边跨梁纵筋配筋

梁正截面抗弯配筋表(注：仅适用于单筋截面情况;弯矩项应填为正值)截面设计弯矩梁截面保护层+d/2截面有效高度砼强度设计值钢筋强度设计值M(kN·m)截面宽度b(mm)截面高度h(mm)as(mm)h0=h-as(mm)fc(N/mm²)ft(N/mm²)fy(N/mm²)5层边跨梁左端119.363007003566511.91.273001.00.0760.0790.550622.80跨中94.503007003566511.91.273001.00.0600.0620.550488.78右端114.573007003566511.91.273001.00.0730.0750.550596.79左端217.063007003566511.91.273001.00.1370.1490.5504层边跨梁跨中104.053007003566511.91.273001.00.0660.0680.550右端135.143007003566511.91.273001.00.0860.0900.550709.17左端132.813007003566511.91.273001.00.0840.0880.550696.353层边跨梁跨中86.63007003566511.91.273001.00.0550.0900.550710.27右端左端135.33007003566511.91.273001.0###############142.283007003566511.91.273001.00.0900.0950.5502层边跨梁跨中101.723007003566511.91.273001.00.0640.0670.550527.45右端143.763007003566511.91.273001.00.0910.0960.550756.79左端1513007003566511.91.273001.00.0960.1010.550797.031层边跨梁跨中152.793007003566511.91.273001.00.0970.1020.550807.01右端94.63007003566511.91.273001.00.0600.0620.550489.31系数α1(≤C50,取1.0)系数αs=γREM/α1fcbh0²初算受压区高度ξ=1-sqrt(1-2αs)界限受压区高度ξb(三级抗震)计算配筋面积As=α1fcbh0ξ/fy (mm²)实选钢筋实选钢筋面积(mm²)实际受压区高度ξ=ρfy/α1fc实际配筋率最大配筋率最小配筋率ρ×100%ρmax×100%(三级抗震)ρmin×100%(三级抗震)#######539.98#####748.59