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1、填土材料为灰土的挡墙验算注：坡比为1;1.5,填土内摩擦角为30度。板主筋N5中14改为中25.板桩本身可以满足。桩板式挡土墙验算执行标准：公路计算项目：桩板式挡土墙1计算时间：2013-12-0723:49:11星期六原始条件:墙身尺寸：桩总长：32.000(In)嵌入深度：12.000(m)截面形状：方桩桩宽:1.500(m)桩高：2.500(m)桩间距：4.000(m)挡土板的类型数：1板宽(m)板块数0.60080重度(kNm3)M(MNm4)18. 00010. 000板类型号板厚(m)10.350嵌入段土层数：1柱底支承条件：固定计算方法：M法土层序号土层厚(m)150.000初始
2、弹性系数A:0.000(MNm3)初始弹性系数Al:0.000(MNm3)物理参数：班混凝土强度等级：C30桩纵筋合力点到外皮距离：35(mm)桩纵筋级别：HRB335桩箍筋级别：HRB335班箍筋间距：300(mm)板混凝土强度等级：C30板纵筋合力点到外皮距离：35(mm)板纵筋级别：HRB335挡土墙类型：一般挡土墙墙后填土内摩擦角：30.000(度)墙后填土粘聚力：0.000(kPa)墙后填土容重：19.000(kNm3)墙背与墙后填土摩擦角：17.500(度)土压力计算方法：库仑折线序号水平投影长(m)竖向投影长(m)124.00016.000250.0000.000坡线土柱：坡面线
3、段数：2换算土柱数00地面横坡角度：34.000(度)填土对横坡面的摩擦角：35.000(度)墙顶标高：0.000(m)挡墙分段长度：10.000(m)钢筋混凝土配筋计算依据：公路钢筋混凝土与预应力混凝土桥涵设计规范(JTGD62-2004)第1种情况：组合1注意：内力计算时，土压力分项(安全)系数=1.000土压力计算计算高度为20.OOOGn)处的库仑主动土压力无荷载时的破裂角=41.608(度)第1破裂角：41.608(度)Ea=2299.189(kN)Ex=2192.776(kN)Ey=691.380(kN)作用点高度Zy=7.164(m)(一)桩身内力计算计算方法：m法背侧为挡土侧；
4、面侧为非挡土侧。背侧最大弯矩=84869.453(kN-m)距离桩顶24.0Oo(In)面侧最大弯矩=0.OOO(kN-m)距离桩顶0.000(m)最大剪力=9827.358(kN)距离桩顶31.500(m)桩顶点号位移=440(mm)距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)10.0000.0000.000-4400.00020.5001.037-6.224-4310.00031.0008.299-24.897-4210.00041.50028.009-56.017-4110.00052.00066.391-99.586-4020.00062.500129.670
5、-155.604-3920.00073.000224.069-224.069-3820.00083.500355.814-304.983-3730.00094.000531.128-398.346-3630.000104.500756.234-504.156-3530.000115.0001037.358-622.415-3430.000125.5001380.724-753.122-3340.000136.0001792.555-896.277-3240.000146.5002279.076-1051.881-3140.000157.0002846.511-1219.933-3050.000
6、167.5003501.084-1400.433-2950.000178.0004249.019-1593.382-2850.000188.5005096.540-1798.779-2760.000199.0006049.872-2016.624-2660.000209.5007115.239-2246.917-2570.0002110.0008298.864-2489.659-2470.0002210.5009606.973-2744.849-2380.0002311.00011045.787-3012.487-2280.0002411.50012620.949-3289.067-2190.
7、0002512.00014335.731-3570.905-2090.0002612.50016192.700-3857.820-2000.0002713.00018194.396-4149.813-1910.0002813.50020343.359-4446.885-1820.0002914.00022642.129-4749.035-1730.0003014.50025093.242-5056.263-1640.0003115.00027699.238-5368.569-1550.0003215.50030462.656-5685.953-1460.0003316.00033386.035
8、-6008.415-1370.0003416.50036471.918-6335.956-1290.0003517.00039722.840-6668.574-1200.0003617.50043141.340-7006.271-1120.0003718.00046729.957-7349.046-1040.0003818.50050491.230-7696.899-970.0003919.00054427.703-8049.831-890.0004019.50058541.906-8407.840-820.0004120.00062836.387-8770.928-750.0004220.5
9、0067221.852-8558.930-68-339.1974321.00071395.320-7963.668-61-613.2224421.50075185.523-7063.754-55-826.6404522.00078459.070-5931.892-49-984.3394622.50081117.414-4634.511-44-1091.4714723.00083093.586-3231.473-38-1153.3904823.50084348.883-1775.869-34-1175.5764924.00084869.453-313.914-29-1163.5525024.50
10、084662.7971115.061-25-1122.8085125.00083754.3912478.519-21-1058.7265225.50082184.2813750.538-18-976.5045326.00080003.8524911.539-15-881.0975426.50077272.7425947.946-12-777.1555527.00074055.9066851.781-10-668.9815627.50070420.9617620.199-7-560.4885728.00066435.7118254.988-6-455.1765828.50062165.96987
11、62.040-4-356.1065929.00057673.6689150.789-3-265.8916029.50053015.1849433.652-2-186.6916130.00048240.0169625.465-1-120.2106230.50043389.7199742.912-1-67.7056331.00038497.1029803.969-0-29.9876431.50033585.7469827.358-0-7.4366532.00014334.8724916.00300.000（二）桩身配筋计算点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2)10.0
12、008260750054020.5007500826054031.0007500826054041.5007500826054052.0007500826054062.5007500826054073.0007500826054083.5007500826054094.00075008260540104.50075008260540115.00075008260540125.50075008260540136.00075008260540146.50075008260540157.00075008260540167.50075008260540178.00075008260540188.50075008260540199.00075008877540209.5007500104395402110.0007500121915402210.500750014147540
