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Bending (06+0.14SDS)D+0.7ΩE <br />Shear Load Va =125 lbs <br />Moment Ma = VL =913 lb-ft <br />Section Modulus Sx = bd2 / 6 =27.73 in3 <br />Bending Stress fb = M / Sx =395 psi <br />Design Bending Stress Fb =1000 psi <br />Load Duration CD =1.6 <br />Size Factor CF =1 <br />F* <br />b =1600 psi <br />Effective Length =15.1 ft <br />Slenderness Ratio =5.74 < 50 OK <br />=22610 psi <br />Beam Stability Factor =1.00 <br />F'b = F*b CL =1594 psi <br />Demand Capacity Ratio DCR = fb / F'b =0.25 < 1 OK <br />Interaction Equation (06+0.14SDS)D+0.7ΩE <br />Bending and Compression Capacity =1.00 < 1 OK <br />MPB66Z Non-Reinforced Concret <br />Moment Capacity M =1645 lb-ft <br />Demand Capacity Ratio DCR = Ma / M =0.555 < 1 OK <br />Deflection <br />Bending Deflection =0.24 in <br />Rotation Stiffness K =2405000 in-lb <br />Rotation Deflection =0.44 in <br />Total Deflection =0.68 in <br />Deflection Amplification Factor Cd =1.500 <br />Maximum Elastic Displacement =1.03 in <br />Allowable Story Drift =1.76 in <br />Demand Capacity Ratio =0.58 < 1 OK <br />C <br />1 F <br />F ∗ <br />1.9 <br />1 F <br />F ∗ <br />1.9 <br />F <br />F ∗ <br />0.95 <br />R l d <br />b <br />F 1.20E <br />R <br />𝑙 <br />𝑙 <br />𝑑 7 1.87𝑙 <br />𝑙 <br />𝑑 7 1.44𝑙 3𝑑 <br />Δ VL <br />3EI <br />Δ M <br />K L <br />Δ Δ Δ <br />Δ C Δ <br />I <br />Δ 0.02L <br />DCR Δ <br />Δ <br />𝑀𝐴𝑋 <br />𝑓 <br />𝐹 <br />𝑓 <br />𝐹1 𝑓 <br />𝐹 <br />f <br />F <br />f <br />F <br />2710 N Laird St & 2209 W <br />Laramore Ln10/7/2024