加筋土挡土墙设计计算书

1、加筋土挡土墙设计计算书一、设计资料1. 加筋土路肩墙墙高H=11m，分段长度为10m2. 路基宽度B=41m，路面宽度B=39.5m3. 荷载标准为汽车超20级4. 加筋体填料：墙后填土均为砂土，砂土容重1=19KN/m3，计算内摩擦角=35。墙体采用矩形断面，加筋体宽为14m5. 筋带采用CAT钢塑复合筋带，宽度为30mm，厚度为2mm，容许拉应力2=80Mpa6. 土与筋带之间的视摩擦系数f*=0.4，加筋体与地基之间的摩擦系数f=0.47. 地基为粘土，容许承载力根据地质报告8. 面板采用50X100cm板厚25cm，混凝土标号为25号，Sx=0.5m，Sy=0.5m9. 以荷载组合进行

2、计算二、内部稳定计算1.筋带受力计算1） 计算加筋体填土重力的等代土层厚度hF=02） 计算汽车超20级重车荷载作用下的等代土层厚度hc（1）B0的确定汽车超20级中的重车为550KN，前后轴距L*=3+1.4+7+1.4=12.8m，车轮接地长度a*=0.2m，因此，重车的扩散长度B0*为B0*= L*+ a*+（2a+H）tg30。=12.8+0.2+（20+11）tg30。=19.35m由于扩散长度B0*=19.35m h1, ， 故L0=0.33m hc= h2=0.59将等代均布土层hc布置在路基全宽上，以2：1向下扩散，根据公式Ti=Ki（r1hi+r1hc）sxsy 计算得各层筋

3、带所受拉力列于表-1中筋带所受拉力计算表（垂直应力均匀分布法） 表1加筋层号hi（m）kir1hi（kpa）r1hc（kpa）sxsyTi10.50.4139.511.210.252.1421.00.419.011.210.253.0231.50.38728.511.210.253.8442.00.37438.011.210.254.6052.50.36147.511.210.255.3063.00.34857.011.210.255.9373.50.33566.511.210.256.5184.00.32276.011.210.257.0294.50.30985.511.210.257.47

4、105.00.29695.011.210.257.86115.50.283104.511.210.258.19126.00.271114.011.210.258.48136.50.271123.511.210.259.13147.00.271133.011.210.259.77157.50.271142.511.210.2510.41168.00.27115211.210.2511.06178.50.271161.511.210.2511.70189.00.271171.011.210.2512.34199.50.271180.511.210.2512.992010.00.27119011.2

5、10.2513.632110.50.271199.511.210.2514.282211.00.271209.011.210.2514.922.筋带断面计算根据公式 计算并列入表-2中。筋带断面计算表（垂直应力均匀分布法） 表2加筋层号拉力Ti（kn）断面面积Ai（mm2）总宽度bi（mm）12.1426.7513.37523.0237.7518.87533.8448.0024.0044.6057.5028.7555.3066.2533.12565.9374.12537.06376.5181.37540.68887.0287.7543.87597.4793.37546.688107.8698.

6、2549.125118.19102.37551.188128.48106.0053.00139.13114.12557.063149.77122.12561.0631510.41130.12565.0631611.06138.2569.1251711.70146.2573.1251812.34154.2577.1251912.99162.37581.1882013.63170.37585.1882114.28178.5089.252214.92186.5093.253.筋带长度计算根据初步拟定的筋带长度第16层为14m，第710层为10m，第1113层为8m，第1422层为6m，按公式Lei=

7、 检算的各层的抗拔稳定系数列入表3中。 抗拔稳定系数计算表（垂直应力均匀分布法） 表3筋带 层号hi （m）Ti （KN）Li （m）Loi （m）Lei （m）bi （m）r1hi（KPa）Kf10.52.14143.310.70.01349.50.5121.03.02143.310.70.018919.01.0231.53.84143.310.70.02428.51.5242.04.60143.310.70.028838.02.0452.55.30143.310.70.033147.52.5463.05.93143.310.70.037157.03.0573.56.51103.36.70.

8、040766.52.2384.07.02103.36.70.043976.02.5594.57.47103.36.70.046785.52.87105.07.86103.126.880.049195.03.27115.58.1982.865.140.0512104.52.69126.08.4882.605.40.053114.03.08136.59.1382.345.660.0571123.53.50147.09.7762.083.920.0611133.02.61157.510.4161.824.180.0651142.52.98168.011.0661.564.440.0691152.03.37178.511.7061.304.70.0731161.53.79189.012.3461.044.960.0771171.04.24199.512.9960.785.220.0812180.54.712010.013.6360.525.480.0852190.05.212110.514.2860.265.740.0893199.55.732211.014.926060.09332096.27从表3可知除第13层筋带抗拔稳定系数KfKc所以基底滑移稳定性满足要求。3.倾覆稳