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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 Uplift <br />Comp.Uplift 11.59 - <br />677.08 22.30 - <br />13.85 783.53 - <br />12.81 5.7%- <br />Soil Vertical Check Compression Uplift Go to Soil Calculations <br />372.57 - <br />3 ksi 97.19 - <br />60 ksi 129.00 - <br />40 ksi 469.77 - <br />142.85 - <br />29.0%- <br />35.5 ft Reinforced Concrete Flexure Compression Uplift <br />1 ft 11.86 - <br />783.43 - <br />2103.27 - <br />5 ft 35.5%- <br />27 24 Reinforced Concrete Shear Compression Uplift <br />8 33.53 - <br />3 in 23.05 - <br />4 335.88 - <br />in 6.5%- Shear-Friction Methodology is Applied <br />in <br />*Rating per TIA-222-H Section 15.5 <br />N/A # of Layers 6 <br />121 <br />FALSE 1 0 2.5 2.5 120 150 0 0 0.000 0.000 0.00 0.00 <br />FALSE 2 2.5 6 3.5 120 150 0 32 0.000 0.000 0.00 0.00 <br />FALSE 3 6 10 4 105 150 0 30 0.000 0.000 0.64 0.64 <br />FALSE 4 10 25 15 115 150 0 31 0.000 0.000 1.08 1.08 <br />FALSE 5 25 35 10 110 150 0 30 0.000 0.000 1.22 1.22 <br />FALSE 6 35 35.5 0.5 110 150 0 30 0.000 0.000 1.33 1.33 6.6 <br />Cohesionless <br />Cohesionless <br />Cohesionless <br />Cohesionless <br />Cohesionless <br />Soil Profile <br />Groundwater Depth <br />SPT Blow <br />Count <br />Ult. Gross <br />Bearing <br />Capacity <br />(ksf) <br />Ultimate Skin <br />Friction Uplift <br />Override (ksf) <br />Ultimate Skin <br />Friction Comp <br />Override <br />(ksf) <br />Calculated <br />Ultimate Skin <br />Friction Uplift <br />(ksf) <br />Calculated <br />Ultimate Skin <br />Friction Comp <br />(ksf) <br />Angle of <br />Friction <br />(degrees) <br />γconcrete <br />(pcf) <br />γsoil <br />(pcf) <br />Cohesion <br />(ksf)Bottom (ft)Thickness <br />(ft)Layer Soil TypeTop <br />(ft) <br />Cohesionless <br />Rebar Quantity <br />Structural Foundation Rating*Rebar Size 35.5% <br />Rebar Cage Diameter Soil Interaction Rating*29.0% <br />Rebar 2, Fy <br />Override <br />(ksi) <br />Rebar 3, Fy <br />Override <br />(ksi) <br />Material Properties Skin Friction (kips) <br />Concrete Strength, f'c:End Bearing (kips) <br />Rebar Strength, Fy:Weight of Concrete (kips) <br />Tie Yield Strength, Fyt:Total Capacity (kips) <br />Axial (kips) <br />Pier Design Data Rating* <br />Depth <br />Ext. Above Grade Critical Depth (ft from TOC) <br />Critical Moment (kip-ft)Pier Section 1 <br />From 1' above grade to 35.5' below grade Critical Moment Capacity <br />Pier Diameter Rating* <br />Rebar Quantity <br />Rebar Size Critical Depth (ft from TOC) <br />Clear Cover to Ties Critical Shear (kip) <br />Critical Shear CapacityTie Size <br />Rating*Tie Spacing <br />Drilled Pier Foundation <br />BU # :845404 <br />C:\Users\yamini.rajakumar\Telamon Dropbox\Yamini Rajakumar\42285 - Crown Structural Engineering\845404 - 22 FWY GLASSELL 3B2\WO 2399694 - SA\01 - STR\_QA\20250618_APP705457_845404 CCISeismic 5.0.2 Wind And Seismic Analysis.eri.XMLOUT.xml22 FWY GLASSELL 3B2Site Name: <br />705457 Rev.0Order Number: <br />H <br />Shear Force (kips)Rating* <br />Utilize Shear-Friction Methodology: <br />Check Limitation <br />Override Critical Depth: <br />Check Shear along Depth of Pier: <br />N/A <br />Design Options <br />Input Effective Depths (else Actual): <br />Apply TIA-222-H Section 15.5:Monopole <br />Monopole <br />Analysis Results <br />Applied Loads <br />Dv=0 (ft from TOC) <br />Soil Safety FactorMoment (kip-ft) <br />Max Moment (kip-ft)Axial Force (kips) <br />Consider non-tapered moment capacity: <br />Rebar & Pier Options <br />Embedded Pole Inputs <br />Belled Pier Inputs <br />Version 6.4.6