1、1重力式挡土墙计算书（一）4.8m 挡土墙计算毛石容重不小于 20KN/m =13采用毛石 30， 7.5水泥砂 浆主动土压力=18/3x4.8=28.8KN/m 地面活=10/3=3.33 KN/m1、抗倾覆验算：示意图=70 =0.5=0.530=15 0=12G1=53.85KN G2=79.0KN G3=13.97KN G4=3.47KN）x4.8/2=85.1KN=（ 3.33+3.33+28.8=sin()=69.7=cos()=48.8=1.750.61=1.14 =3.061.75=2.423+=53.850.895+791.866+13.970.635+3.470.846+4
2、8.82.42369.71.141.6=4.14抗倾覆稳定满足要求22、抗滑移稳定验算：示意图=70 =0.5=0.530=15 0=12 =0.4G1=53.85KN G2=79.0KN G3=13.97KN G4=3.47KN=150.29Gn= 0=147Gt= 0=31.2）x4.8/2=85.1KN=（ 3.33+3.33+28.8=sin(0)=58.0=cos(0)=62.2（ Gn+） Gt =209.20.426.8=3.121.3抗滑移稳定性满足要求3、地基承载力验算：=150.29（ =1、 2、 3、 4）Gk 围墙=12.72KNNk=+Gk围墙 =163.013=+
3、k围墙 +=53.850.895+791.866+13.970.635+3.470.846+12.720.895+48.82.42369.71.14163.01=1.58me=|B/2-1.58|=0.05m1.6=4.61抗倾覆稳定满足要求2、抗滑移稳定验算：示意图=68 =0.5=0.530=15 0=11 =0.4G1=31.8KN G2=48.62KN G3=10.44KN G4=2.20KN=93.06Gn= 0=91.35Gt= 0=17.756）x3.65/2=51.16KN=（ 3.33+3.33+21.9=sin(0)=34.23=cos(0)=38.0（ Gn+） Gt =
4、129.350.416.48=3.131.3抗滑移稳定性满足要求3、地基承载力验算：=93.06（ =1、 2、 3、 4）Gk 围墙=12.72KNNk=+Gk围墙 =105.78=+k围墙 +=31.80.743+48.621.525+10.440.522+2.20.695+12.720.743+31.31.9441.670.86105.78=1.31me=|B/2-1.31|=0.065mB/6=0.415m小偏心受压pk =1052.491+9=51.2=105=(1+6)=59.21.2=(16)=43.2地基承载力满足要求4、墙身强度验算：7示意图验算离墙顶 1.825m 处截面-
5、的应力截面-以上主动土压力）x1.825/2=16.1KN/m1=（ 3.33+3.33+10.95截面-以上挡土墙自重G1=21.9KN G2=13.21KN Gk 围墙=12.72KN截面-以上法相总压力N1k=21.9+13.2+12.72=47.82KNN1 作用点离 O1 点距离1=+k围墙 1=21.90.392+13.20.933+12.720.39247.82=0.541mE1=|1.415/2-0.541|=0.167mB/6=0.236m截面-以上法向相应力pk =47.821.4151=33.8=(1+6)=57.70.69（ 30 7.5水泥砂 浆 ）=(16)=9.86截面-面上的剪应力0=1（ 1+2+k围墙 ） 1 =16.1（ 21.9+13.2+12.72） 0.61.415其中 f 为砌体的摩擦系数，取 f=0.6墙身强度满足要求。
