雨蓬计算程序兼计算书

梁宽b (mm)梁高h (mm)梁上墙体高hq (mm)雨蓬板恒荷载gKb (KN/m2)雨蓬板计算跨度lb (mm)雨蓬板长度lb0 (mm)雨蓬板荷载pb (KN/m2)35080005.00130090009.78活荷载标准值qK (KN/m)混凝土强度等级受拉钢筋强度设计值fy (N/mm2)箍筋强度设计值fyv (N/mm2)梁净跨ln (mm)梁计算跨度l0 (mm)梁以上楼面恒荷载标准值glK (KN/m2)数据输出

一、常规数据梁重25bh恒荷梁上墙体重20b*MIN[hq,ln/3]载雨蓬板传来(lb+b/2)gKb (KN/m)恒荷载标准值gK (KN/m)荷载设计值p=1.2gK+1.4qK (KN/m)7.000.007.3814.3822.16混凝土轴心抗压设计值fc (N/mm2)系数α1混凝土抗拉设计值ft (N/mm2)梁有效高度h0=h-35 (mm)受扭塑性抵抗矩Wt=b2*(3h-b)/6 (mm3)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)验算V/bh0+T/Wt≤ 0.7ft验算V≤ 0.035fcbh0验算T≤ 0.175ftWt95.98.261.25不满足满足不满足验算V≤ 0.07fcbh0抵抗扭矩T=mpl0/2 (KN·m)验算V/bh0+T/Wt≤ 0.25fc需进行构件受剪扭承载力计不需进行受剪承载力验算需进行受扭承载力验算三、构造配筋受扭承载力降低系数βt=1.5/(1+0.5VWt/Tbh0)βt实际取值（当βt<0.5时，取0.5；当βt>1.0时，取1.0）系数α=1+1.75(2βt-1)最小配箍率ρsvmin=0.02αfc/fyv2.75几肢箍n2箍筋直径d (mm)实际配箍率ρsv=2Asv/bs10箍筋间距s (mm)配箍是否满足(ρsv≥ ρsvmin)100受扭纵筋最小配筋率ρtlmin=0.08(2βt-1)fc/fyv受扭钢筋直径d (mm)受扭纵筋实际配筋率ρtl=Astl/bh18受扭配筋是否满足(ρtl≥ ρtlmin)受扭钢筋数量6四、承载力验算

⒈受弯承载力验算弯矩M=pl02/8 (KN·m)224.41受弯钢筋直径d (mm)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)0.96010.0766848.7受弯钢筋数量钢筋实际配筋面积AS (mm2)是否满足⒉受剪承载力验算斜截面受剪承载力VCS=0.07fcbh0+1.5fyvnAsvh0/s (KN)验算VCS≥ V⒊受扭承载力验算截面核芯部分短边尺寸bcor=b-50 (mm)300截面核芯部分长边尺寸hcor=h-50 (mm)截面核芯部分面积Acor=bcorhcor (mm2)225000截面核芯部分周长ucor=2(bcor+hcor) (mm)1526.8沿截面周边单肢箍筋面积Ast1 (mm2)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ζ<0.6时，取0.6；当ζ>1.7时，取1.7)0.35ftWt+1.2ζ1/2*fyvAst1Acor/s (KN·m)77.05验算T≤ 0.35ftWt+1.2ζ1/2*fyvAst1Acor/s3.51C30360210865090000.0014.31.001.437654.19E+07满足37.19满足载力计算力验算力验算1.2481.0000.00370.0045满足0.00540.0055满足252981.7满足 750210078.51.591.59满足