板裂缝验算

板最大裂缝宽度验算(GB50010-2002)wmax=2.1*ψ*σsk/Es*(1.9*c+0.08*deq/ρte)上式中：ψ：裂缝间纵向受拉钢筋应变不均匀系数，按下列公式计算：ψ=1.1-0.65ftk/(ρte*σsk)当ψ0.2时，取ψ=0.2；当ψ1.0时，取ψ=1.0ρte：以有效受拉砼截面面积计算的纵向受拉钢筋配筋率，按下列公式计算：ρte=As/AteAte=0.5*b*h当ρte0.01时，取ρte=0.01σsk：按荷载短期效应组合计算的钢筋砼构件纵向受拉钢筋的应力(标准值),按下列公式计算：σsk=Mk/(0.87*h0*As)h0=h-ac：最外层纵向受拉钢筋外边缘至受拉区底边的距离(mm)：当c20时，取c=20；当c65时，取c=65.deq：纵向受拉钢筋的等效直径(mm)，按下列公式计算：deq=∑ni*di2/∑ni*νi*didi：第i种纵向受拉钢筋的直径(mm)ni：第i种纵向受拉钢筋的根数νi：第i种纵向受拉钢筋相对粘结特性系数，对变形钢筋取ν=1.0，对光面钢筋取ν=0.7板块环境wlim砼强度ftkhcaMMk实配钢筋deqAsAteρteσskwmax编号类别(mm)等级(Mpa)(mm)(mm)(mm)(kNm/m)(kNm/m)直径间距(mm)(mm2)(mm2)(%)(Mpa)ψ(mm)底板面2a0.2C302.01350202775.0060.00D1416014.09621.750E+051.00221.920.5110.179底板底2a0.2C302.013502028123.0098.40D1612516.016081.750E+051.00218.370.5020.191车道板面2a0.2C302.01250202642.2033.76D1216012.07071.250E+051.00245.080.5670.195车道板底2a0.2C302.01250202890.3072.24D1611016.018281.250E+051.46204.630.6630.179侧壁支座2a0.2C302.01300202890.0072.00D1614016.014361.500E+051.00211.860.4830.178侧壁跨中10.3C302.01300152141.6033.28d1220017.15651.500E+051.00242.460.5610.250坡道壁12a0.2C302.013002029159.80127.84D1810018.025451.500E+051.70213.080.7390.203坡道壁22a0.2C302.01300202656.6345.30D1215012.07541.500E+051.00252.060.5820.206上表中：Mk≌M/1.25