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SUBJECT:Bristol Tolliver Park <br />Member Calculations <br />Typ. Steel Post A <br />SHEET NO:MC1 - <br />PROJECT NO: 11250537 <br />BY:MAM DATE: 09/05/2025 <br />5 <br />Post Embedment in Footing: <br />Embedment Depth: ≔x ⋅20 in <br />Effective Width of Compression Block: ≔bc ⋅5 in (Post Diameter) <br />Applied Lateral Load/Shear: ≔Vpost =――RT <br />0.6 <br />203.65 lbf <br />Shear Span/Moment Arm: ≔a =h 136.67 in <br />Eccentricity: <br />PCI 7th Ed. 6.8 <br />≔e =+a ―x <br />2 <br />146.67 in <br />Concrete Compressive Strength: ≔fc ⋅3500 psi <br />Shear Capacity: <br />PCI 7th Ed. Eq. 6-75 <br />(modified for plain concrete) <br />≔Vc.ϕ =――――――⋅⋅⋅⋅0.6 0.85 fc bc x <br />+1 ⋅3.6 ―e <br />x <br />6514.6 lbf <br />=――Vpost <br />Vc.ϕ <br />0.03 OK <br />Flexure in Footing: <br />Applied Moment/Flexure: ≔Mftg =――Mu <br />0.6 <br />27.83 ⋅kip in <br />Concrete Modification Factor: ≔λ 1.0 <br />Footing Section Modulus: ≔Sm =―――――⋅π ⎛⎝-b4 bc <br />4 ⎞⎠ <br />⋅32 b <br />1354.61 in3 <br />Flexural Strength at Tension Face: <br />ACI 318-19, Eq. 14.5.2.1a <br />≔Mn.ϕ1 ⋅0.6 ⎛⎝⋅⋅⋅5 λ ⎛⎝⋅‾‾fc psi0.5⎞⎠Sm <br />⎞⎠ <br />=Mn.ϕ1 240.42 ⋅kip in <br />Flexural Strength at Compression Face: <br />ACI 318-19, Eq. 14.5.2.1b <br />≔Mn.ϕ2 ⋅0.6 ⎛⎝⋅⋅0.85 fc Sm⎞⎠ <br />=Mn.ϕ2 2417.98 ⋅kip in <br />Governing Flexural Strength: ≔Mn.ϕ =min⎛⎝,Mn.ϕ1 Mn.ϕ2⎞⎠240.42 ⋅kip in <br />=――Mftg <br />Mn.ϕ <br />0.12 OK