悬挑雨棚板结构计算小工具Exce版

26雪荷载标准值（kN/m2）0.3检修集中荷载标准值(kN/m)1.00活荷载准永久值系数ψq底板根部厚(mm)100钢筋弹性模量ES(N/mm2)底板端部厚(mm)100水平投影面均布活荷载标准值(kN/m2)40015mm纸筋石灰抹底（kN/m）60012mm纸筋石灰板侧抹灰（kN/m）80C15细石混凝土找坡最薄处20（kN/m）1.9020mm水泥砂浆找平+5%防水剂（kN/m）1.004厚带铝铂SBS改性防水卷材面层（kN/m）C304厚SBS改性防水卷材附加层（kN/m）3602.00顶部翻板h''(mm)20顶部翻板b''(mm)底板自重(kN/m)2.60活荷载标准值qK(kN/m)抹灰(kN/m)0.26等效矩形应力图计算系数α1找平(kN/m)0.69混凝土轴心抗拉强度设计值ft(N/mm2)其他建筑材料(kN/m)0.55混凝土轴心抗压强度设计值fc(N/mm2)均布恒荷载标准值gK(kN/m)4.10as集中恒荷载标准值FgK（翻边）15.29有效厚度h0=h-as(mm)7.96钢筋直径d(mm)8.13钢筋间距s(mm)8.13钢筋实际配筋面积AS(mm2)0.1011配筋面积是否满足0.9466ρ(%)=AS/bh0318.2ρmin(%)0.80ρmax(%)0.0033悬挑雨棚板配筋、裂缝及挠度计算满足最小配筋率要求取M=M2截面抵抗矩系数αS=M/α1fcbh02内力臂系数γS=(1+(1-2αS)1/2)/2计算钢筋面积AS=M/γSfyh0(mm2)等效矩形应力图计算系数β1正截面混凝土极限压应变εcu板保护层厚度c(mm)二、数据统计、确定荷载组合方案考虑不利情况，采用永久荷载控制的组合P=1.35gk+1.4×0.7×qk三、计算截面配筋M1=pln^2/2+1.35Fgln(kN·m)M2=1.35gkln^2/2+Fln+1.35Fgkln(kN·m)恒荷载统计端部翻边宽b'(mm)构件受力特征系数αcr纵向受拉钢筋表面特征系数νi混凝土强度等级受拉钢筋强度设计值fy(N/mm2)积水荷载标准值(kN/m)一、常规数据混凝土容重（kN/m3）基本雪压（kN/m2）积雪分布系数μr计算跨度L0(mm)端部翻边高出板面h'(mm)板厚0.5186.60混凝土轴心抗拉强度标准值ftk(N/mm2)6.52ρte=AS/0.5bh257.70受拉区纵筋等效直径deq=d/νi(mm)254.58单位面积钢筋根数n0.593ψq=1.1-0.65ftk/ρteσsq0.20验算ωmax≤ωlim0.00混凝土弹性模量EC(N/mm2)6.667考虑荷载长期作用对挠度的影响系数θ404.79受弯构件的长期刚度Bk（kN·m2）407.46受弯构件的长期刚度Bq（kN·m2）1/200B=min(Bk,Bq)（kN·m2）1.70验算fmax≤f0受压翼缘面积与腹板有效面积的比值γ'f钢筋弹性模量与混凝土模量的比值αE短期刚度Bsk(kN·m2)短期刚度Bsq(kN·m2)挠度限值f0（mm）计算受弯构件挠度fmax=SMkl02/Bmin（mm）σsk=MK/0.87h0AS(N/mm2)σsq=Mq/0.87h0AS(N/mm2)ψK=1.1-0.65ftk/ρteσsk最大裂缝宽度ωmax=αcrψσs/ES(1.9c+0.08deq/ρte)(mm)最大裂缝宽度限值ωlim(mm)五、挠度验算计算界限相对受压区高度ξb满足最大配筋率要求四、裂缝验算MK=(gK+qK)ln2/2+FgKln(kN·m)Mq=(gK+ψqqK)l2/2+FgKln(KN·m)0.31.000.502.00E+050.700.240.020.690.400.100.0527002002.001.001.4314.3257510200392.7满足0.520.202.06悬挑雨棚板配筋、裂缝及挠度计算满足最小配筋率要求二、数据统计、确定荷载组合方案考虑不利情况，采用永久荷载控制的组合P=1.35gk+1.4×0.7×qk一、常规数据2.011.00%10.050.5870.17满足3.00E+042.00203.63203.73203.63满足满足最大配筋率要求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强度fcftα1β1C157.20.911.000.80C209.61.101.000.80C2511.91.271.000.80C3014.31.431.000.80C3516.71.571.000.80C4019.11.711.000.80C4521.11.801.000.80C5023.11.891.000.80C5525.31.960.990.79C6027.52.040.980.78C6529.72.090.970.77C7031.82.140.960.76C7533.82.180.950.75C8035.92.220.940.74强度fcu,kftkEc注：以1米板带计算板中受力钢筋相应直径和间距的面积（单位：mm2)程序调用红线内数据，不要随意改动，其他部分仅供参考可以删除。C15151.272.20C20201.542.55C25251.782.80C30302.013.00C35352.203.15C40402.393.25C45452.513.35C50502.643.45C55552.743.55C60602.853.60C65652.933.65C70702.993.70C75753.053.75C80803.113.807.727.4916M18.86恒20M17.96活23M29.10恒0.36M28.13活水泥砂浆粉刷墙面的单位自重（kN/m2）挑檐板程序调用红线内数据，不要随意改动，其他部分仅供参考可以删除。活荷控制下均布荷载组合值P2(kN/m)其他材料容重恒荷控制下均布荷载组合值P1(kN/m)纸筋石灰（kN/m3）水泥砂浆（kN/m3）C15细石混凝土（kN/m3）