Deflection 0 <360 635Ratio =0 <180 Max Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.151 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.560 2.560 Overall MINimum 2.560 2.560 H Only 2.560 2.560 6 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\14A-SO~1\SOCREW~1.EC6 Description :4' Soldier Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :IBC 2012 Completely UnbracedAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing : E: Modulus :29,000.0 Span = 4.0 ft HP8x36 E(0,3.007) H(2.48,0) Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Varying Uniform Load : E(S,E) = 0.0->0.1940, H(S,E) = 0.160->0.0 ksf, Extent = 0.0 -->> 4.0 ft, Trib Width = 15.50 ft Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.213: 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft 9.170 k Mn / Omega : Allowable 83.796 k-ft Vn/Omega : Allowable HP8x36Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 71.378 k Section used for this span HP8x36 Ma : Applied Maximum Shear Stress Ratio = 0.128 : 1 0.000 ft 17.839 k-ft Va : Applied 0 <360 2726Ratio =0 <180 Maximum DeflectionMax Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.035 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 6.014 Overall MINimum 4.960 E Only 6.014 H Only 4.960 7 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\14A-SO~1\SOCREW~1.EC6 Description :8' Soldier Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :IBC 2012 Completely UnbracedAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing : E: Modulus :29,000.0 Span = 8.0 ft HP10x42 E(0,4.279) H(3.52,0) Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Varying Uniform Load : E(S,E) = 0.0->0.3890, H(S,E) = 0.320->0.0 ksf, Extent = 0.0 -->> 8.0 ft, Trib Width = 11.0 ft Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.907: 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft 26.061 k Mn / Omega : Allowable 111.909 k-ft Vn/Omega : Allowable HP10x42Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 80.510 k Section used for this span HP10x42 Ma : Applied Maximum Shear Stress Ratio = 0.324 : 1 0.000 ft 101.446 k-ft Va : Applied 0 <360 423Ratio =0 <180 Maximum DeflectionMax Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.454 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 17.116 Overall MINimum 14.080 E Only 17.116 H Only 14.080 8 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\14A-SO~1\SOCREW~1.EC6 Description :12' Soldier Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :IBC 2012 Completely UnbracedAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing : E: Modulus :29,000.0 Span = 12.0 ft HP12x84 E(0,5.247) H(4.32,0) Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Varying Uniform Load : E(S,E) = 0.0->0.5830, H(S,E) = 0.480->0.0 ksf, Extent = 0.0 -->> 12.0 ft, Trib Width = 9.0 ft Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.954: 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft 47.957 k Mn / Omega : Allowable 293.438 k-ft Vn/Omega : Allowable HP12x84Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 168.510 k Section used for this span HP12x84 Ma : Applied Maximum Shear Stress Ratio = 0.285 : 1 0.000 ft 279.979 k-ft Va : Applied 0 <360 316Ratio =0 <180 Maximum DeflectionMax Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.911 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 31.482 Overall MINimum 25.920 E Only 31.482 H Only 25.920 9 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\14A-SO~1\SOCREW~1.EC6 Description :16' Soldier Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :IBC 2012 Completely UnbracedAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing : E: Modulus :29,000.0 Span = 16.0 ft HP16x141 E(0,6.216) H(5.12,0) Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Varying Uniform Load : E(S,E) = 0.0->0.7770, H(S,E) = 0.640->0.0 ksf, Extent = 0.0 -->> 16.0 ft, Trib Width = 8.0 ft Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.917: 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft 75.770 k Mn / Omega : Allowable 642.789 k-ft Vn/Omega : Allowable HP16x141Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 280.0 k Section used for this span HP16x141 Ma : Applied Maximum Shear Stress Ratio = 0.271 : 1 0.000 ft 589.756 k-ft Va : Applied 0 <360 324Ratio =0 <180 Maximum DeflectionMax Downward L+Lr+S Deflection 0.000 in 0Ratio =<360 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 1.186 in Ratio = Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 49.728 Overall MINimum 40.960 E Only 49.728 H Only 40.960 10 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\14A-SO~1\SOCREW~1.EC6 Description :2.75' Soldier Pile Embed Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Circular 3'-7-1/2"1'-10"Footing Diameter = 2'-6" Soil Surface No lateral restraint Point Load Distributed Load 30.0 300.0 5,333.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . . . psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 1.258 Moment 1.683 k-ft Minimum Required Depth 3.625 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 470.725 psf Allowable 471.098 psf Controlling Values ft^2Footing Base Area 4.909 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 0.8260 1.833 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 0.3710 1.833 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 343.0 0.680 0.623+D+H 2.63 1.333 343.3 343.0 0.680 0.623+D+L+H 2.63 1.333 343.3 343.0 0.680 0.623+D+Lr+H 2.63 1.333 343.3 343.0 0.680 0.623+D+S+H 2.63 1.333 343.3 343.0 0.680 0.623+D+0.750Lr+0.750L+H 2.63 1.333 343.3 343.0 0.680 0.623+D+0.750L+0.750S+H 2.63 1.333 343.3 343.0 0.680 0.623+D+0.60W+H 2.63 1.333 343.3 470.7 1.258 1.683+D+0.70E+H 3.63 1.333 471.1 343.0 0.680 0.623+D+0.750Lr+0.750L+0.450W+H 2.63 1.333 343.3 11 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\14A-SO~1\SOCREW~1.EC6 Description :2.75' Soldier Pile Embed 343.0 0.680 0.623+D+0.750L+0.750S+0.450W+H 2.63 1.333 343.3 443.1 1.114 1.418+D+0.750L+0.750S+0.5250E+H 3.38 1.333 444.2 273.2 0.408 0.374+0.60D+0.60W+0.60H 2.13 1.333 276.2 427.9 0.986 1.434+0.60D+0.70E+0.60H 3.25 1.333 429.2 12 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\14A-SO~1\SOCREW~1.EC6 Description :4' Soldier Pile Embed Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Circular 9'-0"2'-8-1/16"Footing Diameter = 2'-6" Soil Surface No lateral restraint Point Load Distributed Load 30.0 300.0 5,333.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . . . psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 9.182 Moment 17.872 k-ft Minimum Required Depth 9.0 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 1,190.10 psf Allowable 1,191.15 psf Controlling Values ft^2Footing Base Area 4.909 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 6.030 2.667 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 1.860 2.667 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 868.9 4.961 6.615+D+H 6.63 1.333 870.8 868.9 4.961 6.615+D+L+H 6.63 1.333 870.8 868.9 4.961 6.615+D+Lr+H 6.63 1.333 870.8 868.9 4.961 6.615+D+S+H 6.63 1.333 870.8 868.9 4.961 6.615+D+0.750Lr+0.750L+H 6.63 1.333 870.8 868.9 4.961 6.615+D+0.750L+0.750S+H 6.63 1.333 870.8 868.9 4.961 6.615+D+0.60W+H 6.63 1.333 870.8 1,190.1 9.182 17.872+D+0.70E+H 9.00 1.333 1,191.1 868.9 4.961 6.615+D+0.750Lr+0.750L+0.450W+H 6.63 1.333 870.8 13 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\14A-SO~1\SOCREW~1.EC6 Description :4' Soldier Pile Embed 868.9 4.961 6.615+D+0.750L+0.750S+0.450W+H 6.63 1.333 870.8 1,120.2 8.126 15.058+D+0.750L+0.750S+0.5250E+H 8.50 1.333 1,122.3 688.3 2.976 3.969+0.60D+0.60W+0.60H 5.25 1.333 690.8 1,073.1 7.197 15.226+0.60D+0.70E+0.60H 8.13 1.333 1,075.9 14 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\14A-SO~1\SOCREW~1.EC6 Description :8' Soldier Pile Embed Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Circular 15'-4-1/2"5'-4"Footing Diameter = 2'-6" Soil Surface No lateral restraint Point Load Distributed Load 30.0 300.0 5,333.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . . . psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 26.047 Moment 101.367 k-ft Minimum Required Depth 15.375 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 2,036.56 psf Allowable 2,038.41 psf Controlling Values ft^2Footing Base Area 4.909 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 17.097 5.333 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 2.640 5.333 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 1,486.7 14.079 37.542+D+H 11.25 1.333 1,489.0 1,486.7 14.079 37.542+D+L+H 11.25 1.333 1,489.0 1,486.7 14.079 37.542+D+Lr+H 11.25 1.333 1,489.0 1,486.7 14.079 37.542+D+S+H 11.25 1.333 1,489.0 1,486.7 14.079 37.542+D+0.750Lr+0.750L+H 11.25 1.333 1,489.0 1,486.7 14.079 37.542+D+0.750L+0.750S+H 11.25 1.333 1,489.0 1,486.7 14.079 37.542+D+0.60W+H 11.25 1.333 1,489.0 2,036.6 26.047 101.367+D+0.70E+H 15.38 1.333 2,038.4 1,486.7 14.079 37.542+D+0.750Lr+0.750L+0.450W+H 11.25 1.333 1,489.0 15 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\14A-SO~1\SOCREW~1.EC6 Description :8' Soldier Pile Embed 1,486.7 14.079 37.542+D+0.750L+0.750S+0.450W+H 11.25 1.333 1,489.0 1,918.1 23.055 85.411+D+0.750L+0.750S+0.5250E+H 14.50 1.333 1,920.1 1,182.9 8.447 22.525+0.60D+0.60W+0.60H 8.88 1.333 1,182.9 1,842.6 20.415 86.350+0.60D+0.70E+0.60H 13.88 1.333 1,843.3 16 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\14A-SO~1\SOCREW~1.EC6 Description :12' Soldier Pile Embed Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Circular 21'-0"8'-0"Footing Diameter = 2'-6" Soil Surface No lateral restraint Point Load Distributed Load 30.0 300.0 5,333.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . . . psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 47.949 Moment 279.912 k-ft Minimum Required Depth 21.0 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 2,792.71 psf Allowable 2,792.80 psf Controlling Values ft^2Footing Base Area 4.909 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 31.470 8.0 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 3.240 8.0 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 2,038.1 25.920 103.680+D+H 15.38 1.333 2,039.0 2,038.1 25.920 103.680+D+L+H 15.38 1.333 2,039.0 2,038.1 25.920 103.680+D+Lr+H 15.38 1.333 2,039.0 2,038.1 25.920 103.680+D+S+H 15.38 1.333 2,039.0 2,038.1 25.920 103.680+D+0.750Lr+0.750L+H 15.38 1.333 2,039.0 2,038.1 25.920 103.680+D+0.750L+0.750S+H 15.38 1.333 2,039.0 2,038.1 25.920 103.680+D+0.60W+H 15.38 1.333 2,039.0 2,792.7 47.949 279.912+D+0.70E+H 21.00 1.333 2,792.8 2,038.1 25.920 103.680+D+0.750Lr+0.750L+0.450W+H 15.38 1.333 2,039.0 17 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\14A-SO~1\SOCREW~1.EC6 Description :12' Soldier Pile Embed 2,038.1 25.920 103.680+D+0.750L+0.750S+0.450W+H 15.38 1.333 2,039.0 2,629.4 42.442 235.854+D+0.750L+0.750S+0.5250E+H 19.75 1.333 2,631.8 1,622.8 15.552 62.208+0.60D+0.60W+0.60H 12.25 1.333 1,623.7 2,529.3 37.581 238.440+0.60D+0.70E+0.60H 19.00 1.333 2,529.5 18 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\14A-SO~1\SOCREW~1.EC6 Description :16' Soldier Pile Embed Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Circular 26'-7-1/2"10'-8-1/16"Footing Diameter = 2'-6" Soil Surface No lateral restraint Point Load Distributed Load 30.0 300.0 No Lateral Restraint at Ground Surface Pole Footing Shape in Allow Passive . . . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . . . psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 75.791 Moment 590.10 k-ft Minimum Required Depth 26.625 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 3,532.36 psf Allowable 3,534.0 psf Controlling Values ft^2Footing Base Area 4.909 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 49.740 10.670 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 3.840 10.670 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 2,577.9 40.973 218.590+D+H 19.38 1.333 2,579.1 2,577.9 40.973 218.590+D+L+H 19.38 1.333 2,579.1 2,577.9 40.973 218.590+D+Lr+H 19.38 1.333 2,579.1 2,577.9 40.973 218.590+D+S+H 19.38 1.333 2,579.1 2,577.9 40.973 218.590+D+0.750Lr+0.750L+H 19.38 1.333 2,579.1 2,577.9 40.973 218.590+D+0.750L+0.750S+H 19.38 1.333 2,579.1 2,577.9 40.973 218.590+D+0.60W+H 19.38 1.333 2,579.1 3,532.4 75.791 590.098+D+0.70E+H 26.63 1.333 3,534.0 2,577.9 40.973 218.590+D+0.750Lr+0.750L+0.450W+H 19.38 1.333 2,579.1 19 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.9.30 Licensee : URS CORPLic. # : KW-06008774 File = J:\274A77~1\010CAL~1\STRUCT~1\14A-SO~1\SOCREW~1.EC6 Description :16' Soldier Pile Embed 2,577.9 40.973 218.590+D+0.750L+0.750S+0.450W+H 19.38 1.333 2,579.1 3,327.5 67.086 497.221+D+0.750L+0.750S+0.5250E+H 25.00 1.333 3,329.2 2,054.2 24.584 131.154+0.60D+0.60W+0.60H 15.50 1.333 2,056.1 3,201.6 59.402 502.662+0.60D+0.70E+0.60H 24.13 1.333 3,203.4 20 21 22 WALL 44 PAD ATotal ht18ftTotal Soil Force =13608plfEFP45psf/ftTotal Slide Force =0plfPassive300psf/ftTotal Seis Force =15043plfHt to Slip Plane0ftSeismic92.86psf/ft (LRFD)Query (ft)Total (plf)Active (plf)Slide (plf)Seismic (plf)Sliding0plf180001671ka0.448648640371Soil Density120pcf086486400pa864plf/ft024681012141618200 500 1000Wall Ht (ft)Pressure (plf)APPARENT EARTH PRESSURE024681012141618200 1 1Wall Ht (ft)Pressure (plf)SLIDE PRESSURE024681012141618200 1000 2000Wall Ht (ft)Pressure (plf)SEISMIC PRESSURE024681012141618200 500 1000Wall Ht (ft)Pressure (plf)TOTAL ACTIVE PRESSURE23 Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad A - Apparent Pressure.ec6 Description :#45 Pad A - Lagging @ 13.5' Ht (Worst Case) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - LarchNo.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 11.250 X 3.50 Span = 6.0 ft E(0.4874307) H(0.2520288) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : E = 1.671, H = 0.8640 ksf, Tributary Width = 0.2917 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.585: 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 3.000ft 61.36 psi= = FB : Allowable 2,384.64psi Fv : Allowable 11.250 X 3.50Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.70E+H= = = 217.60 psi== Section used for this span 11.250 X 3.50 fb : Actual Maximum Shear Stress Ratio 0.282 : 1 0.000 ft= = 1,394.70psi fv : Actual Maximum Deflection 0 <240 252Ratio =0 <180 Max Downward Transient Deflection 0.234 in 307Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.285 in Ratio = Max Upward Total Deflection 0.000 in 24 Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad A - Apparent Pressure.ec6 Description :#45 Pad A - Lagging @ 8' Ht CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - LarchNo.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 11.250 X 3.50 Span = 7.50 ft E(0.2167331) H(0.2520288) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : E = 0.7430, H = 0.8640 ksf, Tributary Width = 0.2917 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.690: 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 3.750ft 33.38 psi= = FB : Allowable 1,341.36psi Fv : Allowable 11.250 X 3.50Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+H= = = 122.40 psi== Section used for this span 11.250 X 3.50 fb : Actual Maximum Shear Stress Ratio 0.273 : 1 7.226 ft= = 925.82psi fv : Actual Maximum Deflection 0 <240 190Ratio =0 <180 Max Downward Transient Deflection 0.295 in 304Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.473 in Ratio = Max Upward Total Deflection 0.000 in 25 Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad A - Apparent Pressure.ec6 Description :#45 Pad A - Lagging @ 4' Ht CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - LarchNo.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 11.250 X 3.50 Span = 8.0 ft E(0.1082207) H(0.2520288) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : E = 0.3710, H = 0.8640 ksf, Tributary Width = 0.2917 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.785: 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 4.000ft 35.88 psi= = FB : Allowable 1,341.36psi Fv : Allowable 11.250 X 3.50Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+H= = = 122.40 psi== Section used for this span 11.250 X 3.50 fb : Actual Maximum Shear Stress Ratio 0.293 : 1 7.737 ft= = 1,053.38psi fv : Actual Maximum Deflection 0 <240 193Ratio =0 <180 Max Downward Transient Deflection 0.382 in 251Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.497 in Ratio = Max Upward Total Deflection 0.000 in 26 Steel Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad A - Apparent Pressure.ec6 Description :#45 Pad A - 18' Soldier Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :ASCE 7-10 Completely UnbracedAllowable Strength Design Fy : Steel Yield :36.0 ksiBeam Bracing :E: Modulus :29,000.0 Span = 15.0 ft HP14x73 Span = 3.0 ft HP14x73 H(5.184) E(0.0,10.026) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Loads on all spans...Uniform Load on ALL spans : H = 0.8640 ksf, Tributary Width = 6.0 ftVarying Uniform Load : E(S,E) = 0.0->10.026 k/ft, Extent = 0.0 -->> 19.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.984 : 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1Location of maximum on span 0.000ft 62.141 k Mn / Omega : Allowable 195.828 k-ft Vn/Omega : Allowable HP14x73Section used for this span Span # where maximum occursLocation of maximum on span Span # 1 Load Combination +D+0.70E+H 98.899 k Section used for this span HP14x73 Ma : Applied Maximum Shear Stress Ratio = 0.628 : 1 0.000 ft 192.728 k-ft Va : Applied 1,131 1180Ratio =802 Maximum DeflectionMax Downward Transient Deflection 0.101 in 1,779Ratio = Max Upward Transient Deflection -0.064 in Ratio = Max Downward Total Deflection 0.153 in Ratio = Max Upward Total Deflection -0.090 in . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 62.141 91.010 Overall MINimum 22.677 28.227 +D+H 46.267 47.045 +D+L+H 46.267 47.045 +D+Lr+H 46.267 47.045 +D+S+H 46.267 47.045 +D+0.750Lr+0.750L+H 46.267 47.045 +D+0.750L+0.750S+H 46.267 47.045 +D+0.60W+H 46.267 47.045 +D+0.70E+H 62.141 91.010 +D+0.750Lr+0.750L+0.450W+H 46.267 47.045 +D+0.750L+0.750S+0.450W+H 46.267 47.045 +D+0.750L+0.750S+0.5250E+H 58.173 80.019 +0.60D+0.60W+0.60H 27.760 28.227 +0.60D+0.70E+0.60H 43.634 72.192 D Only Lr Only L Only S Only W Only E Only 22.677 62.808 H Only 46.267 47.045 27 Steel Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad A - Apparent Pressure.ec6 Description :#45 Pad A - 15' Retaining Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :ASCE 7-10 Completely UnbracedAllowable Strength Design Fy : Steel Yield :36.0 ksiBeam Bracing :E: Modulus :29,000.0 Span = 10.0 ft HP14x73 Span = 5.0 ft HP14x73 H(4.320) E(0.0,8.357) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Loads on all spans...Uniform Load on ALL spans : H = 0.720 ksf, Tributary Width = 6.0 ftVarying Uniform Load : E(S,E) = 0.0->8.357 k/ft, Extent = 0.0 -->> 19.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.538 : 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1Location of maximum on span 10.000ft 40.843 k Mn / Omega : Allowable 195.828 k-ft Vn/Omega : Allowable HP14x73Section used for this span Span # where maximum occursLocation of maximum on span Span # 1 Load Combination +D+0.70E+H 98.899 k Section used for this span HP14x73 Ma : Applied Maximum Shear Stress Ratio = 0.413 : 1 10.000 ft 105.315 k-ft Va : Applied 10,075 1098Ratio =13560 Maximum DeflectionMax Downward Transient Deflection 0.091 in 1,324Ratio = Max Upward Transient Deflection -0.012 in Ratio = Max Downward Total Deflection 0.109 in Ratio = Max Upward Total Deflection -0.009 in . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 18.900 81.307 Overall MINimum -1.100 27.540 +D+H 18.900 45.900 +D+L+H 18.900 45.900 +D+Lr+H 18.900 45.900 +D+S+H 18.900 45.900 +D+0.750Lr+0.750L+H 18.900 45.900 +D+0.750L+0.750S+H 18.900 45.900 +D+0.60W+H 18.900 45.900 +D+0.70E+H 18.130 81.307 +D+0.750Lr+0.750L+0.450W+H 18.900 45.900 +D+0.750L+0.750S+0.450W+H 18.900 45.900 +D+0.750L+0.750S+0.5250E+H 18.323 72.455 +0.60D+0.60W+0.60H 11.340 27.540 +0.60D+0.70E+0.60H 10.570 62.947 D Only Lr Only L Only S Only W Only E Only -1.100 50.582 H Only 18.900 45.900 28 Steel Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad A - Apparent Pressure.ec6 Description :#45 Pad A - 10' Retaining Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :ASCE 7-10 Completely UnbracedAllowable Strength Design Fy : Steel Yield :36.0 ksiBeam Bracing :E: Modulus :29,000.0 Span = 5.0 ft HP14x73 Span = 5.0 ft HP14x73 H(2.880) E(0.0,5.571) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Loads on all spans...Uniform Load on ALL spans : H = 0.480 ksf, Tributary Width = 6.0 ftVarying Uniform Load : E(S,E) = 0.0->5.571 k/ft, Extent = 0.0 -->> 19.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.293 : 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1Location of maximum on span 5.000ft 24.025 k Mn / Omega : Allowable 195.828 k-ft Vn/Omega : Allowable HP14x73Section used for this span Span # where maximum occursLocation of maximum on span Span # 1 Load Combination +D+0.70E+H 98.899 k Section used for this span HP14x73 Ma : Applied Maximum Shear Stress Ratio = 0.243 : 1 5.000 ft 57.380 k-ft Va : Applied 28,688 2174Ratio =17428 Maximum DeflectionMax Downward Transient Deflection 0.034 in 3,569Ratio = Max Upward Transient Deflection -0.002 in Ratio = Max Downward Total Deflection 0.055 in Ratio = Max Upward Total Deflection -0.003 in . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum -7.513 46.122 Overall MINimum -1.080 18.360 +D+H -1.800 30.600 +D+L+H -1.800 30.600 +D+Lr+H -1.800 30.600 +D+S+H -1.800 30.600 +D+0.750Lr+0.750L+H -1.800 30.600 +D+0.750L+0.750S+H -1.800 30.600 +D+0.60W+H -1.800 30.600 +D+0.70E+H -7.059 46.122 +D+0.750Lr+0.750L+0.450W+H -1.800 30.600 +D+0.750L+0.750S+0.450W+H -1.800 30.600 +D+0.750L+0.750S+0.5250E+H -5.745 42.241 +0.60D+0.60W+0.60H -1.080 18.360 +0.60D+0.70E+0.60H -6.339 33.882 D Only Lr Only L Only S Only W Only E Only -7.513 22.174 H Only -1.800 30.600 29 Steel Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad A - Apparent Pressure.ec6 Description :#45 Pad A - 5' Retaining Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :ASCE 7-10 Completely UnbracedAllowable Strength Design Fy : Steel Yield :36.0 ksiBeam Bracing :E: Modulus :29,000.0 Span = 5.0 ft HP14x73 H(1.152) E(0.0,2.786) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Loads on all spans...Uniform Load on ALL spans : H = 0.1920 ksf, Tributary Width = 6.0 ftVarying Uniform Load : E(S,E) = 0.0->2.786 k/ft, Extent = 0.0 -->> 19.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.095 : 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1Location of maximum on span 0.000ft 7.043 k Mn / Omega : Allowable 195.828 k-ft Vn/Omega : Allowable HP14x73Section used for this span Span # where maximum occursLocation of maximum on span Span # 1 Load Combination +D+0.70E+H 98.899 k Section used for this span HP14x73 Ma : Applied Maximum Shear Stress Ratio = 0.071 : 1 0.000 ft 18.677 k-ft Va : Applied 0 <24012337Ratio =0 <180 Maximum DeflectionMax Downward Transient Deflection 0.007 in 16,366Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.010 in Ratio = Max Upward Total Deflection 0.000 in . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 7.043 Overall MINimum 1.833 +D+H 5.760 +D+L+H 5.760 +D+Lr+H 5.760 +D+S+H 5.760 +D+0.750Lr+0.750L+H 5.760 +D+0.750L+0.750S+H 5.760 +D+0.60W+H 5.760 +D+0.70E+H 7.043 +D+0.750Lr+0.750L+0.450W+H 5.760 +D+0.750L+0.750S+0.450W+H 5.760 +D+0.750L+0.750S+0.5250E+H 6.722 +0.60D+0.60W+0.60H 3.456 +0.60D+0.70E+0.60H 4.739 D Only Lr Only L Only S Only W Only E Only 1.833 H Only 5.760 30 Steel Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad A - Apparent Pressure.ec6 Description :#45 Pad A - 15' Retaining Pile (Cantilevered) CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Load Combination :ASCE 7-10 Completely Unbraced Allowable Strength Design Fy : Steel Yield :36.0 ksi Beam Bracing : E: Modulus :29,000.0 Span = 11.0 ft HP14x89 E(0,5.105) H(2.475,0) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Load for Span Number 1 Varying Uniform Load : E(S,E) = 0.0->1.021, H(S,E) = 0.4950->0.0 ksf, Extent = 0.0 -->> 11.0 ft, Trib Width = 5.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.805: 1 Load Combination E Only Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft 33.267 k Mn / Omega : Allowable 255.812 k-ft Vn/Omega : Allowable HP14x89Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 122.213 k Section used for this span HP14x89 Ma : Applied Maximum Shear Stress Ratio = 0.272 : 1 0.000 ft 205.902 k-ft Va : Applied 0 <240 669 Ratio =0 <180 Maximum Deflection Max Downward Transient Deflection 0.450 in 586Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.394 in Ratio = Max Upward Total Deflection 0.000 in . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 33.267 Overall MINimum 8.168 +D+H 13.613 +D+L+H 13.613 +D+Lr+H 13.613 +D+S+H 13.613 +D+0.750Lr+0.750L+H 13.613 +D+0.750L+0.750S+H 13.613 +D+0.60W+H 13.613 +D+0.70E+H 33.267 +D+0.750Lr+0.750L+0.450W+H 13.613 +D+0.750L+0.750S+0.450W+H 13.613 +D+0.750L+0.750S+0.5250E+H 28.353 +0.60D+0.60W+0.60H 8.168 +0.60D+0.70E+0.60H 27.822 D Only Lr Only L Only S Only W Only E Only 28.078 H Only 13.613 31 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad A - Apparent Pressure.ec6 Description :18' Pole Ftng Pad A Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Circular 27'-6"5'-9-9/16"Footing Diameter = 2'-2" Soil Surface No lateral restraint Point Load Distributed Load 26.0 300.0 0.0 No Lateral Restraint at Ground Surface Pole Footing Shape Footing Diameter . . . . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 62.144 Moment 192.713 k-ft Minimum Required Depth 27.50 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 2,744.45 psf Allowable 2,746.48 psf Controlling Values ft^2Footing Base Area 3.687 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 22.680 3.690 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 7.980 5.798 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 2,378.6 46.268 134.131+D+H 23.88 1.000 2,379.7 2,378.6 46.268 134.131+D+L+H 23.88 1.000 2,379.7 2,378.6 46.268 134.131+D+Lr+H 23.88 1.000 2,379.7 2,378.6 46.268 134.131+D+S+H 23.88 1.000 2,379.7 2,378.6 46.268 134.131+D+0.750Lr+0.750L+H 23.88 1.000 2,379.7 2,378.6 46.268 134.131+D+0.750L+0.750S+H 23.88 1.000 2,379.7 2,378.6 46.268 134.131+D+0.60W+H 23.88 1.000 2,379.7 2,744.4 62.144 192.713+D+0.70E+H 27.50 1.000 2,746.5 2,378.6 46.268 134.131+D+0.750Lr+0.750L+0.450W+H 23.88 1.000 2,379.7 32 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad A - Apparent Pressure.ec6 Description :18' Pole Ftng Pad A 2,378.6 46.268 134.131+D+0.750L+0.750S+0.450W+H 23.88 1.000 2,379.7 2,658.2 58.175 178.068+D+0.750L+0.750S+0.5250E+H 26.63 1.000 2,660.0 1,871.6 27.761 80.479+0.60D+0.60W+0.60H 18.75 1.000 1,872.3 2,327.2 43.637 139.061+0.60D+0.70E+0.60H 23.38 1.000 2,327.3 33 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad A - Apparent Pressure.ec6 Description :15' Pole Ftng Pad A Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Circular 15'-6"10'-0"Footing Diameter = 2'-2" Soil Surface No lateral restraint Point Load Distributed Load 26.0 300.0 0.0 No Lateral Restraint at Ground Surface Pole Footing Shape Footing Diameter . . . . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 19.675 Moment 34.734 k-ft Minimum Required Depth 15.50 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 1,545.55 psf Allowable 1,545.95 psf Controlling Values ft^2Footing Base Area 3.687 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 1.10 10.0 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 6.610 2.860 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 1,500.6 18.905 27.034+D+H 15.13 1.000 1,501.8 1,500.6 18.905 27.034+D+L+H 15.13 1.000 1,501.8 1,500.6 18.905 27.034+D+Lr+H 15.13 1.000 1,501.8 1,500.6 18.905 27.034+D+S+H 15.13 1.000 1,501.8 1,500.6 18.905 27.034+D+0.750Lr+0.750L+H 15.13 1.000 1,501.8 1,500.6 18.905 27.034+D+0.750L+0.750S+H 15.13 1.000 1,501.8 1,500.6 18.905 27.034+D+0.60W+H 15.13 1.000 1,501.8 1,545.5 19.675 34.734+D+0.70E+H 15.50 1.000 1,546.0 1,500.6 18.905 27.034+D+0.750Lr+0.750L+0.450W+H 15.13 1.000 1,501.8 34 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad A - Apparent Pressure.ec6 Description :15' Pole Ftng Pad A 1,500.6 18.905 27.034+D+0.750L+0.750S+0.450W+H 15.13 1.000 1,501.8 1,534.4 19.482 32.809+D+0.750L+0.750S+0.5250E+H 15.38 1.000 1,535.3 1,177.3 11.343 16.220+0.60D+0.60W+0.60H 11.88 1.000 1,178.2 1,238.4 12.113 23.920+0.60D+0.70E+0.60H 12.50 1.000 1,239.7 35 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad A - Apparent Pressure.ec6 Description :10' Pole Ftng Pad A Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Circular 10'-0"10'-0"Footing Diameter = 2'-2" Soil Surface No lateral restraint Point Load Distributed Load 26.0 300.0 0.0 No Lateral Restraint at Ground Surface Pole Footing Shape Footing Diameter . . . . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 7.107 Moment 18.450 k-ft Minimum Required Depth 10.0 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 992.62 psf Allowable 993.50 psf Controlling Values ft^2Footing Base Area 3.687 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 7.510 1.750 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 0.1850 10.0 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 613.1 1.850 9.250+D+H 6.25 1.000 614.8 613.1 1.850 9.250+D+L+H 6.25 1.000 614.8 613.1 1.850 9.250+D+Lr+H 6.25 1.000 614.8 613.1 1.850 9.250+D+S+H 6.25 1.000 614.8 613.1 1.850 9.250+D+0.750Lr+0.750L+H 6.25 1.000 614.8 613.1 1.850 9.250+D+0.750L+0.750S+H 6.25 1.000 614.8 613.1 1.850 9.250+D+0.60W+H 6.25 1.000 614.8 992.6 7.107 18.450+D+0.70E+H 10.00 1.000 993.5 613.1 1.850 9.250+D+0.750Lr+0.750L+0.450W+H 6.25 1.000 614.8 36 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad A - Apparent Pressure.ec6 Description :10' Pole Ftng Pad A 613.1 1.850 9.250+D+0.750L+0.750S+0.450W+H 6.25 1.000 614.8 912.4 5.793 16.150+D+0.750L+0.750S+0.5250E+H 9.25 1.000 913.8 499.6 1.110 5.550+0.60D+0.60W+0.60H 5.13 1.000 501.0 934.0 6.367 14.750+0.60D+0.70E+0.60H 9.38 1.000 935.1 37 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad A - Apparent Pressure.ec6 Description :5' Pole Ftng Pad A Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Circular 10'-0"5'-0"Footing Diameter = 2'-2" Soil Surface No lateral restraint Point Load Distributed Load 26.0 300.0 0.0 No Lateral Restraint at Ground Surface Pole Footing Shape Footing Diameter . . . . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 7.041 Moment 18.679 k-ft Minimum Required Depth 10.0 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 990.12 psf Allowable 991.91 psf Controlling Values ft^2Footing Base Area 3.687 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 1.830 3.340 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 1.152 5.0 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 899.7 5.760 14.400+D+H 9.13 1.000 900.6 899.7 5.760 14.400+D+L+H 9.13 1.000 900.6 899.7 5.760 14.400+D+Lr+H 9.13 1.000 900.6 899.7 5.760 14.400+D+S+H 9.13 1.000 900.6 899.7 5.760 14.400+D+0.750Lr+0.750L+H 9.13 1.000 900.6 899.7 5.760 14.400+D+0.750L+0.750S+H 9.13 1.000 900.6 899.7 5.760 14.400+D+0.60W+H 9.13 1.000 900.6 990.1 7.041 18.679+D+0.70E+H 10.00 1.000 991.9 899.7 5.760 14.400+D+0.750Lr+0.750L+0.450W+H 9.13 1.000 900.6 38 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad A - Apparent Pressure.ec6 Description :5' Pole Ftng Pad A 899.7 5.760 14.400+D+0.750L+0.750S+0.450W+H 9.13 1.000 900.6 968.8 6.721 17.609+D+0.750L+0.750S+0.5250E+H 9.75 1.000 969.8 717.3 3.456 8.640+0.60D+0.60W+0.60H 7.25 1.000 717.9 832.0 4.737 12.919+0.60D+0.70E+0.60H 8.38 1.000 834.1 39 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad A - Apparent Pressure.ec6 Description :15' Pole Ftng Pad A (Cantilevered) Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Circular 21'-7-1/2"7'-4"Footing Diameter = 2'-2" Soil Surface No lateral restraint Point Load Distributed Load 26.0 300.0 0.0 No Lateral Restraint at Ground Surface Pole Footing Shape Footing Diameter . . . . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 33.266 Moment 194.039 k-ft Minimum Required Depth 21.625 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 2,156.44 psf Allowable 2,157.11 psf Controlling Values ft^2Footing Base Area 3.687 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 28.080 7.333 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 1.856 7.333 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf) Actual - (psf) 1,376.4 13.610 49.901+D+H 13.88 1.000 1,377.7 1,376.4 13.610 49.901+D+L+H 13.88 1.000 1,377.7 1,376.4 13.610 49.901+D+Lr+H 13.88 1.000 1,377.7 1,376.4 13.610 49.901+D+S+H 13.88 1.000 1,377.7 1,376.4 13.610 49.901+D+0.750Lr+0.750L+H 13.88 1.000 1,377.7 1,376.4 13.610 49.901+D+0.750L+0.750S+H 13.88 1.000 1,377.7 1,376.4 13.610 49.901+D+0.60W+H 13.88 1.000 1,377.7 2,156.4 33.266 194.039+D+0.70E+H 21.63 1.000 2,157.1 1,376.4 13.610 49.901+D+0.750Lr+0.750L+0.450W+H 13.88 1.000 1,377.7 40 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad A - Apparent Pressure.ec6 Description :15' Pole Ftng Pad A (Cantilevered) 1,376.4 13.610 49.901+D+0.750L+0.750S+0.450W+H 13.88 1.000 1,377.7 1,997.5 28.352 158.004+D+0.750L+0.750S+0.5250E+H 20.00 1.000 1,998.8 1,096.2 8.166 29.941+0.60D+0.60W+0.60H 11.00 1.000 1,097.5 2,006.0 27.822 174.078+0.60D+0.70E+0.60H 20.13 1.000 2,006.9 41 Steel Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad A - Apparent Pressure.ec6 Description :Waler Pad A CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Load Combination :ASCE 7-10 Completely Unbraced Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Span = 6.0 ft W10x60 E(25.56) H(15.49) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : E = 25.560, H = 15.490 k @ 1.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.149: 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 1.020ft 27.818 k Mn / Omega : Allowable 186.128 k-ft Vn/Omega : Allowable W10x60Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 85.680 k Section used for this span W10x60 Ma : Applied Maximum Shear Stress Ratio = 0.325 : 1 0.000 ft 27.707 k-ft Va : Applied 0 <240 5518 Ratio =0 <180 Maximum Deflection Max Downward Transient Deflection 0.010 in 7,206Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.013 in Ratio = Max Upward Total Deflection 0.000 in . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 27.818 5.564 Overall MINimum 7.745 1.549 +D+H 12.908 2.582 +D+L+H 12.908 2.582 +D+Lr+H 12.908 2.582 +D+S+H 12.908 2.582 +D+0.750Lr+0.750L+H 12.908 2.582 +D+0.750L+0.750S+H 12.908 2.582 +D+0.60W+H 12.908 2.582 +D+0.70E+H 27.818 5.564 +D+0.750Lr+0.750L+0.450W+H 12.908 2.582 +D+0.750L+0.750S+0.450W+H 12.908 2.582 +D+0.750L+0.750S+0.5250E+H 24.091 4.818 +0.60D+0.60W+0.60H 7.745 1.549 +0.60D+0.70E+0.60H 22.655 4.531 D Only Lr Only L Only S Only W Only E Only 21.300 4.260 H Only 12.908 2.582 42 PAD 45A - TIEBACK ANALYSISDescription:18' Wall TieDescription:15' Wall TieTie Angle =15Tie Angle =15Tie Force, Soil =47.04kips (horizontal)Tie Force, Soil =45.9kips (horizontal)Tie Force, Seismic =62.81kips (LRFD, horizontal)Tie Force, Seismic =50.58kips (LRFD, horizontal)Vertical Force =24.4kips (ASD)Vertical Force =21.8kips (ASD)Design Force =94kips (ASD)Design Force =84kips (ASD)Min Safety Factor =1.5Min Safety Factor =1.5Ultimate Bond Stress =2ksfUltimate Bond Stress =2ksfTie Bond Diameter =8inTie Bond Diameter =8inTie Bond Circumference =2.1ftTie Bond Circumference =2.1ftMinimum Bond Length =34ftMinimum Bond Length =31ftShaft Diameter =26inShaft Diameter =26inShaft Circumference =6.80678ftShaft Circumference =6.8067841ftSkin Friction =0.5ksfSkin Friction =0.5ksfReq'd Shaft Length =8ftReq'd Shaft Length =7ftDescription:10' Wall TieTie Angle =15Tie Force, Soil =30.6kips (horizontal)Tie Force, Seismic =22.17kips (LRFD, horizontal)Vertical Force =12.4kips (ASD)Design Force =48kips (ASD)Min Safety Factor =1.5Ultimate Bond Stress =2ksfTie Bond Diameter =8inTie Bond Circumference =2.1ftMinimum Bond Length =18ftShaft Diameter =26inShaft Circumference =6.80678ftSkin Friction =0.5ksfReq'd Shaft Length =4ft43 WALL 44 PAD BTotal ht20ftTotal Soil Force =22680plfEFP65psf/ftTotal Slide Force =11348plfPassive300psf/ftTotal Seis Force =18571plfHt to Slip Plane8.5ftSeismic92.86psf/ft (LRFD)Query (ft)Total (plf)Active (plf)Slide (plf)Seismic (plf)Sliding11250plf200001857ka0.548.4327012961974780Soil Density120pcf01296129600pa1296plf/ft05101520250 500 1000 1500Wall Ht (ft)Pressure (plf)APPARENT EARTH PRESSURE05101520250 1000 2000 3000Wall Ht (ft)Pressure (plf)SLIDE PRESSURE05101520250 1000 2000Wall Ht (ft)Pressure (plf)SEISMIC PRESSURE05101520250 2000 4000Wall Ht (ft)Pressure (plf)TOTAL ACTIVE PRESSURE44 Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :#45 Pad B - Lagging at 20' Ht CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - LarchNo.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 11.250 X 3.50 Span = 5.0 ft E(0.5416869) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : E = 1.857 ksf, Tributary Width = 0.2917 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.260: 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 2.500ft 32.16 psi= = FB : Allowable 2,384.64psi Fv : Allowable 11.250 X 3.50Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.70E+H= = = 217.60 psi== Section used for this span 11.250 X 3.50 fb : Actual Maximum Shear Stress Ratio 0.148 : 1 0.000 ft= = 619.07psi fv : Actual Maximum Deflection 0 <240 683Ratio =0 <180 Max Downward Transient Deflection 0.125 in 478Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.088 in Ratio = Max Upward Total Deflection 0.000 in 45 Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :#45 Pad B - Lagging at 16' Ht CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - LarchNo.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 11.250 X 3.50 Span = 5.0 ft E(0.4334662) H(0.5008489) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : E = 1.486, H = 1.717 ksf, Tributary Width = 0.2917 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.610: 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 2.500ft 42.48 psi= = FB : Allowable 1,341.36psi Fv : Allowable 11.250 X 3.50Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+H= = = 122.40 psi== Section used for this span 11.250 X 3.50 fb : Actual Maximum Shear Stress Ratio 0.347 : 1 0.000 ft= = 817.71psi fv : Actual Maximum Deflection 0 <240 322Ratio =0 <180 Max Downward Transient Deflection 0.116 in 517Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.186 in Ratio = Max Upward Total Deflection 0.000 in 46 Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :#45 Pad B - Lagging at 12' Ht CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - LarchNo.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 11.250 X 3.50 Span = 5.0 ft E(0.3249538) H(0.7750469) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : E = 1.114, H = 2.657 ksf, Tributary Width = 0.2917 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.943: 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 2.500ft 65.73 psi= = FB : Allowable 1,341.36psi Fv : Allowable 11.250 X 3.50Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+H= = = 122.40 psi== Section used for this span 11.250 X 3.50 fb : Actual Maximum Shear Stress Ratio 0.537 : 1 0.000 ft= = 1,265.38psi fv : Actual Maximum Deflection 0 <240 258Ratio =0 <180 Max Downward Transient Deflection 0.179 in 334Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.232 in Ratio = Max Upward Total Deflection 0.000 in 47 Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :#45 Pad B - Lagging at 8' Ht CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - LarchNo.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 11.250 X 3.50 Span = 5.0 ft E(0.2167331) H(0.3780432) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : E = 0.7430, H = 1.296 ksf, Tributary Width = 0.2917 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.460: 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 2.500ft 32.06 psi= = FB : Allowable 1,341.36psi Fv : Allowable 11.250 X 3.50Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+H= = = 122.40 psi== Section used for this span 11.250 X 3.50 fb : Actual Maximum Shear Stress Ratio 0.262 : 1 0.000 ft= = 617.21psi fv : Actual Maximum Deflection 0 <240 489Ratio =0 <180 Max Downward Transient Deflection 0.088 in 685Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.123 in Ratio = Max Upward Total Deflection 0.000 in 48 Steel Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :#45 Pad B - 20' Soldier Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :ASCE 7-10 Completely UnbracedAllowable Strength Design Fy : Steel Yield :36.0 ksiBeam Bracing :E: Modulus :29,000.0 Span = 15.0 ft HP14x89 Span = 5.0 ft HP14x89 H(6.480) E(0.0,9.286) H(9.868,0.0) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Loads on all spans...Uniform Load on ALL spans : H = 1.296 ksf, Tributary Width = 5.0 ftVarying Uniform Load : E(S,E) = 0.0->9.286 k/ft, Extent = 0.0 -->> 20.0 ft Varying Uniform Load : H(S,E) = 9.868->0.0 k/ft, Extent = 8.40 -->> 20.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.928 : 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft 103.680 k Mn / Omega : Allowable 255.812 k-ft Vn/Omega : Allowable HP14x89Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 122.213 k Section used for this span HP14x89 Ma : Applied Maximum Shear Stress Ratio = 0.848 : 1 15.000 ft 237.496 k-ft Va : Applied 1,283 1208Ratio =1283 Maximum DeflectionMax Downward Transient Deflection 0.138 in 1,302Ratio = Max Upward Transient Deflection -0.094 in Ratio = Max Downward Total Deflection 0.149 in Ratio = Max Upward Total Deflection -0.094 in . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 76.685 175.151 Overall MINimum 12.865 71.493 +D+H 67.679 119.155 +D+L+H 67.679 119.155 +D+Lr+H 67.679 119.155 +D+S+H 67.679 119.155 +D+0.750Lr+0.750L+H 67.679 119.155 +D+0.750L+0.750S+H 67.679 119.155 +D+0.60W+H 67.679 119.155 +D+0.70E+H 76.685 175.151 +D+0.750Lr+0.750L+0.450W+H 67.679 119.155 +D+0.750L+0.750S+0.450W+H 67.679 119.155 +D+0.750L+0.750S+0.5250E+H 74.434 161.152 +0.60D+0.60W+0.60H 40.608 71.493 +0.60D+0.70E+0.60H 49.613 127.490 D Only Lr Only L Only S Only W Only E Only 12.865 79.995 49 Steel Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :#45 Pad B - 20' Soldier Pile Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS H Only 67.679 119.155 50 Steel Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :#45 Pad B - 15' Soldier Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :ASCE 7-10 Completely UnbracedAllowable Strength Design Fy : Steel Yield :36.0 ksiBeam Bracing :E: Modulus :29,000.0 Span = 10.0 ft HP14x73 Span = 5.0 ft HP14x73 H(4.860) E(0.0,6.964) H(5.614,0.0) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Loads on all spans...Uniform Load on ALL spans : H = 0.9720 ksf, Tributary Width = 5.0 ftVarying Uniform Load : E(S,E) = 0.0->6.964 k/ft, Extent = 0.0 -->> 20.0 ft Varying Uniform Load : H(S,E) = 5.614->0.0 k/ft, Extent = 8.40 -->> 16.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.643 : 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 10.000ft 52.461 k Mn / Omega : Allowable 195.828 k-ft Vn/Omega : Allowable HP14x73Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 98.899 k Section used for this span HP14x73 Ma : Applied Maximum Shear Stress Ratio = 0.530 : 1 10.000 ft 125.996 k-ft Va : Applied 12,726 906Ratio =9926 Maximum DeflectionMax Downward Transient Deflection 0.082 in 1,459Ratio = Max Upward Transient Deflection -0.009 in Ratio = Max Downward Total Deflection 0.132 in Ratio = Max Upward Total Deflection -0.012 in . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 18.567 103.327 Overall MINimum -0.870 40.043 +D+H 18.567 75.297 +D+L+H 18.567 75.297 +D+Lr+H 18.567 75.297 +D+S+H 18.567 75.297 +D+0.750Lr+0.750L+H 18.567 75.297 +D+0.750L+0.750S+H 18.567 75.297 +D+0.60W+H 18.567 75.297 +D+0.70E+H 17.958 103.327 +D+0.750Lr+0.750L+0.450W+H 18.567 75.297 +D+0.750L+0.750S+0.450W+H 18.567 75.297 +D+0.750L+0.750S+0.5250E+H 18.110 96.320 +0.60D+0.60W+0.60H 11.140 45.178 +0.60D+0.70E+0.60H 10.531 73.208 D Only Lr Only L Only S Only W Only E Only -0.870 40.043 51 Steel Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :#45 Pad B - 15' Soldier Pile Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS H Only 18.567 75.297 52 Steel Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :#45 Pad B - 10' Soldier Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :ASCE 7-10 Completely UnbracedAllowable Strength Design Fy : Steel Yield :36.0 ksiBeam Bracing :E: Modulus :29,000.0 Span = 5.0 ft HP14x73 Span = 5.0 ft HP14x73 H(3.240) E(0.0,4.643) H(1.361,0.0) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Loads on all spans...Uniform Load on ALL spans : H = 0.6480 ksf, Tributary Width = 5.0 ftVarying Uniform Load : E(S,E) = 0.0->4.643 k/ft, Extent = 0.0 -->> 20.0 ft Varying Uniform Load : H(S,E) = 1.361->0.0 k/ft, Extent = 8.40 -->> 12.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.329 : 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 5.000ft 26.516 k Mn / Omega : Allowable 195.828 k-ft Vn/Omega : Allowable HP14x73Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 98.899 k Section used for this span HP14x73 Ma : Applied Maximum Shear Stress Ratio = 0.268 : 1 5.000 ft 64.412 k-ft Va : Applied 21,774 1913Ratio =15334 Maximum DeflectionMax Downward Transient Deflection 0.046 in 2,628Ratio = Max Upward Transient Deflection -0.003 in Ratio = Max Downward Total Deflection 0.063 in Ratio = Max Upward Total Deflection -0.004 in . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum -8.284 50.503 Overall MINimum -2.472 17.556 +D+H -4.120 38.214 +D+L+H -4.120 38.214 +D+Lr+H -4.120 38.214 +D+S+H -4.120 38.214 +D+0.750Lr+0.750L+H -4.120 38.214 +D+0.750L+0.750S+H -4.120 38.214 +D+0.60W+H -4.120 38.214 +D+0.70E+H -8.284 50.503 +D+0.750Lr+0.750L+0.450W+H -4.120 38.214 +D+0.750L+0.750S+0.450W+H -4.120 38.214 +D+0.750L+0.750S+0.5250E+H -7.243 47.431 +0.60D+0.60W+0.60H -2.472 22.928 +0.60D+0.70E+0.60H -6.636 35.218 D Only Lr Only L Only S Only W Only E Only -5.949 17.556 53 Steel Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :#45 Pad B - 10' Soldier Pile Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS H Only -4.120 38.214 54 Steel Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :#45 Pad B - 5' Soldier Pile CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :ASCE 7-10 Completely UnbracedAllowable Strength Design Fy : Steel Yield :36.0 ksiBeam Bracing :E: Modulus :29,000.0 Span = 5.0 ft HP14x73 H(1.620) E(0.0,2.321) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Loads on all spans...Uniform Load on ALL spans : H = 0.3240 ksf, Tributary Width = 5.0 ftVarying Uniform Load : E(S,E) = 0.0->2.321 k/ft, Extent = 0.0 -->> 20.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.121 : 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1Location of maximum on span 0.000ft 9.115 k Mn / Omega : Allowable 195.828 k-ft Vn/Omega : Allowable HP14x73Section used for this span Span # where maximum occursLocation of maximum on span Span # 1 Load Combination +D+0.70E+H 98.899 k Section used for this span HP14x73 Ma : Applied Maximum Shear Stress Ratio = 0.092 : 1 0.000 ft 23.635 k-ft Va : Applied 0 <2409831Ratio =0 <180 Maximum DeflectionMax Downward Transient Deflection 0.010 in 11,638Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.012 in Ratio = Max Upward Total Deflection 0.000 in . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 9.115 Overall MINimum 1.451 +D+H 8.100 +D+L+H 8.100 +D+Lr+H 8.100 +D+S+H 8.100 +D+0.750Lr+0.750L+H 8.100 +D+0.750L+0.750S+H 8.100 +D+0.60W+H 8.100 +D+0.70E+H 9.115 +D+0.750Lr+0.750L+0.450W+H 8.100 +D+0.750L+0.750S+0.450W+H 8.100 +D+0.750L+0.750S+0.5250E+H 8.862 +0.60D+0.60W+0.60H 4.860 +0.60D+0.70E+0.60H 5.875 D Only Lr Only L Only S Only W Only E Only 1.451 H Only 8.100 55 Steel Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :#45 Pad B - 16' Soldier Pile (Cantilevered) CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :ASCE 7-10 Completely UnbracedAllowable Strength Design Fy : Steel Yield :36.0 ksiBeam Bracing :E: Modulus :29,000.0 Span = 18.0 ft HP18x181 E(0,7.43) H(5.185,0) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Load for Span Number 1Varying Uniform Load : E(S,E) = 0.0->1.486, H(S,E) = 1.037->0.0 ksf, Extent = 0.0 -->> 16.0 ft, Trib Width = 5.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.978 : 1 Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft 83.088 k Mn / Omega : Allowable 680.105 k-ft Vn/Omega : Allowable HP18x181Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H 259.20 k Section used for this span HP18x181 Ma : Applied Maximum Shear Stress Ratio = 0.321 : 1 0.000 ft 665.045 k-ft Va : Applied 0 <240442Ratio =0 <180 Maximum DeflectionMax Downward Transient Deflection 1.027 in 420Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.977 in Ratio =Max Upward Total Deflection 0.000 in . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 83.088 Overall MINimum 24.888 +D+H 41.480 +D+L+H 41.480 +D+Lr+H 41.480 +D+S+H 41.480 +D+0.750Lr+0.750L+H 41.480 +D+0.750L+0.750S+H 41.480 +D+0.60W+H 41.480 +D+0.70E+H 83.088 +D+0.750Lr+0.750L+0.450W+H 41.480 +D+0.750L+0.750S+0.450W+H 41.480 +D+0.750L+0.750S+0.5250E+H 72.686 +0.60D+0.60W+0.60H 24.888 +0.60D+0.70E+0.60H 66.496 D Only Lr Only L Only S Only W Only E Only 59.440 H Only 41.480 56 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :20' Pole Ftng Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Circular 30'-4-1/2"6'-2-5/8Footing Diameter = 2'-2" Soil Surface No lateral restraint Point Load Distributed Load 26.0 300.0 0.0 No Lateral Restraint at Ground Surface Pole Footing Shape Footing Diameter . . . . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 76.676 Moment 237.201 k-ft Minimum Required Depth 30.375 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 3,032.31 psf Allowable 3,034.38 psf Controlling Values ft^2Footing Base Area 3.687 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 12.860 2.970 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 10.880 6.220 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 2,858.3 67.674 210.465+D+H 28.63 1.000 2,860.1 2,858.3 67.674 210.465+D+L+H 28.63 1.000 2,860.1 2,858.3 67.674 210.465+D+Lr+H 28.63 1.000 2,860.1 2,858.3 67.674 210.465+D+S+H 28.63 1.000 2,860.1 2,858.3 67.674 210.465+D+0.750Lr+0.750L+H 28.63 1.000 2,860.1 2,858.3 67.674 210.465+D+0.750L+0.750S+H 28.63 1.000 2,860.1 2,858.3 67.674 210.465+D+0.60W+H 28.63 1.000 2,860.1 3,032.3 76.676 237.201+D+0.70E+H 30.38 1.000 3,034.4 2,858.3 67.674 210.465+D+0.750Lr+0.750L+0.450W+H 28.63 1.000 2,860.1 57 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :20' Pole Ftng 2,858.3 67.674 210.465+D+0.750L+0.750S+0.450W+H 28.63 1.000 2,860.1 2,990.1 74.425 230.517+D+0.750L+0.750S+0.5250E+H 30.00 1.000 2,991.6 2,245.5 40.604 126.279+0.60D+0.60W+0.60H 22.50 1.000 2,247.5 2,467.1 49.606 153.015+0.60D+0.70E+0.60H 24.75 1.000 2,467.4 58 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :15' Pole Ftng Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Circular 15'-1-1/2"10'-0"Footing Diameter = 2'-2" Soil Surface No lateral restraint Point Load Distributed Load 26.0 300.0 0.0 No Lateral Restraint at Ground Surface Pole Footing Shape Footing Diameter . . . . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 19.170 Moment 27.435 k-ft Minimum Required Depth 15.125 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 1,510.66 psf Allowable 1,511.90 psf Controlling Values ft^2Footing Base Area 3.687 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 0.870 10.0 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 8.070 2.30 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 1,473.9 18.561 21.345+D+H 14.88 1.000 1,475.6 1,473.9 18.561 21.345+D+L+H 14.88 1.000 1,475.6 1,473.9 18.561 21.345+D+Lr+H 14.88 1.000 1,475.6 1,473.9 18.561 21.345+D+S+H 14.88 1.000 1,475.6 1,473.9 18.561 21.345+D+0.750Lr+0.750L+H 14.88 1.000 1,475.6 1,473.9 18.561 21.345+D+0.750L+0.750S+H 14.88 1.000 1,475.6 1,473.9 18.561 21.345+D+0.60W+H 14.88 1.000 1,475.6 1,510.7 19.170 27.435+D+0.70E+H 15.13 1.000 1,511.9 1,473.9 18.561 21.345+D+0.750Lr+0.750L+0.450W+H 14.88 1.000 1,475.6 59 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :15' Pole Ftng 1,473.9 18.561 21.345+D+0.750L+0.750S+0.450W+H 14.88 1.000 1,475.6 1,501.8 19.018 25.913+D+0.750L+0.750S+0.5250E+H 15.13 1.000 1,502.8 1,153.8 11.137 12.807+0.60D+0.60W+0.60H 11.63 1.000 1,155.5 1,204.4 11.746 18.897+0.60D+0.70E+0.60H 12.13 1.000 1,206.3 60 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :10' Pole Ftng Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Circular 10'-7-1/2"6'-7-7/16"Footing Diameter = 2'-2" Soil Surface No lateral restraint Point Load Distributed Load 26.0 300.0 0.0 No Lateral Restraint at Ground Surface Pole Footing Shape Footing Diameter . . . . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 8.283 Moment 20.918 k-ft Minimum Required Depth 10.625 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 1,060.36 psf Allowable 1,062.23 psf Controlling Values ft^2Footing Base Area 3.687 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 5.950 1.750 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 0.6220 6.620 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 802.2 4.118 13.629+D+H 8.13 1.000 803.4 802.2 4.118 13.629+D+L+H 8.13 1.000 803.4 802.2 4.118 13.629+D+Lr+H 8.13 1.000 803.4 802.2 4.118 13.629+D+S+H 8.13 1.000 803.4 802.2 4.118 13.629+D+0.750Lr+0.750L+H 8.13 1.000 803.4 802.2 4.118 13.629+D+0.750L+0.750S+H 8.13 1.000 803.4 802.2 4.118 13.629+D+0.60W+H 8.13 1.000 803.4 1,060.4 8.283 20.918+D+0.70E+H 10.63 1.000 1,062.2 802.2 4.118 13.629+D+0.750Lr+0.750L+0.450W+H 8.13 1.000 803.4 61 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :10' Pole Ftng 802.2 4.118 13.629+D+0.750L+0.750S+0.450W+H 8.13 1.000 803.4 1,002.5 7.241 19.096+D+0.750L+0.750S+0.5250E+H 10.13 1.000 1,003.5 644.5 2.471 8.178+0.60D+0.60W+0.60H 6.50 1.000 645.4 952.7 6.636 15.466+0.60D+0.70E+0.60H 9.63 1.000 952.8 62 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :5' Pole Ftng Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Circular 11'-1-1/2"5'-0"Footing Diameter = 2'-2" Soil Surface No lateral restraint Point Load Distributed Load 26.0 300.0 0.0 No Lateral Restraint at Ground Surface Pole Footing Shape Footing Diameter . . . . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 9.115 Moment 23.630 k-ft Minimum Required Depth 11.125 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 1,110.40 psf Allowable 1,111.86 psf Controlling Values ft^2Footing Base Area 3.687 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 1.450 3.330 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 1.620 5.0 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 1,048.8 8.100 20.250+D+H 10.63 1.000 1,050.5 1,048.8 8.100 20.250+D+L+H 10.63 1.000 1,050.5 1,048.8 8.100 20.250+D+Lr+H 10.63 1.000 1,050.5 1,048.8 8.100 20.250+D+S+H 10.63 1.000 1,050.5 1,048.8 8.100 20.250+D+0.750Lr+0.750L+H 10.63 1.000 1,050.5 1,048.8 8.100 20.250+D+0.750L+0.750S+H 10.63 1.000 1,050.5 1,048.8 8.100 20.250+D+0.60W+H 10.63 1.000 1,050.5 1,110.4 9.115 23.630+D+0.70E+H 11.13 1.000 1,111.9 1,048.8 8.100 20.250+D+0.750Lr+0.750L+0.450W+H 10.63 1.000 1,050.5 63 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :5' Pole Ftng 1,048.8 8.100 20.250+D+0.750L+0.750S+0.450W+H 10.63 1.000 1,050.5 1,095.2 8.861 22.785+D+0.750L+0.750S+0.5250E+H 11.00 1.000 1,097.1 833.5 4.860 12.150+0.60D+0.60W+0.60H 8.38 1.000 835.2 912.5 5.875 15.530+0.60D+0.70E+0.60H 9.25 1.000 914.5 64 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :18' Pole Ftng (Cantivelered) Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Circular 29'-1-1/2"10'-8-1/16" Footing Diameter = 3'-0" Soil Surface No lateral restraint Point Load Distributed Load 36.0 300.0 No Lateral Restraint at Ground Surface Pole Footing Shape Footing Diameter . . . . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+0.70E+HGoverning Load Combination : Lateral Load 83.092 Moment 665.09 k-ft Minimum Required Depth 29.125 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 2,902.69 psf Allowable 2,903.70 psf Controlling Values ft^2Footing Base Area 7.069 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 59.440 10.667 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 3.889 10.667 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 2,038.9 41.484 221.255+D+H 20.50 1.000 2,039.4 2,038.9 41.484 221.255+D+L+H 20.50 1.000 2,039.4 2,038.9 41.484 221.255+D+Lr+H 20.50 1.000 2,039.4 2,038.9 41.484 221.255+D+S+H 20.50 1.000 2,039.4 2,038.9 41.484 221.255+D+0.750Lr+0.750L+H 20.50 1.000 2,039.4 2,038.9 41.484 221.255+D+0.750L+0.750S+H 20.50 1.000 2,039.4 2,038.9 41.484 221.255+D+0.60W+H 20.50 1.000 2,039.4 2,902.7 83.092 665.087+D+0.70E+H 29.13 1.000 2,903.7 2,038.9 41.484 221.255+D+0.750Lr+0.750L+0.450W+H 20.50 1.000 2,039.4 65 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.16.8.31 Licensee : URS CORPORATIONLic. # : KW-06008774 File = U:\Projects\_Jobs\27661206 SDG&E - SOCRE Project\010 CALCULATIONS & ANALYSES\STRUCTURAL\44\WALL 44 pad B - Apparent Pressure.ec6 Description :18' Pole Ftng (Cantivelered) 2,038.9 41.484 221.255+D+0.750L+0.750S+0.450W+H 20.50 1.000 2,039.4 2,720.1 72.690 554.129+D+0.750L+0.750S+0.5250E+H 27.25 1.000 2,721.0 1,623.7 24.890 132.753+0.60D+0.60W+0.60H 16.25 1.000 1,623.8 2,652.1 66.498 576.585+0.60D+0.70E+0.60H 26.63 1.000 2,652.6 66 PAD 45B - TIEBACK ANALYSISDescription:20' Wall TieDescription:15' Wall TieTie Angle =15Tie Angle =15Tie Force, Soil =119.15kips (horizontal)Tie Force, Soil =75.3kips (horizontal)Tie Force, Seismic =80kips (LRFD, horizontal)Tie Force, Seismic =40.04kips (LRFD, horizontal)Vertical Force =46.9kips (ASD)Vertical Force =27.7kips (ASD)Design Force =181kips (ASD)Design Force =107kips (ASD)Min Safety Factor =1.5Min Safety Factor =1.5Ultimate Bond Stress =2ksfUltimate Bond Stress =2ksfTie Bond Diameter =12inTie Bond Diameter =12inTie Bond Circumference =3.1ftTie Bond Circumference =3.1ftMinimum Bond Length =44ftMinimum Bond Length =26ftShaft Diameter =26inShaft Diameter =26inShaft Circumference =6.80678ftShaft Circumference =6.8067841ftSkin Friction =0.5ksfSkin Friction =0.5ksfReq'd Shaft Length =14ftReq'd Shaft Length =9ftDescription:10' Wall TieTie Angle =15Tie Force, Soil =38.21kips (horizontal)Tie Force, Seismic =17.56kips (LRFD, horizontal)Vertical Force =13.5kips (ASD)Design Force =52kips (ASD)Min Safety Factor =1.5Ultimate Bond Stress =2ksfTie Bond Diameter =6inTie Bond Circumference =1.6ftMinimum Bond Length =25ftShaft Diameter =26inShaft Circumference =6.80678ftSkin Friction =0.5ksfReq'd Shaft Length =4ft67 Bearing Plate Wedge Plate Wedges Greased and Hot Melt-Plastic Extruded Strand (Unbonded Length) Post-Grout Line (optional) Spacer Wedge Plate Wedges Cover Cap (optional) Bearing Plate with Trumpet Greased and Hot Melt-Plastic Extruded Strand (Unbonded Length) Corrugated Plastic Sheathing Spacer Bare Strand (Bond Length)Post-Grout Line (optional) End Cap 9 Strand Anchorage Centralizer Bare Strand (Bond Length)Grout Tube Centralizer Grout Tube DYWIDAG Strand Anchors DYWIDAG Temporary Strand Anchors DYWIDAG Permanent Strand Anchors with DCP (Double Corrosion Protection) Advantages and Characteristics ƒStrand anchors allow for a large range of anchor capacities, as there is no theoretical limit on how many strands can be used in an anchor ƒLong anchor lengths are possible without the requirement of a splice ƒMost strand anchors are coiled for transport and require little storage space on site ƒUtilization of high strength 270KSI strand results in low anchor weight ƒThe hot melt extrusion process provides a high quality, uninterrupted plastic bond breaker and additional corrosion protection ƒSpecialized installation and stressing equipment is available from DSI 28 68 Wedge Plate Bearing Plate G HTrumpet Pipe O�D� Corrugated Sheathing O�D� DYWIDAG Strand Anchors Properties DYWIDAG Strand Anchors utilize 0�6" dia� 7-wire, Low Relaxation 270ksi Strand conforming to ASTM A416 (bare strand) or ASTM A882 (epoxy coated strand)� Number of Strands Nominal Cross Section Area (Aps)Ultimate Strength(Fpu x Aps) Prestressing Force Nominal Weight(bare steel only)0.80 Fpu x Aps 0.70 Fpu x Aps 0.60 Fpu x Aps [ea][in2]/[mm2][kips]/[kN][kips]/[kN][kips]/[kN][kips]/[kN][lbs/ft]/[kg/m] 1 0.217 /140 58.6 /261 46.9 /208 41.0 /182 35.2 /156 0.74 /1.09 2 0.434 /280 117.2 /521 93.7 /417 82.0 /365 70.3 /313 1.48 /1.64 3 0.651 /420 175.8 /782 140.6 /625 123.0 /547 105.5 /469 2.22 /3.27 4 0.868 /560 234.4 /1,043 187.5 /834 164.1 /730 140.6 /626 2.96 /4.46 5 1.085 /700 293.0 /1,303 234.4 /1,043 205.1 /912 175.8 /782 3.70 /5.51 6 1.302 /840 351.6 /1,564 281.3 /1,251 246.1 /1,095 210.9 /938 4.44 /6.55 7 1.519 /980 410.2 /1,825 328.2 /1,460 287.2 /1,277 246.2 /1,095 5.18 /7.74 8 1.736 /1,120 468.8 /2,085 375.0 /1,668 328.1 /1,460 281.3 /1,251 5.92 /8.78 9 1.953 /1,260 527.4 /2,346 421.9 /1,877 369.2 /1,642 316.4 /1,408 6.66 /9.97 12 2.604 /1,680 703.2 /3,128 562.6 /2,503 492.3 /2,190 422.0 /1,877 8.88 /13.24 15 3.255 /2,100 879.0 /3,910 703.2 /3,128 615.3 /2,737 527.4 /2,346 11.10 /16.52 19 4.123 /2,660 1,113.4 /4,953 890.7 /3,962 779.4 /3,467 668.0 /2,972 14.06 /20.98 27 5.859 /3,780 1,582.2 /7,038 1,265.8 /5,631 1,107.6 /4,927 949.4 /4,223 19.98 /29.76 37 8.029 /5,180 2,168.2 /9,645 1,734.6 /7,716 1,517.8 /6,751 1,301.0 /5,787 27.38 /40.78 48 10.416 /6,720 2,812.8 /12,512 2,250.2 /10,009 1,968.9 /8,758 1,687.7 /7,507 35.52 /52.83 54 11.718 /7,560 3,164.4 /14,076 2,531.5 /11,261 2,215.1 /9,853 1,898.6 /8,446 39.96 /59.38 61 13.237 /8,540 3,574.6 /15,901 2,859.7 /12,721 2,502.2 /11,131 2,144.8 /9,540 45.14 /67.12 Aps = Area Prestressing Steel Fpu = Minimum Ultimate Strength DYWIDAG Strand Anchor Dimensions – DCP Components & Wedge Plates Please consult your local sales office for systems exceeding 61 strands� Max. No. of Strands* HDPE Corrugated Sheating Outside Diameter Trumpet Pipe Outside Diameter Wedge Plate Dimensions [ea]Size Des.[in][mm][in][mm]Ø G [in] Ø G [mm]H [in]H [mm] 3 2"2�44 62 4�50 114 4�69 119 1�80 46 4 2�5"2�92 74 4�50 114 4�69 119 1�80 46 6 2�5"2�92 74 4�50 114 5�61 142 2�40 61 7 3"3�60 91 4�50 114 5�61 142 2�40 61 9 3"3�60 91 5�63 143 5�51 140 1�69 43 12 4"4�60 117 5�63 143 6�30 160 1�69 43 15 4"4�60 117 6�63 168 7�09 180 1�97 50 18 4"4�60 117 8�63 219 7�87 200 2�17 55 24 5"5�85 149 8�63 219 9�45 240 2�95 75 27 6"6�80 173 8�63 219 9�45 240 2�95 75 * based on the use of a single 0�5" ID x 0�75" OD internal grout tube� Please consult your local sales office for systems exceeding 27 strands� Bearing plates sizes are dependent on project specific conditions� DSI staff can assist with sizing of bearing plates� 29 69