雨蓬计算程序兼计算书(新规范)雨棚1

150检修集中荷载标准值(KN/m)1.00300积水荷载标准值(KN/m)3.001500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)3600.7钢筋弹性模量ES(N/mm2)2.0E+05板重3.75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0.75混凝土抗拉标准值ftk(N/mm2)2.015.50活荷载标准值qK(KN/m)3.7011.78有效厚度h0=h-20(mm)13013.25钢筋直径d(mm)120.0548钢筋间距s(mm)1500.9718钢筋实际配筋面积AS(mm2)754.0291.4是否满足满足10.35ρte=AS/0.5bh0.01018.27ρte实际取值(ρte≥0.01)0.0101121.37受拉区纵筋等效直径deq=d/ν(mm)17.10.029应变不均匀系数ψ实际取值(0.2≤ψ≤1.0)0.200200.040.20验算ωmax≤ωlim满足数据输入雨棚板1长期弯矩Ml=(gK+ψqqK)l2/2(KN·m)σsk=MS/ηh0AS(N/mm2)ψ=1.1-0.65ftk/ρteσsk最外层受拉钢筋外边缘至受拉底边距离c(20≤c≤65)(mm)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)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)三、裂缝验算短期弯矩MS=(gK+qK)l2/2(KN·m)一、常规数据恒荷载标准值gK(KN/m)总荷载设计值p=1.2gK+1.4qK(KN/m)二、截面配筋恒荷载数据输出板厚h(mm)翻边高h'(mm)计算跨度l(mm)板侧粉刷荷载标准值构件受力特征系数αcr纵向受拉钢筋表面特征系数ν300活荷载标准值qK(KN/m)5.55800混凝土强度等级C303000受拉钢筋强度设计值fy(N/mm2)3605.50箍筋强度设计值fyv(N/mm2)2101500梁净跨ln(mm)74006600梁计算跨度l0(mm)840011.78梁以上楼面恒荷载标准值glK(KN/m2)0.00梁重25bh6.00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]14.80系数α11.00雨蓬板传来(lb+b/2)gKb(KN/m)8.66混凝土抗拉设计值ft(N/mm2)1.4329.46梁有效高度h0=h-35(mm)76543.12受扭塑性抵抗矩Wt=b2*(3h-b)/6(mm3)3.15E+07159.5验算V≤0.07fcbh0满足13.25抵抗扭矩T=mpl0/2(KN·m)43.732.08验算V/bh0+T/(0.8*Wt)≤0.25fc满足不满足不满足不满足2最小配箍率ρsvmin=0.28ft/fyv0.001910实际配箍率ρsv=2Asv/bs0.0052100配箍是否满足(ρsv≥ρsvmin)满足0.002314受扭纵筋实际配筋率ρtl=Astl/bh0.00386受扭配筋是否满足(ρtl≥ρtlmin)满足380.32受弯钢筋直径d(mm)220.1515受弯钢筋数量40.9174钢筋实际配筋面积AS(mm2)1520.51505.2是否满足满足恒荷载数据输出数据输入弯矩M=pl02/8(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)⒉受剪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)受扭钢筋数量四、承载力验算⒈受弯承载力验算三、构造配筋几肢箍n箍筋直径d(mm)箍筋间距s(mm)验算V/bh0+T/Wt≤0.7ft需进行构件受剪扭承载力计算验算V≤0.35ftbh0需进行受剪承载力验算验算T≤0.175ftWt需进行受扭承载力验算荷载设计值p=1.2gK+1.4qK(KN/m)二、截面验算剪力V=pln/2(KN)力矩mp=pblb2/2(KN·m/m)V/bh0+T/Wt(N/mm2)雨蓬板计算跨度lb(mm)雨蓬板长度lb0(mm)雨蓬板荷载pb(KN/m2)一、常规数据恒荷载标准值gK(KN/m)梁宽b(mm)梁高h(mm)梁上墙体高hq(mm)雨蓬板恒荷载gKb(KN/m2)608.25验算VCS≥V满足250截面核芯部分长边尺寸hcor=h-50(mm)750187500截面核芯部分周长ucor=2(bcor+hcor)(mm)2000923.6沿截面周边单肢箍筋面积Ast1(mm2)78.51.011.0153.02验算T≤0.35ftWt+1.2ζ1/2*fyvAst1Acor/s满足受扭全部纵筋面积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)斜截面受剪承载力VCS=0.07fcbh0+1.5fyvnAsvh0/s(KN)⒊受扭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)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)