毕业设计（论文）-某停车场加筋挡土墙设计.doc

2008届土木工程毕业设计全套图纸加扣 3012250582 姓名： 专业： 土木工程 学院： 土木工程 学号： 班级：土木2班 指导老师： 时间： 目 录一.设计资料4 1.1 工程概况4 1.2 地层状况41.3图中概况51.4 参考文献5二、挡土墙内部设计计算62.1设计资料62.2外界土压力计算62.3拉筋的长度计算（采用0.3h法，安全系数取k=2）92.5加筋带的拉力计算172.6抗滑动稳定性验算192.7侧面配筋计算方面21三、地基承载力计算233.1太沙基公式233.2地基承载力分析233.3地震时的土压力计算25四、墙面板配筋设计274.1工程资料274.2主梁27五、土方量设计计算31六、加筋挡土墙基础设计326.1挡土墙的基础前埋设填土326.2 扩展基础的计算32七挡土墙排水设计357.1 排水管渠的断面及材料35八.道路绿化景观398.1挡土墙墙角立面绿化设计39九、挡土墙施工要点439.1施工准备和工艺流程439.2主要工程施工449.2.1基础施工459.2.2墙面板预制和安砌469.2.3加筋材料铺设479.2.4填料采集、摊铺、压实499.3施工质量控制和检测509.3.1 施工质量控制要点509.3.2施工质量检测项目519.3.3施工质量检验标准52十、 加筋挡土墙施工细节描述5310.1面板链接5310.2 筋材和面板的连接5410.3面板连接处设计55一.设计资料1.1 工程概况某小区拟在一边坡位置上修建一停车场，需要500m100m的停车面积，同时在临近小区的位置拟修建一休闲草坡，面积为500m80m。1.2 地层状况该边坡地层自上而下为：素填土（0.303.50）m，耕植土（0.300.55）m，坡积砂质粘性土（0.902.20）m，残积砂质粘性土（1.703.60）m，强风化花岗岩（2.003.50）m，中等风化花岗岩，层厚未被揭穿。地表起伏较大，为了停车场平面布置的需要，挖场地南侧的土填到北侧低洼处，因此在北侧修筑挡土墙。挡墙总长500m，平面呈状，挡土墙设计等级为II级。该场地属I类建筑场地，建筑物按7度地震设防。填土为低塑限粘土质砂和粉土质砂，天然含水量7.69.6%，根据击实试验成果，最大干密度1.881.93g/m3，最优含水量（12.112.8）%。填土的设计参数为=20kN/m3，c=10kpa，=25o，筋材与填土与挡墙和地基土之间的摩擦系数均为0.35。采用型号为CAT30020B的钢塑复合材料加筋带，带宽为30mm，厚为2mm，容许拉应力L=80Mpa，极限拉应力为150Mpa，伸长率H/2时，=0.6（H-）=7.2-0.6 有效长 当时，=-时，=，=+1.46-Htg 全长 （2.7）式中：-稳定区内荷载对有效摩擦力的影响宽度（m） 具体的垂直应力计算结果列于表2-2中，拉筋的长度计算结果列于表2-3中 表2.2垂直应力计算表顺序=（）10.18.412.72414.72420.38.512.57418.57430.58.612.42822.42840.78.712.28526.28550.98.812.14530.14561.18.912.00934.00971.39.011.87637.87681.59.111.74541.74591.79.211.61745.617101.99.311.49249.492112.19.411.37053.370122.39.511.25157.251132.59.611.13361.133142.79.711.01965.019152.99.810.90668.906163.19.910.79672.796173.310.010.68876.688183.510.110.58280.582193.710.210.47884.478203.910.310.37788.377214.110.410.27792.277224.310.510.17996.179234.510.610.083100.083244.710.79.989103.989254.910.89.896107.896265.110.99.806111.806275.311.09.716113.716285.511.19.629119.629295.711.29.543123.543305.911.39.458127.458316.111.49.375131.375326.311.59.294135.294336.511.69.214139.214346.711.79.135143.135356.911.89.058147.058367.111.98.982150.982377.312.08.907154.907387.512.18.833158.833397.712.28.761162.761407.912.38.689166.689418.112.48.619170.619428.312.58.550174.550438.512.68.483178.483448.712.78.416182.416458.912.88.350186.350469.112.98.285190.285479.313.08.221194.221489.513.18.159198.159499.713.28.097202.097509.913.38.036206.0365110.113.47.976209.9765210.313.57.917213.9175310.513.67.859217.8595410.713.77.801221.8015510.913.87.745225.7455611.113.97.689229.6895711.314.07.643233.6435811.514.17.580237.5805911.714.27.527241.5276011.914.37.474245.474 表2.3拉筋长度计算表顺序 10.114.7240.2418.43.64.81.5595.15920.318.5740.3068.53.64.91.5695.16930.522.4280.3718.63.651.5755.17540.726.2850.4368.73.65.11.5805.18050.930.1450.5018.83.65.21.5835.18361.134.0090.5668.93.65.31.5875.18571.337.8760.63193.65.41.5885.18781.541.7450.6969.13.65.51.5895.18891.745.6170.7619.23.65.61.5905.189101.949.4920.8269.33.65.71.5905.190112.153.3700.8919.43.65.81.5905.190122.357.2510.9569.53.65.91.5905.190132.561.1331.0219.63.661.5915.191142.765.0191.0869.73.66.11.5915.191152.968.9061.1519.83.66.21.5915.191163.172.7961.2169.93.66.31.5915.191173.376.7961.281103.66.41.5915.191183.580.5821.34610.13.66.51.5915.191193.784.4781.41110.23.66.61.5915.191203.988.3771.47610.33.66.71.5915.191214.192.2771.54110.43.66.81.5905.190224.396.1791.60610.53.66.91.5905.190234.5100.0831.67110.63.671.5905.190244.7103.9891.73610.73.67.11.5905.190254.9107.8961.80110.83.67.21.5905.190265.1111.8061.86610.93.67.31.5905.190275.3113.9161.931113.67.41.6145.214285.5119.6291.99611.13.67.51.5895.189295.7123.5432.06111.23.67.61.5895.189305.9127.4582.12611.33.67.71.5895.189316.1131.3752.19111.43.547.861.5885.128326.3135.2942.25611.53.428.081.5885.008336.5139.2142.32111.63.38.31.5884.888346.7143.1352.38611.73.188.521.5884.768356.9147.0582.45111.83.068.741.5874.647367.1150.9822.51611.92.948.961.5874.527377.3154.9072.586122.829.181.5904.410387.5158.8332.64612.12.79.41.5874.287397.7162.7612.71112.22.589.621.5864.166407.9166.6892.77612.32.469.841.5864.046418.1170.6192.84112.42.3410.061.5863.926428.3174.5502.90612.52.2210.281.5863.806438.5178.4832.97112.62.110.51.5853.685448.7182.4163.03612.71.9810.721.5853.565458.9186.3503.10112.81.8610.941.5853.445469.1190.2853.16612.91.7411.161.5853.325479.3194.2213.231131.6211.381.5843.204489.5198.1593.29613.11.511.61.5843.084499.7202.0973.36113.21.3811.821.5842.964509.9206.0363.42613.31.2612.041.5842.8445110.1209.9763.49113.41.1412.261.5832.7235210.3213.9173.55613.51.0212.481.5832.6035310.5217.8593.62113.60.912.71.5832.4835410.7221.8013.68613.70.7812.921.5832.3635510.9225.7453.75113.80.6613.141.5832.2435611.1229.6893.81613.90.5413.361.5822.1225711.3233.6343.881140.4213.581.5822.0025811.5237.5803.94614.10.313.81.5821.8825911.7241.5274.01114.20.1814.021.5821.7626011.9245.4744.07614.30.0614.241.5811.641为了安全起见和施工时工程的方便和效率，我们统一将钢筋的长度定为6m整。2.4分板稳定及全墙稳定计算（1） 求分板的抗拔系数： =k(安全系数取k=2) （2.8）式中：当 时，当时，具体计算结果见下： 表2.4 分板抗拔系数计算表 顺序 10.11.5594.814.7240.4820.241220.31.5694.918.5740.6120.306230.51.575522.4280.7420.371240.71.585.126.2850.8720.436250.91.5835.230.1451.0020.501261.11.5855.334.0091.1320.566271.31.5875.437.8761.2620.631281.51.5885.541.7451.3920.696291.71.5895.645.6171.5220.7612101.91.595.749.4921.6530.8272112.11.595.853.371.7820.8912122.31.595.957.2511.9120.9562132.51.591661.2132.0421.0212142.71.5916.165.0192.1721.0862152.91.5916.268.9062.3021.1512163.11.5916.372.7962.4321.2162173.31.5916.476.6882.5621.2812183.51.5916.580.5822.6921.3462193.71.5916.684.4782.8221.4112203.91.5916.788.3772.9521.4762214.11.596.892.2773.0811.542224.31.596.996.1693.2111.6052234.51.597100.0833.3421.6712244.71.597.1103.9893.4721.7362254.91.597.2107.8963.6031.8032265.11.597.3111.8063.7331.8672275.31.6147.4113.9163.8611.932285.51.5897.5119.6293.9921.9962295.71.5897.6123.5434.1232.0612305.91.5897.7127.4584.2532.1262316.11.5887.86131.3754.3812.192326.31.5888.08135.2944.5122.2562336.51.5888.3139.2144.6422.3212346.71.5888.52143.1354.7732.3862356.91.5878.74147.0584.9012.452367.11.5878.96150.9825.0322.5162377.31.5869.18154.9075.1722.5862387.51.5869.4158.8335.2932.6462397.71.5869.62162.7615.4212.7112407.91.5869.84166.6895.5522.8412418.11.58610.06170.6195.6832.9062428.31.58610.28174.555.8142.9072438.51.58510.5178,4835.9412.972448.71.58510.7182.4166.0723.0362458.91.58510.94186.356.2033.1012469.11.58511.16190.2856.3343.1672479.31.58411.38194.2116.463.232489.51.58411.6198.1596.5923.2922499.71.58411.82202.0976.7233.3612509.91.58412.04206.0366.8543.42725110.11.58312.26209.9766.983.4925210.31.58312.48213.9177.1113.5625310.51.58312.7217.8597.2423.62125410.71.58312.92221.8017.3733.68625510.91.58313.14225.7457.5043.75225611.11.58213.36229.6897.6313.81525711.31.58213.58233.6347.7623.88125811.51.58213.8237.587.8933.94625911.71.58214.02241.5278.0244.01226011.91.58114.24245.4748.154.0752（2） 求全墙的抗拔稳定系数 求全墙的抗拔稳定系数： =2（k=2） (2.9) 求全墙的抗倾覆稳定系数来： (k=2) (2.10)-拉筋计算层位置到墙底的力臂（m）-作用在拉筋上的有效摩擦力（kn）-由于有效摩擦力产生的稳定力矩之和（）-由于侧压力产生的倾覆力矩（）具体计算结果列于表3-4中计算结果满足要求，说明该挡土墙可以用于施工 表2.5倾覆系数计算表顺序 10.48211.95.735820.61211.77.160430.74211.58.53340.87211.39.853651.00211.111.122261.13210.912.338871.26210.713.503481.39210.514.61691.52210.315.6766101.65310.116.6953111.7829.917.6418121.9129.718.5464132.0429.519.399142.1729.320.1996152.3029.120.9482162.4328.921.6448172.5628.722.2894182.6928.522.882192.8228.323.4226202.9528.123.9112213.0817.924.3399223.2117.724.7247233.3427.525.065243.4727.325.3456253.6037.125.5813263.7336.925.7577273.8616.725.8687283.9926.525.948 294.1236.325.9749304.2536.125.9433314.3815.925.8479324.5125.725.7184334.6425.525.531344.7735.325.2969354.9015.124.9951365.0324.924.6568375.1724.724.3084385.2934.523.8185395.4214.323.3103405.5524.122.7632415.6833.922.1637425.8143.721.5118435.9413.520.7935446.0723.320.0376456.2033.119.2293466.3342.918.3686476.462.717.442486.5922.516.48496.7232.315.4629506.8542.114.3934516.981.913.262527.1111.712.0887537.2421.510.863547.3731.39.5849557.5041.18.2544567.6310.96.8679577.7620.75.4334587.8930.53.9465598.0240.32.4072608.153 0.10.81531062.5332.5加筋带的拉力计算 鉴于加筋挡土墙原理的复杂，其计算方法尚在发展之中，因此，加筋带的拉力计算公式有10种之多，但当墙高在8米以内时，各种公式的计算结果还不太悬殊，因此挡墙在8米以下时，按朗金土压力理论计算加筋带拉力足以满足工程实际需要。朗金法 朗金法考虑加筋土任意深处某单元（如加筋带与面板的一个结点）的稳定平衡，朗金法假定填土中的应力符合朗金原理，即，由于只考虑局部平衡，故一个结点加筋所受的拉力等于填土产生的侧压力： ， （2.11）式中：加筋带上的正应力；土压力系数由式（2-10）取值；分别为加筋结点的水平和竖向间距；若假定沿加筋带均布，则拉力 （2.12）式中：-墙顶外荷载在第i层加筋土生产的垂直应力： ，当时 ， 当时 （2.13）sin，设计时应满足 ，如不满足可以减小结点间的间距s,进行重算； 0.577-0.029 （） 0.406 （）由题意知有单根筋带的最大抗拉力为（n）由表3-5中不难发现均是满足，故单根筋带抗拉均满足要求。 表2.6单根筋材抗拉计算表顺序 10.10.57412.72414.7240.33820.30.56812.57418.5740.42230.50.56312.42822.4280.50540.70.55712.28526.2850.58550.90.55112.14530.1450.66461.10.54512.00934.0090.74271.30.53911.87637.8760.81781.50.53411.74541.7450.89191.70.52811.61745.6170.963101.90.52211.49249.4921.033112.10.51611.3753.371.102122.30.5111.25157.2511.169132.50.50511.13361.1331.243142.70.49911.01965.0191.297152.90.49310.90668.9061.359163.10.48710.79672.7961.418173.30.48110.68876.6881.476183.50.47610.58280.5821.533193.70.4710.47884.4781.587203.90.46410.37788.3771.64214.10.45810.27792.2771.691224.30.45210.17996.1791.74234.50.44710.083100.0831.787244.70.4419.989103.9891.833254.90.4359.896107.8961.877265.10.4299.806111.8061.919275.30.4239.716113.9161.929285.50.4189.629119.6291.998295.70.4129.543123.5432.035305.90.4069.458127.4582.069316.10.4069.375131.3752.134326.30.4069.294135.2942.197336.50.4069.214139.2142.261346.70.4069.135143.1352.325356.90.4069.085147.0852.388367.10.4068.982150.9822.452377.30.4068.907154.9072.516387.50.4068.833158.8332.579397.70.4068.761162.7612.643407.90.4068.689166.6892.707418.10.4068.619170.6192.771428.30.4068.55174.552.835438.50.4068.483178.4832.899448.70.4068.416182.4162.962458.90.4068.35186.353.026469.10.4068.285190.2853.09479.30.4068.221194.2213.154489.50.4068.159198.1593.218499.70.4068.097202.0973.282509.90.4068.036206.0363.3465110.10.4067.976209.9763.415210.30.4067.917213.9173.4745310.50.4067.859217.8593.5385410.70.4067.801221.8013.6025510.90.4067.745225.7453.6665611.10.4067.689229.6893.735711.30.4067.634233.6343.7945811.50.4067.58237.583.8585911.70