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100检修集中荷载标准值(KN/m)1.00600积水荷载标准值(KN/m)2.001300活荷载准永久值系数ψq0.501.00混凝土强度等级C302.1受拉钢筋强度设计值fy(N/mm2)3000.7钢筋弹性模量ES(N/mm2)2.0E+05板重2.50混凝土轴心抗压设计值fc(N/mm2)14.3粉刷1.00系数α11.00翻边重1.50混凝土抗拉标准值ftk(N/mm2)2.015.00活荷载标准值qK(KN/m)2.709.78有效厚度h0=h-20(mm)808.26钢筋直径d(mm)80.0903钢筋间距s(mm)1250.9526钢筋实际配筋面积AS(mm2)402.1361.5是否满足满足6.51ρte=AS/0.5bh0.00805.37ρte实际取值(ρte≥0.01)0.0100232.48受拉区纵筋等效直径deq=d/ν(mm)11.40.538应变不均匀系数ψ实际取值(0.2≤ψ≤1.0)0.538200.170.20验算ωmax≤ωlim满足最外层受拉钢筋外边缘至受拉底边距离c(20≤c≤65)(mm)数据输出纵向受拉钢筋表面特征系数ν最大裂缝宽度ωmax=αcrψσsk/ES(1.9c+0.08deq/ρte)(mm)最大裂缝宽度限值ωlim(mm)三、裂缝验算短期弯矩MS=(gK+qK)l2/2(KN·m)长期弯矩Ml=(gK+ψqqK)l2/2(KN·m)ψ=1.1-0.65ftk/ρteσsk数据输入板厚h(mm)计算跨度l(mm)构件受力特征系数αcr翻边高h'(mm)板侧粉刷荷载标准值恒荷载标准值gK(KN/m)恒荷载一、常规数据σsk=MS/ηh0AS(N/mm2)二、截面配筋弯矩M=pl2/2(KN·m)截面抵抗矩系数αS=M/α1fcbh02γS=(1+(1-2αS)1/2)/2钢筋面积AS=M/γSfyh0(mm2)总荷载设计值p=1.2gK+1.4qK(KN/m)350活荷载标准值qK(KN/m)3.51800混凝土强度等级C300受拉钢筋强度设计值fy(N/mm2)3605.00箍筋强度设计值fyv(N/mm2)2101300梁净跨ln(mm)86509000梁计算跨度l0(mm)90009.78梁以上楼面恒荷载标准值glK(KN/m2)0.00梁重25bh7.00混凝土轴心抗压设计值fc(N/mm2)14.3梁上墙体重20b*MIN[hq,ln/3]0.00系数α11.00雨蓬板传来(lb+b/2)gKb(KN/m)7.38混凝土抗拉设计值ft(N/mm2)1.4314.38梁有效高度h0=h-35(mm)76522.16受扭塑性抵抗矩Wt=b2*(3h-b)/6(mm3)4.19E+0795.9验算V≤0.07fcbh0满足8.26抵抗扭矩T=mpl0/2(KN·m)37.191.25验算V/bh0+T/(0.8*Wt)≤0.25fc满足不满足满足不满足2最小配箍率ρsvmin=0.28ft/fyv0.001910实际配箍率ρsv=2Asv/bs0.0045100配箍是否满足(ρsv≥ρsvmin)满足0.002518受扭纵筋实际配筋率ρtl=Astl/bh0.00364受扭配筋是否满足(ρtl≥ρtlmin)满足224.41受弯钢筋直径d(mm)250.0766受弯钢筋数量20.9601钢筋实际配筋面积AS(mm2)981.7848.7是否满足满足需进行构件受剪扭承载力计算雨蓬板恒荷载gKb(KN/m2)雨蓬板计算跨度lb(mm)雨蓬板荷载pb(KN/m2)雨蓬板长度lb0(mm)荷载设计值p=1.2gK+1.4qK(KN/m)恒荷载V/bh0+T/Wt(N/mm2)剪力V=pln/2(KN)弯矩M=pl02/8(KN·m)γS=(1+(1-2αS)1/2)/2截面抵抗矩系数αS=M/α1fcbh02钢筋面积AS=M/γSfyh0(mm2)不需进行受剪承载力验算需进行受扭承载力验算受扭纵筋最小配筋率ρtlmin=0.6(T/Vb)1/2ft/fy受扭钢筋直径d(mm)箍筋间距s(mm)几肢箍n箍筋直径d(mm)一、常规数据验算V/bh0+T/Wt≤0.7ft验算V≤0.35ftbh0验算T≤0.175ftWt三、构造配筋数据输出数据输入梁宽b(mm)梁高h(mm)梁上墙体高hq(mm)⒈受弯承载力验算四、承载力验算受扭钢筋数量力矩mp=pblb2/2(KN·m/m)二、截面验算恒荷载标准值gK(KN/m)验算VCS≥V300截面核芯部分长边尺寸hcor=h-50(mm)750225000截面核芯部分周长ucor=2(bcor+hcor)(mm)21001017.9沿截面周边单肢箍筋面积Ast1(mm2)78.51.061.0666.75验算T≤0.35ftWt+1.2ζ1/2*fyvAst1Acor/s满足斜截面受剪承载力VCS=0.07fcbh0+1.5fyvnAsvh0/s(KN)⒉受剪承载力验算截面核芯部分短边尺寸bcor=b-50(mm)截面核芯部分面积Acor=bcorhcor(mm2)⒊受扭承载力验算受扭全部纵筋面积Astl(mm2)受扭纵筋与箍筋的配筋强度比值ζ=fyAstls/fyvAst1ucorζ实际取值(当ζ0.6时，取0.6；当ζ1.7时，取1.7)0.35ftWt+1.2ζ1/2*fyvAst1Acor/s(KN·m)901001101201251301408558.51502.65456.96418.88402.12386.66359.0410872.66785.40714.00654.50628.32604.15561.00121256.641130.971028.16942.48904.78869.98807.84141710.421539.381399.441282.821231.501184.141099.56162234.022010.621827.841675.521608.501546.631436.16182827.432544.692313.352120.582035.751957.451817.64203490.663141.592855.992617.992513.272416.612243.99224223.703801.333455.753167.773041.062924.102715.23255454.154908.744462.494090.623926.993775.953506.24286841.696157.525597.755131.274926.024736.564398.23307853.987068.586425.985890.495654.875437.375048.991501601701751801902008335.10314.16295.68287.23279.25264.56251.3310523.60490.87462.00448.80436.33413.37392.7012753.98706.86665.28646.27628.32595.25565.49141026.25962.11905.52879.65855.21810.20769.69161340.411256.641182.721148.931117.011058.221005.31181696.461590.431496.881454.111413.721339.311272.35202094.401963.501848.001795.201745.331653.471570.80222534.222375.832236.072172.192111.852000.701900.66253272.493067.962887.492804.992727.082583.552454.37284105.013848.453622.073518.583420.853240.803078.76304712.394417.864157.994039.193926.993720.313534.29板中受力钢筋相应直径和间距的面积（单位：mm2)注：以1米板带计算