悬挑雨蓬板配筋计算

悬挑雨篷板计算,,,,,,,,,,

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一、荷载计算,,,,,,,,,,

1、,雨篷板荷载计算：,,,,,,,,,

,120,厚砼板：,120x0.001x25=,,3,KN/m2,,,,

,,双面粉刷：,0.06x20=,,1.2,KN/m2,,,,

,,,,荷载标准值合计：gK1=,4.2,KN/m2,,,,

2、,雨篷板翻边荷载计算：,,,,,,,,,

,,翻边高：,180,mm,,翻边宽：,100,mm,,

,,翻边重：,180x0.001x100x0.001x25=,,,,0.45,KN/m,,

,,粉刷：,0.03x20x(180x2+100)x0.001=,,,,0.276,KN/m,,

,,,,荷载标准值合计：gK2=,,,0.726,KN/m,,

3、,活荷载:,0.5,KN/m2,,积水荷载：,180x0.001x10=,1.8,KN/m2,,

,雪荷载:,0.65,KN/m2,均部活荷载取qK1=,,,"MAX(0.5,0.65,1.8)=",1.8,KN/m2,

,,,检修集中荷载：qK2=,1.0,KN/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=,7.56,KN/m,

,,,,,端部集中荷载设计值P=1.2gK2+1.4qK2=,,1.2x0.726＋1.4x1=,2.27,KN,

二、弯距配筋计算,,,,,,,,,,

,,雨篷板挑出长度L=,1.2,m,,,混凝土强度等级C,30,,

,fc=,14.3,N/mm2,fy=,360,N/mm2,h0=,100,mm,

,,,M=qL2/2+PL=,,,0.5x7.56x1.2^2+2.27x1.2=,8.17,KN.m,,

,,,,,,,,,,,

,,αS=M/fcbh02=,,,,8.17x10^6/(14.3x1000x100^2)=,0.057,,,

,,,,γS=(1+(1-2αS)1/2)/2=,,(1+sqrt(1-2x0.057))/2=,0.971,,,

,,,AS=M/γSfyh0=,,,8.17x10^6/(0.971x360x100)=,233.72,mm2,,

,,选用钢筋,φ,8,@,120,实配AS=,419,mm2,

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＝,2.01,N/mm2,

,纵向受拉钢筋表面特征系数ν＝,,,,1.0,,钢筋弹性模量Es=,200000,N/mm2,

,,,,,deq＝∑(ni*di^2)/∑(ni*υ*di)＝,8/1=,8.00,,,受拉区纵向钢筋的等效直径

,,ρte＝As/Ate＝,As/0.5*b*h＝,,419/(0.5x1000x120)=,,0.007,取ρte＝,0.01,按有效受拉混凝土截面面积计算的纵向受拉钢筋配筋率

,荷载标准组合计算的弯矩Mk=(gK1+qK1)L2/2+(gK2+qK2)L,,,,,,,,,当ρte<0.01时取ρte=0.01

,,,,=0.5x(4.2+1.8)x1.2^2+(0.726+1)x1.2=,,,,6.391,KN.m,

,,,σsk=Mk／(0.87h0AS)=,6.3912x10^6/(0.87x100x419)=,,,175.33,N/mm2,,"按荷载效应的标准组合计算的纵向受拉钢筋的等效应力σsk,公式用于受弯构件"

,,ψ=1.1-0.65ftk/(ρteσsk)=,,,,,1.1-0.65x2.01/(0.01x175.33)=,0.355,,裂缝间纵向受拉钢筋应变不均匀系数

,,取ψ=,0.355,,"(注：当ψ<0.2时，取ψ=0.2，当ψ>1时,取ψ=1)",,,,,

,最大裂缝宽度ωmax=αcrψσsk(1.9c+0.08deq/ρte)/ES,,,,,,,