悬挑板结构计算(2018新规范)

25雪荷载标准值（kN/m2）0.450.45检修集中荷载标准值(kN/m)1.001.00活荷载准永久值系数ψq0.50底板根部厚(mm)140钢筋弹性模量ES(N/mm2)2.00E+05底板端部厚(mm)120水平投影面均布活荷载标准值(kN/m2)0.70150020mm纸筋石灰抹底（kN/m）0.36020mm纸筋石灰板侧抹灰（kN/m）0.0580C15细石混凝土找坡最薄处20（kN/m）0.751.9020mm水泥砂浆找平+5%防水剂（kN/m）0.401.004厚带铝铂SBS改性防水卷材面层（kN/m）0.10C304厚SBS改性防水卷材附加层（kN/m）0.053600.00-020-0底板自重(kN/m)3.25活荷载标准值qK(kN/m)0.70抹灰(kN/m)0.41等效矩形应力图计算系数α11.00找平(kN/m)0.75混凝土轴心抗拉强度设计值ft(N/mm2)1.43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)14.3均布恒荷载标准值gK(kN/m)4.96as25集中恒荷载标准值FK（翻边）0.00有效厚度h0=h-as(mm)105计算跨度L0(mm)混凝土强度等级受拉钢筋强度设计值fy(N/mm2)端部翻边宽b'(mm)积水荷载标准值(kN/m)构件受力特征系数αcr纵向受拉钢筋表面特征系数νi一、常规数据二、数据统计、确定荷载组合方案悬挑板配筋、裂缝及挠度计算恒荷载统计混凝土容重（kN/m3）基本雪压（kN/m2）积雪分布系数μr板保护层厚度c(mm)板厚端部翻边高出板面h'(mm)8.43钢筋直径d(mm)89.50钢筋间距s(mm)1409.50钢筋实际配筋面积AS(mm2)359.00.0603配筋面积是否满足满足0.9689ρ(%)=AS/bh00.34259.4ρmin(%)0.200.80ρmax(%)2.060.00330.5186.36混凝土轴心抗拉强度标准值ftk(N/mm2)2.015.97ρte=AS/0.5bh1.00%194.03受拉区纵筋等效直径deq=d/νi(mm)8.0182.03单位面积钢筋根数n70.427ψq=1.1-0.65ftk/ρteσsq0.3820.0800.20验算ωmax≤ωlim满足0.00混凝土弹性模量EC(N/mm2)3.00E+046.667考虑荷载长期作用对挠度的影响系数θ1.80956.79受弯构件的长期刚度Bk（kN·m2）546.581019.73受弯构件的长期刚度Bq（kN·m2）566.521/250B=min(Bk,Bq)（kN·m2）546.586.55验算fmax≤f0满足三、计算截面配筋四、裂缝验算内力臂系数γS=(1+(1-2αS)1/2)/2计算钢筋面积AS=M/γSfyh0(mm2)截面抵抗矩系数αS=M/α1fcbh02计算界限相对受压区高度ξb等效矩形应力图计算系数β1正截面混凝土极限压应变εcu计算受弯构件挠度fmax=SMkl02/Bmin（mm）最大裂缝宽度限值ωlim(mm)MK=(gK+qK)ln2/2+FgKln(kN·m)Mq=(gK+ψqqK)l2/2+FgKln(KN·m)ψK=1.1-0.65ftk/ρteσsk最大裂缝宽度ωmax=αcrψσs/ES(1.9c+0.08deq/ρte)(mm)σsk=MK/0.87h0AS(N/mm2)短期刚度Bsq(kN·m2)钢筋弹性模量与混凝土模量的比值αE五、挠度验算受压翼缘面积与腹板有效面积的比值γ'f短期刚度Bsk(kN·m2)σsq=Mq/0.87h0AS(N/mm2)挠度限值f0（mm）满足最小配筋率要求满足最大配筋率要求取M=M2M1=1.3*（0.5*gK*ln^2+FK*ln)+1.5*0.5*Qk*ln^2(kN·m)M2=1.3*（0.5*gK*ln^2+FK*ln）+1.5*检修荷载*ln(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。强度fcu,kftkEcC15151.272.20C20201.542.55C25251.782.80C30302.013.00C35352.203.15C40402.393.25C45452.513.35C50502.643.45C55552.743.55C60602.853.60C65652.933.65C70702.993.70C75753.053.75C80803.113.808.358.0716M19.08恒20M19.39活23M29.03恒0.36M28.19活25挑檐板活荷控制下均布荷载组合值P2(kN/m)恒荷控制下均布荷载组合值P1(kN/m)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。水泥砂浆粉刷墙面的单位自重（kN/m2）C15细石混凝土（kN/m3）水泥砂浆（kN/m3）纸筋石灰（kN/m3）其他材料容重水磨石面层（kN/m3）