《重力式（俯斜）挡土墙计算.xls》由会员分享，可在线阅读，更多相关《重力式（俯斜）挡土墙计算.xls（9页珍藏版）》请在taowenge.com淘文阁网|工程机械CAD图纸|机械工程制图|CAD装配图下载|SolidWorks_CaTia_CAD_UG_PROE_设计图分享下载上搜索。
1、设计资料123456789101112墙高-H填土高填土容重-填土内摩擦角-墙背俯角-墙背摩擦角-基底摩擦系数-f墙顶宽-B1B2B3B4mmkN/m3度度度7018352.8624117.5000.41.20180.6110.0500.3050.400.80.860.8860.86970180.6110.0500.3050.400.81.(1)计算破裂棱体长度 l0l0=H（tg+ctg）ctg=-tg（+）+SQR（ctg+tg（+）（tg（+）-tg）ctg=0.5572l0=0.73a0.5542.土压力b2.551)汽车-超20级换算等代均布土层厚 h0c2.737a.破坏棱体长度
2、l0=0.73b.荷载纵向分布长度 L汽车-超20级 L0+a=13S=2.9205L=L0+a+Htg30=13.69151取15mA=0.6854788G=150(破坏棱体长度内布一辆半重车)h0=G/(*l0*L)h0=0.7625土压力系数 KaKa=(cos2(-)/(cos*(cos(+)*(1+sqrt(sin(+)*sin(-)/(cos(+)*cos(-)2)Ka=0.266EA=(1/2)*H*(H+2h0)*L*KaEA=7.83kNEAX=EAcos(+)=7.34kNEAY=EAsin(+)=2.73kN3.土压力对验算截面产生的弯距(1)土压力作用点位置,及转换对O
3、点的力矩Cx=(H/3)*(H+3*h0)/(H+2*h0)Cx=0.512Cy=(d/3)*(d+3*d1)/(d+2*d1)d=Htg=0.06d1=h0tg=0.04Cy=0.0256重力对B点力臂对O点 力臂对中性轴的 力臂对B点力矩对O点 力矩对中性轴的力矩EAX=7.34Cxb=0.512Cxo=0.512Cyz=0.512Cxb=3.759946Cxo=3.7599464Cyz=EAY=2.73Cyb=0.026Cyo=0.834Cyz=0.404Cyb=2.274576Cyo=2.274576Cyz=4.设计挡墙截面、断面尺寸及各部弯距。面积体积重力力臂力臂(相对O点)力矩(相
4、对O点)力臂(相对中性轴)1234567G10.9600.96022.080G1y=0.40G1yO=0.40Wy1=8.832G1Zy=0.03G20.0360.0360.828G2y=0.020G2yO=0.82Wy2=0.67896G2Zy=0.39G0.9960.99622.908GY0.386GYO0.415WYO9.510965.滑动稳定系数 Kc Kc=(G+Ey)f/Ex基底与水平面平行Kc=(WN+EN)f/(ET-WT)=(Gcos+EAsin(+)f)/(EAcos(+)-Gsin与水平面有夹角0Kc=1.3966.倾覆稳定 K0K0=(GZW+EyZy)/(ExZx)K
5、0=3.1347.基底应力检算e=（B4/2）-ZnZn=（My-Mo）/N=（GZG+EyZy-ExZx）/（G+Ey）Zn=0.313合力偏心距 ee=0.117偏心荷载下基底最大最小法向应力为1/2=(N/F)M/W=(G+Ey)/B*(16e/B)F=0.8691=54.1200.00831202=5.494二1.地震产生土压力Es=0.5*H2*KA*(1+3*Ci*Cz*Kn*TAN)KA=cos2/(1+sin)2KA=0.271Es=3.826Esx=3.587Esy=1.360地震时产生土压力小于加活载计算所得土压力故不在进行计算1314131516171819墙底与水平面夹
6、角-浆砌片石容重h1h2挡墙长CiCzKn11.30990.197230.16870.1737151.70.250.10.19723被动土压力系数Kp=0.6672555被动土压力Ep=48.0423993.759946351.10240042对中性轴的力矩力矩(相对中性轴)8Wy1=0.66Wy2=0.32截面积 桩号B1h1h2HB27.5号浆砌片石 墙身浆砌片石 10号砂浆抹面 基础浆砌片石 砂砾垫层 土方开挖回填土15.9045K2+978.75 2.52.73.362.811.6345K3+023.75 2.22.12.952.45691.88619.3126.472.5614.51
7、722290691.888.8445K3+068.7521.52.74.22.21526.41460.4916.665.9313.19596243526.416.6145K3+113.75 1.81.12.43.5 1.975408.14347.5610.060.5812.12501206408.144.2745K3+158.75 1.40.82.12.9 1.545297.82244.726.153.1010.62393165297.823.5533.72K3+192.47 1.3 0.65 1.95 2.61.43167.03131.834.035.207.04239105167.03工程量合计2091.31803.963287.3657245110102091.282978.752993.753008.753023.753038.753053.753068.753083.753098.753113.753128.753143.753158.753173.753188.75