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悬挑雨篷板计算一、荷载计算1、雨篷板荷载计算：120厚砼板：120x0.001x25=3KN/m2双面粉刷：0.06x20=1.2KN/m2荷载标准值合计：gK1=4.2KN/m22、雨篷板翻边荷载计算：翻边高：180mm翻边宽：100mm翻边重：180x0.001x100x0.001x25=0.45KN/m粉刷：0.03x20x(180x2+100)x0.001=0.276KN/m荷载标准值合计：gK2=0.726KN/m3、活荷载:0.5KN/m2积水荷载：180x0.001x10=1.8KN/m2雪荷载:0.65KN/m2均部活荷载取qK1=MAX(0.5,0.65,1.8)=1.8KN/m2检修集中荷载：qK2=1.0KN/m取1米板宽作为计算单元均部线荷载设计值 q=1.2gK1+1.4qK1=1.2x4.2＋1.4x1.8=7.56KN/m端部集中荷载设计值 P=1.2gK2+1.4qK2=1.2x0.726＋1.4x1=2.27KN二、弯距配筋计算雨篷板挑出长度L=1.2m混凝土强度等级C30fc=14.3N/mm2fy=360N/mm2h0=100mmM=qL2/2+PL=0.5x7.56x1.2^2+2.27x1.2=8.17KN.mαS=M/fcbh02=8.17x10^6/(14.3x1000x100^2)=0.057γS=(1+(1-2αS)1/2)/2=(1+sqrt(1-2x0.057))/2=0.971AS=M/γSfyh0=8.17x10^6/(0.971x360x100)=233.72mm2选用钢筋φ8@120实配AS=419mm2三、裂缝宽度验算构件受力特征系数αcr＝2.1混凝土抗拉标准值ftk＝2.01N/mm2纵向受拉钢筋表面特征系数ν＝1.0钢筋弹性模量Es=200000N/mm2deq＝∑(ni*di^2)/∑(ni*υ*di)＝8/1=8.00ρte＝As/Ate＝As/0.5*b*h＝419/(0.5x1000x120)=0.007取ρte＝0.01荷载标准组合计算的弯矩Mk=(gK1+qK1)L2/2+(gK2+qK2)L=0.5x(4.2+1.8)x1.2^2+(0.726+1)x1.2=6.391KN.mσsk=Mk／(0.87h0AS)=6.3912x10^6/(0.87x100x419)=175.33N/mm2ψ=1.1-0.65ftk/(ρteσsk)=1.1-0.65x2.01/(0.01x175.33)=0.355取ψ=0.355(注：当ψ0.2时，取ψ=0.2，当ψ1时,取ψ=1)最大裂缝宽度ωmax=αcrψσsk(1.9c+0.08deq/ρte)/ES=2.1x0.355x175.33x(1.9x20+0.08x8/0.01)/200000=0.0670.3裂缝满足要求 雨篷梁计算梁宽b=250mm梁高h=500mm墙宽b1=240mm梁上墙高h1=2.60m雨篷板挑出L=1.2m雨篷梁净跨度Ln=4.8m雨篷梁计算跨度L0=Ln+2a=4.8+2x0.3=5.4m混凝土强度等级C25fc=11.9N/mm2ft=1.27fy=360N/mm2h0=465mm一、荷载计算梁自重:250x0.001x500x0.001x25=3.125KN/m粉刷:0.03x20x(250x2+500)x0.001=0.75KN/m墙自重(加双面粉刷):5.24x2.6=13.62KN/m荷载标准值合计：17.5KN/m荷载设计值：1.2gk=1.2x17.499=21KN/m板传来荷载设计值:7.56x1.2+2.27=11.34KN/m梁上荷载设计值合计:q=32.34KN/m二、弯距配筋计算M=qL02/8=32.34x5.4x5.4/8=######KN.mαS=M/fcbh02=117.88x10^6/(11.9x250x465^2)=0.183γS=(1+(1-2αS)1/2)/2=0.898AS=M/γSfyh0=117.88x10^6/(0.898x360x465)=784.17mm2选用钢筋3Φ20实配AS=942mm2三、截面验算剪力V=qln/2=32.34x5.4/2=87.32KN0.7ftbh0=0.7x1.27x250x465x0.001=103.3KNV仅需按构造配置箍筋雨篷板产生的力矩mp=qL(L+b)/2+P(L+b)==7.56x1.2x(1.2+250x0.001)/2+2.27x(1.2+250x0.001)=9.87KN.m/m抵抗扭矩T=mpL0/2=9.87x5.4/2=26.65KN.mWt=b2*(3h-b)/6=250^2x(3x500-250)/6=1.3E+07mm30.7ft=0.7x1.27=0.889N/mm2V/bh0+T/Wt=87.32x10^3/(250x465+26.65x10^6/13020833.3333333)=2.8N/mm20.7ft需进行剪扭计算N/mm2V仅需按构造配置箍筋受扭塑性抵抗矩350活荷载标准值qK(KN/m)2.00800混凝土强度等级C300受拉钢筋强度设计值fy(N/mm2)36010.00箍筋强度设计值fyv(N/mm2)2101.2梁净跨ln(mm)86509000梁计算跨度l0(mm)900010.00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)1.76混凝土抗拉设计值ft(N/mm2)1.438.76梁有效高度h0=h-35(mm)76513.31受扭塑性抵抗矩Wt=b2*(3h-b)/6(mm3)4.19E+0757.6验算V≤0.07fcbh0满足0.00抵抗扭矩T=mpl0/2(KN·m)0.000.22验算V/bh0+T/(0.8*Wt)≤0.25fc满足满足不需验算不需验算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0.000018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134.81受弯钢筋直径d(mm)250.0460受弯钢筋数量20.9764钢筋实际配筋面积AS(mm2)981.7501.3是否满足满足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)数据输出数据输入梁宽b(mm)梁高h(mm)梁上墙体高hq(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、构造配筋二、截面验算恒荷载标准值gK(KN/m)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)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)仅需按构造配置钢筋雨蓬板恒荷载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)验算VCS≥V截面核芯部分长边尺寸hcor=h-50(mm)截面核芯部分周长ucor=2(bcor+hcor)(mm)沿截面周边单肢箍筋面积Ast1(mm2)验算T≤0.35ftWt+1.2ζ1/2*fyvAst1Acor/s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)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受扭承载力验算斜截面受剪承载力VCS=0.07fcbh0+1.5fyvnAsvh0/s(KN)⒉受剪承载力验算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