重力式挡土墙计算书

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/m3 W= 糜用毛石MU3Q, M7.5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° 6 = 0.5/=0.5x30° = 15° %=12#G1=53.85KN G2=79.0KN G3=13.97KN G4=3.47KN<3.33 + 3,33 + 29)x4.8/2=85.1KNEaj = Efjsin - tf) = 69.7KNE" = E 4 3 - 6) = 48.8KN

2、1=1.75 - 0.61 = LI4m 勺=3.06 - 175coLa = 2.423m52.85x0,895 十 79x1.866 + 13.97x0.635 + 3.47x0.846 + 48.0x2.423=69.7x1.14；4>1.61抗倾覆稳定满足要求2、抗滑移稳定验算:示意图a = 700 6 = 0.55=0.5x300 = 15中/=1" 9=0 4G1=53.85KN G2=79.0KN G3=13.97KN G4=3.47KNGn=Ofi «gZ=147KNm aGn = 312KNGt=F = <3.33 + 3,33 + 28.8)

3、x4.8/2=85.1KNE址=E/in (ar - %-式)=5&0KNEg =(« - 5)= G2.2KNG+E即)U 209.2x0.4W = 3,12>L3抗滑移稳定性满足要求 3、地基承载力验算:JGnk= 150.29KN (n = 1, 2, 3、4)Gk 围墙=12.72KNNk=,二小山堵二甘上+仃k困墙* +厂/。c Nk53.85x0,895 + 79x1,866 + 13.97x0.635 + 工47M.846 + 12720.895 + 488x2.52。- 6*3.7x1.14=16101=1.58m e=|B/2-1.58|=0.05m&

4、lt;B/6=0.51m小偏心受压163EIpk =由=53,3他口 < 附= 105kpw仃2 = M1+能6 S '%H=Pk(l$ = 459kpd，地基承载力满足要求4、墙身强度验算：示意图验算离墙顶2.4m处截面I - I的应力截面I - I以上主动土压力% = (3.33 + 3.33 + 144)x2.4/2=25.3KN/m截面I - I以上挡土墙自重G1=36KN G2=21.48KN Gk 围墙=12.72KN截面I - I以上法相总压力N1k=36+21.48+12.72=70.2KNN1作用点离O1点距离祖+ Gk国瑞Kcl= Fk36x0.44 + 2L

5、48x£16B + 1272x0.44=7（X2=0.662mE1=|1.765/2-0.662|=0.221m<B/6=0.294m 截面I - I以上法向相应力702海班=Pk 1十pk HZ .£，；.；70k陛 0.69MPa （MU30 M7.5水辨眇窕）Z = PM（1 丰）=9/）kpii截面I - I面上的剪应力e - （GL / C2+叫即管）f 25.3-（36+21.4& +12,72）x0 6Ri1.765<0其中f为砌体的摩擦系数，取 f=0.6，墙身强度满足要求。（二）3.65m挡土墙计算毛石容重不小于 20KN/m3采用工行

6、MU30, M7.5水泥砂浆主动土压力=18/3x3.65=21.9KN/m地面活=10/3=3.33 KN/m1、抗倾覆验算:示意图a = 680 6 = 0.5甲=0.5x30° = 15° / = llcG1=31.8KN G2=48.62KN G3=10.44KN G4=2.20KN %=13.33 + 3,33 + 21,9)x3.65/2=52.16KN% = £sln (a - S) = 44.67 KN% = E 展(a-6) = 31.3ZC/VA = 1.36 - 0.5 = 0.86m= 2.49 - L36cota = 1.940m31.t

7、tx0,743 + 48.62x1.525 + 10.44x0.522 4 2.2x0.695 + 31.3x1.9441.67x0.86= 1；： i >1.6抗倾覆稳定满足要求2、抗滑移稳定验算：,4472490示意图a = 68° fi = 0,5甲=05x30° = 150 % = 11° 从=0 4G1=31.8KN G2=48.62KN G3=10.44KN G4=2.20KN= 93.O6KNGn=osn = 91.35KN d *GU17.75KN Gt=%=(3.33 + 3,33 + 21,9)x3.65/2=51.16KNQ = ERn

8、 S - % - M = 34.23KNEni = Eqcos (a - 5)= 38.0KNI(加+ E加)M 129.35x0.4L -7= - = 3.13 > 1.3%广-Gt16,48抗滑移稳定性满足要求3、地基承载力验算：£Gnk=9H0GKN <n = 1. 2、3、4)Gk 围墙=12.72KNNk，k+Lk国境一】；F“小GnXn + 仃k困墙* + Fg/f - 町 c =：Nk31.8x0.743 +48.62x1525 + 10.440.522 + 2.2x0.695 + 12.72x0.743 + 313x1.94 -41.67x0.6=1057

9、8=1.31m e=|B/2-1.31|=0.065m<B/6=0.415m小偏心受压105pk 57 ；口加 1r = Pkfl +)= 59.2kpn < L2fHr FI £« Ft1%软=氏。T = 4&2kpa.地基承载力满足要求 4、墙身强度验算:14472490示意图验算离墙顶1.825m处截面I - I的应力截面I - I以上主动土压力%= (3,33 + 2.33 + 10.95)x1.825/2=16.1KN/m 截面I - I以上挡土墙自重G1=21.9KN G2=13.21KN Gk 围墙=12.72KN截面I - I以上法相总压力N1k=21.9+13.2+12.72=47.82KNN1作用点离O1点距离Gk 围境x21.9x0392 + 13.2x0.933 + 12.72x0.392=47.82=0.541mE1=|1.415/2-0.541|=0.167m<B/6=0.236m 截面I - I以上法向相应力4ZB2 pk57.7kpa &