:静弯曲强度[σ]= 90MPa,弹性模量E=6000MPaРb=1cm,h=1.5cmРI=bh3/12=0.2813cm4РW=bh2/6=0.3750cm4Р5.1.2、荷载组合Р荷载组合1(强度) 《路桥施工计算手册》Р底板P底强=1.2×(0.508×26/0.962)+1.4×(2+1)=20.7 kN/m2Р腹板P腹强=1.2×(0.666×26/0.625)+1.4×(2+1)=37.4 kN/m2Р荷载组合2(刚度)Р底板P底钢=1.2×(0.508×26/0.962)=16.5 kN/m2Р腹板P腹钢=1.2×(0.666×26/0.625)=33.2 kN/m2Р5.1.3、底模板内力计算Р底板处木方间距采用300mm;腹板处采用150mm的间距。Р采用3跨连续梁模型进行计算:Р(1)底板验算Р小肋间距 L=300mmРq底强=P底强b=20.7×0.01=0.207kN/mРq底钢=P底钢b=16.5×0.01=0.165kN/mРM= q底强L2/10=0.207×0.32/10=0.0019kN/mРQ= q底强L/2=0.207×0.3/2=0.0311 kNРσ=M/W=0.0019/0.375×103=4.968MPaРτ=1.5Q/A=1.5×0.0311/(1×1.5)×10=0.311MPaРƒ= q底钢L4/150EI=0.5mm<L/600=0.5mmР(2)腹板验算Р小肋间距 L=150mmРq腹强=P腹强b=37.4×0.01=0.374kN/mРq腹钢=P腹钢b=33.2×0.01=0.332kN/mРM= q腹强L2/10=0.0008kN/mРQ= q腹强L/2=0.0281 kNРσ=M/W=2.244MPaРτ=1.5Q/A=0.281MPaРƒ= q腹钢L4/150EI=0.066mm<L/600=0.1875mm
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