矮塔斜拉桥施工挂篮检算一、 计算工况1、施工 1#节段时， 1#节段长 3.5m,梁高 3.966m,混凝土 76.3m3。2、施工 5#节段时， 1#节段长 4m,梁高 2.791m,混凝土 81.6m3。偏于安全考虑，计算时考虑横隔板的重量。3、空载行走时。二、 荷载1、混凝土自重：取 2.6t/m3,并考虑 1.05的增加系数 ; 2、施工荷载 200kg/m2; 3、模板及支架荷载 : 内模及底模 100kg/m2,400kg/m2; 4、主行、上下横梁及下纵梁自重按均布力加在各自构件上计算。三、纵梁线荷载及纵梁检算（挂篮布置如下图）2%2%联结系导梁400700400400850760760760760950500600500640150020080/2=100401500654017001800246028000/2=140001/2 挂篮断面布置图立柱前支座主梁后短吊杆主梁3007601、 浇注 1#节段时k1（受荷宽度 b=0.75m）q=(0.33+0.324)*2.6*1.05+2*0.75*0.1+0.75*0.2=2.09t/m k2 (受荷宽度 b=0.55m) q=0.8426*2.6*1.05+3.72*0.1+0.55*0.2+0.55*0.1=2.84t/m k3(受荷宽度 b=0.4m) q=1.5744*2.6*1.05+0.4*0.2+0.4*0.1=4.42t/m k4(受荷宽度 b=0.625m) q=1.064*2.6*1.05+3.53*0.1+0.625*0.2+0.625*0.1=3.44t/m k5(受荷宽度 b=0.805m) q=(0.39+0.35)*2.6*1.05+0.805*0.2+1.2*0.1+0.805*0.1=2.38t/m k6(受荷宽度 b=0.76m) q=(0.265+0.32)*2.6*1.05+0.76*0.2+0.77*0.1+0.76*0.1=1.91t/m k6′(受荷宽度 b=0.855m) q′=(0.277+0.37)*2.6*1.05+0.855*0.2+0.87*0.1+0.855*0.1=2.11t/m k7(受荷宽度 b=0.725m) q=(0.42+0.33)*2.6*1.05+(0.739+0.67)*0.1+0.725*0.2=2.4t/m k8(受荷宽度 b=1.1m) q=2.2*2.6*1.05+1.1*1.2+(2.281+0.83)*0.1+0.25*0.1=6.56t/m 2、 浇注 5#节段时k1（受荷宽度 b=0.75m）q=(0.33+0.22)*2.73+2*0.75*0.1+0.75*0.2=1.80t/m k2 (受荷宽度 b=0.55m) q=（0.247+0.198）*2.73+（0.4+0.2+1.61+0.6）*0.1+0.55*0.2+0.55*0.1=1.66t/m k3(受荷宽度 b=0.4m) q=1.1*2.73+0.4*0.2+0.4*0.1=3.12t/m k4(受荷宽度 b=0.625m) q=（0.4+0.2）*2.73+（0.329+0.42+1.279+0.67）*0.1+0.625*0.2+0.625*0.1=2.26t/m k5(受荷宽度 b=0.805m) q=(0.379+0.23)*2.73+0.805*0.2+0.814*0.1+0.805*0.1=1.99t/m k6(受荷宽度 b=0.76m) q=(0.26+0.21)*2.73+0.76*0.2+0.77*0.1+0.76*0.1=1.29t/m k6′(受荷宽度 b=0.855m) q′=(0.27+0.27)*2.73+0.855*0.2+0.865*0.1+0.855*0.1=1.74t/m k7(受荷宽度 b=0.725m) q=(0.33+0.22)*2.73+0.725...
