钢筋混凝土结构课程设计

0.063Р0.401Р0.042Р0.304Р=1-(1-2αs)0.5Р0.065Р0.555Р0.043Р0.374РAs=α1fcbh0/fy 或As=α1fcbf’h0/fy(mm2)Р1503Р1449Р995Р1098РAsmin=0.002bh=0.45ft/fybhР180Р180Р180Р180Р选配钢筋Р325Р325Р322Р225+120Р实配钢筋面积(mm2)Р1473Р1473Р1140.3Р1296 Р 8Р表3.4、次梁斜截面承载力计算Р截面Р端支座右侧Р离端第二支座左侧Р离端第二支座右侧Р中间支座左侧、右侧РV(kN)Р 110.35Р147.14Р134.78Р134.78Р0.25βcfcbh0(kN)Р244.0>VР244.0>VР244.0>VР244.0>VР0.7ftbh0(kN)Р72.9<VР72.9<VР72.9<VР72.9<VР选用箍筋Р2φ8Р2φ8Р2φ8Р2φ8РASV=nASV1(mm2)Р101Р101Р101Р101РS=fyvASVh0/V-0.7ftbh0(mm)Р299Р151Р181Р181Р实配箍筋间距s(mm)Р200Р200Р200Р200Рρsv=nASV1/bsР0.25%Р0.25%Р0.25%Р0.25%Рρsvmin=0.24ft/fyvР0.11%Р0.11%Р0.11%Р0.11%Р四、主梁设计(按弹性理论计算)Р荷载计算Р恒载设计值:Р由次梁传来Р11.34 × 7.2 = 81.65kNР主梁自重(折算为集中荷载)Р1.2 × 25 × 0.25 × (0.6 - 0.09) × 2.3 = 8.8kNР梁侧抹灰(折算为集中荷载)Р1.2 × 17 × 0.015 × (0.6 - 0.09) × 2.3 × 2 = 0.72kNРG = 91.17kNР活荷载设计值: