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Report File: <br />TIA-222 Revison: <br />Tower Type:Check Pier Capacity only at location of Max Moment? No <br />Location: <br />Soil Lateral Check Compression Uplif <br />Comp. Uplift 8.22 - <br />1308 7.72 - <br />24 1452.32 - <br />23 17.2% <br />Soil Vertical Check Compression Uplif Go to Soil Calculations <br />496.76 - <br />4 ksi 234.96 - <br />60 ksi 145.05 - <br />40 ksi 731.72 - <br />169.05 - <br />23.1% <br />28 ft Reinforced Concrete Flexure Compression Uplif <br />0.5 ft 8.21 - <br />1452.32 - <br />2884.77 - <br />6 ft 50.3% <br />27 26 Reinforced Concrete Shear Compression Uplif <br />8 20.16 - <br />4 in 160.27 - <br />5 454.21 - <br />12 in 35.3%- <br />in <br />N/# of Layers 3 <br />121 <br />FALSE 1 0 3 3 110 150 0 0 0.000 0.000 0.00 0.00 <br />FALSE 2 3 15.865 12.865 110 150 0 34.05 1.126 1.126 17 <br />FALSE 3 15.865 28 12.135 110 150 3.094 0 1.702 1.702 8 <br />50.3%Structural Foundation Rating <br />Total Capacity (kips) <br />N/ <br />Analysis Results <br />Rebar Size <br />Pier Section 1 <br />Check Limitation <br />Apply TIA-222-H Section 15.5: <br />Additional Longitudinal Reba <br />Shear Design Options <br />Check Shear along Depth of Pier: <br />Utilize Shear-Friction Methodology: <br />Override Critical Depth: <br />Dv=0 (ft from TOC) <br />Soil Safety Factor <br />Max Moment (kip-ft) <br />Rating <br />Ext. Above Grade <br />Critical Moment (kip-ft) <br />Critical Moment Capacity <br />Rating <br />From 0.5' above grade to 28' below grade <br />Rebar Size <br />Clear Cover to Ties <br />Tie Size <br />Input Effective Depths (else Actual): <br />Critical Depth (ft from TOC) <br />23.1%Soil Interaction Rating <br />Re ar , y <br />Override <br />ksi <br />e ar , y <br />Override <br />ksi <br />Depth <br />Cohesionless <br />Layer Top <br />(ft)Bottom (ft)Thickness <br />(ft) <br />Groundwater Depth <br />Cohesion <br />(ksf) <br />Angle of <br />Friction <br />(degrees) <br />Cohesionless <br />Ultimate Skin <br />Friction Uplift <br />Override (ksf) <br />Critical Shear Capacity <br />Rating <br />Skin Friction (kips) <br />Weight of Concrete (kips) <br />Rating <br />Critical Shear (kip) <br />End Bearing (kips) <br />Axial (kips) <br />Critical Depth (ft from TOC) <br />Calculated <br />Ultimate Skin <br />Friction Uplift <br />(ksf) <br />Calculated <br />Ultimate Skin <br />Friction Comp <br />(ksf) <br />Ultimate Skin <br />Friction Comp <br />Override <br />(ksf) <br />Soil Profile <br />Soil TypeSPT Blow <br />Count <br />Ult. Net <br />Bearing <br />Capacity <br />(ksf) <br />γsoil <br />(pcf) <br />γconcrete <br />(pcf) <br />Cohesive <br />Drilled Pier Foundation <br />Site # : <br />Site Name: <br />Project Number: <br />Monopole <br />Applied Loads <br />Material Properties <br />Pier Design Data <br />H <br />214755 <br />SCE FAIRVIEW SUBSTATI <br />2023723.21.214755.02 <br />Moment (kip-ft) <br />Axial Force (kips) <br />Shear Force (kips) <br />Concrete Strength, f'c: <br />Rebar Strength, Fy: <br />Tie Yield Strength, Fyt: <br />Pier Diameter <br />Rebar Quantit <br />Rebar Cage Diameter <br />Rebar Quantity <br />Tie Spacing <br />Rebar & Pier Options <br />Embedded Pole Inputs <br />Belled Pier Inputs <br />Version 5.0.3 <br />4111 3%4 S Main St Unit <br />#WCC0112/13/2024