重力式挡土墙计算书

-----------------------重力式挡土墙计算书-----------------------一、挡墙尺寸二、基本资料（一）墙体材料墙体材料：浆砌毛石材料等级：MU30毛石M7.5水泥砂浆砌筑抗压强度设计值=7.2N/mm2材料重度=24KN/m3（二）墙后填土墙后填土类型：碎石土墙后填土重度=19KN/m3内摩擦角=35度填土表面倾角=15度（三）地基地基土类别：风化岩石重度=18KN/m3承载力特征值=750kPa（四）墙体构造墙体构造：俯斜墙背墙背坡度=19.29度墙胸坡度=5.71度外摩擦角=17.5度120076001700760017007600415060041506004550600455060045500455000000060006005006005006001200760005001000150020002500300035004000450050005500600065007000750080000500100015002000250030003500400045005000550060006500700075008000竖向高度（mm）水平宽度（mm）挡墙剖面示意图第1页，共31页-----------------------重力式挡土墙计算书-----------------------（五）摩擦系数基底与地基摩擦系数=0.5墙身与墙身摩擦系数=0.65三、土压力计算（一）土压力系数计算19.2915.0035.0017.50斜墙背库伦主动土压力系数==0.518直墙背郎肯主动土压力系数==0.271（二）土压力计算1、车辆、人行、绿化等荷载引起的土压力车辆、人行、绿化等荷载=2KN/m2换算高度==0.11m墙顶处的土压力强度==1.04KN/m2注：斜墙背土压力系数用Ka1,土压力==7.88KN直墙背土压力系数用Ka2计算。对基底力臂=3.80m2、由填土引起的土压力斜墙背段主动土压力=241.32KN竖向水平分力=144.52KN水平分力=193.25KN对基底的力臂=2.93m对墙趾力臂=3.33m直墙段土压力为梯形体形顶边强度q1=36.04KN/m2体形底边强度q2=39.13KN/m2直墙背段主动土压力Ea3==22.55KN对基底的力臂Z3=0.30m第2页，共31页-----------------------重力式挡土墙计算书-----------------------墙前土压力（按主动土压力计）Ea4=-2.57KN对墙趾力臂Z4=0.33m四、墙体重量计算墙体重量G1=0.00KN对墙趾力矩e1=0.00m墙体重量G2=65.52KN对墙趾力矩e2=2.28m墙体重量G3=58.80KN对墙趾力矩e3=0.97m墙体重量G4=205.80KN对墙趾力矩e4=2.52m墙体重量G5=84.00KN对墙趾力矩e5=1.45m填土重量V=53.20KN对墙趾力矩e6=4.35m五、稳定验算（一）抗滑移验算竖直力代数和ΣV=611.84KN水平力代数和ΣH=221.11KN抗滑稳定计算：Ks=1.381.3(满足)（一）抗倾覆验算稳定力矩==1559.64KN·m倾覆力矩==596.82KN·m抗倾覆计算：Kt==2.611.5(满足)六、基底应力验算竖直力代数和ΣV=611.84KN（前面已计算出）基底宽度B=4.55m所有力对墙趾的力矩代数和ΣM==962.82KN·m第3页，共31页-----------------------重力式挡土墙计算书-----------------------所有力对墙趾的偏心距eb=1.57m所有力对基底中心的偏心距e=0.70m满足B/6=0.76基底最大应力Pmax=258.84KN/m2750kPa（满足）基底最小应力Pmix=10.10KN/m20（满足）七、墙身应力验算沿基础顶切n-n剖面，对剖面进行应力计算（一）土压力计算斜墙背土压力Ea1=或直墙背土压力Ea1==241.32KN对墙身底力臂Z=2.33m对强身趾力臂I1=2.83m土压力竖向分力Eay=144.52KN土压力竖向分力Eax=193.25KN土表面荷载引起的土压力Ea2==7.26KN对强身趾力臂I2=3.50m（二）墙体重量计算墙体重量G3=58.80KN对墙趾力矩e3=0.47m墙体重量G4=205.80KN对墙趾力矩e4=2.02m墙体重量G5=84.00KN对墙趾力矩e5=1.45m（三）偏心距计算对墙身趾的稳定力矩=973.74KN对墙身趾的倾覆力矩=476.33KN竖向力总和=493.12KN对墙身趾力矩eb=第4页，共31页-----------------------重力式挡土墙计算书-----------------------=1.01m对底边中心偏心距e=0.82mB/4(符合要求)（四）法相应力计算0.91法相应力=316.39（满足）7200KN/m2法相应力=-46.18（不满足）注意：最小法向应力应大于零，如果是混凝土挡墙，大于混凝土的允许抗拉强度也是满足的。（五）剪切应力计算τ==-32.88负值说明不会发生剪切破坏八、地震时稳定校核采用精确方法进行地震主动土压力计算（一）土压力计算地震烈度8度地震角θ=5度地震系数Kd=0.1地震时土的重度=19.07KN/m3墙总高度H=7.6m19.2915.0035.0017.505地震主动土压力系数Kaz==0.670为简化计算认为斜墙背或直墙背延伸到底，只计算一个土压力主动土压力Eaz=368.91KN对基底力臂Z=2.53m对墙趾力臂I=3.47m竖向分力Eazy==220.93KN水平分力Zazx==295.43KN（二）稳定验算1、抗滑移稳定验算竖向力之和ΣV==688.25KN第5页，共31页-----------------------重力式挡土墙计算书-----------------------水平力之和ΣH==295.43KNKs==1.161.1（满足）2、抗倾覆稳定验算稳定力矩Mb==1844.42KN·m倾覆力矩Mb`==748.43KN·mKt==2.461.3(满足)第6页，共31页挡墙尺寸输入符号名称X1X2X3X45007005002450符号名称Y1Y2Y3Y4数值（mm）060070001000坐标点xyline11200760017007600line2170076004150600line341506004550600line4455060045500line54550000line6000600line70600500600line850060012007600土压力系数α19.29β15φ35δ17.5θ5α`5.71斜墙背库伦主动土压力系数Ka1==0.518222)cos()cos()sin()sin(1)(coscoscos245tan2直墙背库伦主动土压力系数Ka2==0.271地震主动土压力系数Kaz==0.670α角正切值A0.35B0.00C0.00D0.00E0.00F0.00G0.00H0.00M0.00N0.00Σ0.35土压力计算Ea1qZ1（m）Ea2（KN）A7.881.043.80241.32B0.000.000.000.00C0.000.000.000.00D0.000.000.000.00E0.000.000.000.00F0.000.000.000.00G0.000.000.000.00H0.000.000.000.00M0.000.000.000.00N0.000.000.000.00Σ7.881.043.80241.32墙体重量计算G1G1(KN)e1(m)M1（KN·m）A0.000.000.00B0.000.000.00C0.000.000.00245tan2222)cos()cos()sin()sin(1)cos()(cos)(cosD0.000.000.00E0.000.000.00F0.000.000.00G0.000.000.00H0.000.000.00M0.000.000.00N0.000.000.00Σ0.000.000.00G2G2(KN)e2(m)M2（KN·m）A65.522.28149.06B0.000.000.00C0.000.000.00D0.000.000.00E0.000.000.00F0.000.000.00G0.000.000.00H0.000.000.00M0.000.000.00N0.000.000.00Σ65.522.28149.06G3G3(KN)e3(m)M3（KN·m）所有挡墙58.800.9756.84G4G4(KN)e4(m)M4（KN·m）A205.802.52517.93B0.000.000.00C0.000.000.00D0.000.000.00E0.000.000.00F0.000.000.00G0.000.000.00H0.000.000.00M0.000.000.00N0.000.000.00Σ205.802.52517.93G5G5(KN)e5(m)M5（KN·m）所有挡墙84.001.45121.80V1V1(KN)e6(m)M6（KN·m）所有挡墙53.204.35231.42墙身应力土压力计算Ea1Ea1ZI1A241.322.332.83B0.000.000.00C0.000.000.00D0.000.000.00E0.000.000.00F0.000.000.00G0.000.000.00H0.000.000.00M0.000.000.00N0.000.000.00Σ241.322.332.83X5400对应角度转弧度0.336674820.2617993880.610865240.3054326190.0872664605001000150020002500300035004000450050005500600065007000750080000500100015002000250030003500400045005000550060006500700075008000竖向高度（mm）水平宽度（mm）挡墙剖面示意图222)cos()cos()sin()sin(1)(coscoscosEax（KN）Eay（KN）Z2（m）I2（m）Ea3（KN）q1193.25144.522.933.3322.5536.040.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00193.25144.522.933.3322.5536.04G1(KN)e1(m)M1（KN·m）A0.003.030.000BC222)cos()cos()sin()sin(1)cos()(cos)(cosD0.00#DIV/0!#DIV/0!EFGHMNΣG2(KN)e2(m)M2（KN·m）A65.522.28149.060BC65.522.28D64.132.15137.71E65.122.03131.87F0.000.000.00G0.000.000.00HMNΣe样式挡墙G3e354.157894740.485087719G4(KN)e4(m)M4（KN