重力式挡土墙计算书.doc

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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/m³Ka=13采用毛石MU30，M7.5水泥砂浆主动土压力=18/3x4.8=28.8KN/m地面活=10/3=3.33KN/m1、抗倾覆验算：示意图α=70°δ=0.5φ=0.5x30°=15°α0=12°G1=53.85KNG2=79.0KNG3=13.97KNG4=3.47KNEa=（3.33+3.33+28.8）x4.8/2=85.1KNEax=Easinα-δ=69.7KNEaz=Eacosα-δ=48.8KNzf=1.75-0.61=1.14mxf=3.06-1.75cot

2、α=2.423m∑GnXn+EazxfEaxzf=53.85x0.895+79x1.866+13.97x0.635+3.47x0.846+48.8x2.42369.7x1.14=4.14>1.6∴抗倾覆稳定满足要求2、抗滑移稳定验算：7示意图α=70°δ=0.5φ=0.5x30°=15°α0=12°μ=0.4G1=53.85KNG2=79.0KNG3=13.97KNG4=3.47KN∑Gn=150.29KNGn=cosα0∑Gn=147KNGt=sinα0∑Gn=31.2KNEa=（3.33+3.33+28.8）x4.8/2=85.1KNEat=Ea

3、sinα-α0-δ=58.0KNEan=Eacosα-α0-δ=62.2KNGn+EanμEat-Gt=209.2x0.426.8=3.12>1.3∴抗滑移稳定性满足要求3、地基承载力验算：Gnk=150.29KNn=1、2、3、4Gk围墙=12.72KNNk=Gnk+Gk围墙=163.01KNc=∑GnXn+Gk围墙x+Eazxf-EaxzfNk=53.85x0.895+79x1.866+13.97x0.635+3.47x0.846+12.72x0.895+48.8x2.423-69.7x1.14163.01=1.58m7e=

4、B/2-1.58

5、=

6、0.05m

7、∑GnXn+Gk围墙xN1k=36x0.44+21.48x1.168+12.72x0.4470.2=0.662m7E1=

8、1.765/2-0.662

9、=0.221m

10、二）3.65m挡土墙计算毛石容重不小于20KN/m³Ka=13采用毛石MU30，M7.5水泥砂浆主动土压力=18/3x3.65=21.9KN/m地面活=10/3=3.33KN/m1、抗倾覆验算：示意图α=68°δ=0.5φ=0.5x30°=15°α0=11°G1=31.8KNG2=48.62KNG3=10.44KNG4=2.20KNEa=（3.33+3.33+21.9）x3.65/2=52.16KNEax=Easinα-δ=41.67KN7Eaz=Eacosα-δ=31.3KNzf=1.36-0.5=0.86mxf=2.49-1.36cotα=1.9

11、40m∑GnXn+EazxfEaxzf=31.8x0.743+48.62x1.525+10.44x0.522+2.2x0.695+31.3x1.9441.67x0.86=4.61>1.6∴抗倾覆稳定满足要求2、抗滑移稳定验算：示意图α=68°δ=0.5φ=0.5x30°=15°α0=11°μ=0.4G1=31.8KNG2=48.62KNG3=10.44KNG4=2.20KN∑Gn=93.06KNGn=cosα0∑Gn=91.35KNGt=sinα0∑Gn=17.75KNEa=（3.33+3.33+21.9）x3.65/2=51.16KNEat=Eas

12、inα-α0-δ=34.23KNEan=Eacosα-α0-δ=38.0KNGn+EanμEat-Gt=12