重力式挡土墙计算书

重力式挡土墙计算书(-)挡土墙计算_1毛石容重不小于20KN/m3Ka=j采用毛石MU30, M7.5水泥砂浆主动土压力=18/=m地面活=10/3=KN/m抗倾覆验算：示意图a=70a 6=0.50=0.5x30° =15°a0=12°G1=G2=G3=G4=Ea=(3.33+3.33+28.8)2=Eax=Easin(a-6)=69.7KNEoz=Eacos(a-6)=48.8KNzf=1.75-0.61=1.14mxf=3.06-1.75cota=2.423<nZGnXn+EazxfEaxZf_53.85x0.895+79x1.866+13.97x0.635+3.47x0.846448.8x2.423_ 69.7x1.14=4.14>・•・抗倾覆軽满足要求2、 抗潘移稳定验算：示意图a=70a 6=0.50=0.5x30° =15°a0=12°□二0.4G1=G2=G3=G4=ZGn=150.29KNGn二cos =147KNGt=sinaoZGn=31.2KNEa=(3.33+3.33+28.8)2二Eat二EaSin(a-ao-s)=58.OKNEan=Eacos(a-ao-6)=62.2KN(Gn+Ean)p209.2x0.4 =—t—z—=3.12>1.3Eat-Gt 26.8・••抗滑移稳定性满足要求3、地基承载力验算：J^Gnk=150.29KN(n二1、2、3、4)Gk围墙=Nk=XGnk+Gk围墙=163.01KNZGnXn4Gk围墙x+Eazxf-EaxZfc= _53.85x0.895+79x1.866+13.97x0.635+3.47x0.846+12.72x0.895448.8x2.423-69.7x1.14163.01e=|B/|=<B/6=163.013.06x1=53.3kpa<fa=105kpa163.013.06x1=53.3kpa<fa=105kpapk•••地基承载力满足要求壇身强度验算:示意图验算离墙顶处截面I-1的应力截面I-1以上主动土压力E韵=(3.33+3.33+14.4)2二m截面1-1以上挡土墙自重G1=36KNG2=Gk围墙二截面I-I以上法相总压力N1k=36++=N1作用点离01点距离GnXn+■Gk围墙xcl= N1k_36x0.44+21.48x1.168+12.72x0.44 70?2E1=||=<B/6=截面I-I以上法向相应力Pk=T776^T=40kpaamaxk=Pk”+守二70kpa?0.69MPa(MU30M7.5水泥砂浆)6e\—I=9.9kpa截面I-I面上的剪应力匕1-<G1*62fGkl^ig)f25.3-(36+21.48 12.72)x0.6T二 二 ^65 <°其中f为砌体的摩擦系数，取仁•••墙身强度满足要求。(-)挡土墙计算_1毛石容重不小于20KN/m3Ka=j采用毛石MU30, M7.5水泥砂浆主动土压力=18/=m地面活=10/3=KN/mK抗倾覆验算：示意图a=68°d=0.50=0.5x30° =15°a0=11G1=G2=G3=G4=E,=(3.33+3.33+21.9)2二Eax=Easin(a-6)=41.67KN

Eaz=Eacos(a-6)=31.3KNzf=1.36-0.5=0.86mxf=2.49-1.36cota=1.940mZGnXn+EazxfEaxZf_31.8x0.743+48.62x1.525+10.44x0.522+2.2x0.695+31.3x1.94 4「67x0.86二4.61>・・・抗倾覆稳定满足要求2、抗滑移稳定验算：示意图a=68°d=0.50=0.5x30° =15°ao=11°u=0.4G1=G2=G3=G4=ZGn=93.06KNGn二cosaoXGn=91.35KNGt=sina0IGn=17.75KNEa=(3.33+3.33+21.9)2=Eat=Easin(a-ao-6)=34.23KNEan=Eacos(a-ao-6)=38.OKN(Gr>亠E^n)u129.35x0.4Eat-Gt=^^=313>1-3・••抗滑移稳定性满足要求3、地基承载力验算：J^Gnk=93.06KN5二1、2、3、4)Gk围墙=Nk=EGnk+Gk围墙=105.78KNZGnXn4Gk围墙x+Eazxf-EaxZf41.67x0.86c=41.67x0.86_31.8x0.743+48.62x1.525+10.44x0.522+2.2x0.695+12.72x0.743+31.3x1.94-' 105.78e=|B/|=<B/6=小偏心受压105105Pk=厂而+9=51.2kpa<fa=105kpa^maxk=Pk16e+—

b=59.2kpa<1.2faOmink=Pk|16e=43.2kpa•••地基承载力满足要求壇身强度验算:示意图验算离墙顶处截面I-1的应力截面I-1以上主动土压力Ea1=(3.33+3.33+10.95)2二m截面I-I以上挡土墙自重G1=G2=Gk围墙二截面I-1以上法相总压力N1k=++=N1作用点离01点距离GnXn+■Gk围墙xcl= N1k_21.9x0.392+13.2x0.933+12.72x0.392~ 47.82E1=||=<B/6=截面I-I以上法向相应力47.82Pk47.82Pk=1.415x1=33.8kpaamaxk=Pk(1+—l=57.7kpa?0.69MPa(