桩板式挡土墙结构计算书.docx

K(MN/m3)桩板式挡土墙结构计算书桩板式挡土墙验算［执行标准：通用］ 计算项目：重庆宜化公司边坡桩板式挡土墙 计算时间：2007-02-06 00:55:35 星期二 原始条件:墙身尺寸: 桩总长:2&OOO(m)嵌入深度: 9.000(m) 截面形状：方桩桩宽: 2・000(m)桩高: 3・5OO(m)桩间距: 5.000(m) 挡土板的类型数： 1 板类型号 板厚(m) 板宽(m)板块数1 0.400 1.000 20 嵌入段土层数： 1柱嵐支承条件：较接计算方法:K法土层序号 土层厚(m) 重度(kN/m3)50.00021.000400.000物理参数：桩混凝土强度等级:C30桩纵筋合力点到外皮距离：80(mm) 桩纵筋级别： HRB400 桩箍筋级别： HRB335桩箍筋间距： 100(mm)板混凝土强度等级: C30 板纵筋合力点到外皮距离: 40(mm) 板纵筋级别： HRB335挡土墙类型：•般挡土墙墙后填土内摩擦角： 22.530(度 )墙后填土粘聚力： O.OOO(kPa)墙后填土容重： 18.500(kN/m3)墙背与墙后填土摩擦角： 17.500(度)土压力计算方法：库仑坡线土柱：坡面线段数: 2折线序号水平投影长(m)竖向投影长(m)19.5006.950225.0000.000第 1 个：距离 O.OOO(m)，宽度 6.000(m)，高度 2.000(m)换算土柱数01地面横坡角度: 36.500(度)墙顶标高: 0.000(m)钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB 50010-2002)注意：内力计算时，悴仑土压力分项(安全)系数=1.150第1种情况：一般情况［土压力计算］计算高度为I9.000(m)处的库仑主动土压力 第1破裂角： 41.120(度)Ea=2268.009 Ex=2163.038 Ey=682.003(kN)作用点高度 Zy=7.407(m)(•)桩身内力计算计算方法:K法背侧-为挡土侧；面侧-为非挡土侧。

背侧最人弯矩=99753.750(kN-m)距离桩顶2O.5OO(m)面侧最人弯矩=0.000(kN-m)距离桩顶0.000(m)最大 剪力二16809.258(kN)距离桩顶27.500(m)桩顶位移 =97(mm)上口 点号距顶距离 弯矩 剪力位移 土反力(m)(kN-m) (kN)(mm)(kPa)10.000-0.000 -0.000-970.00020.5002.294 -13.762-940.00031.00018.349 -55.048-920.00041.50061.929 -123.858-890.00052.000146.794 -220.191-870.00062.500286.707 -344.049-840.00073.000495.430 -495.430-820.00083.500786.725 -674.336-790.00094.0001177.470 -899.467-770.000104.5001692.432 -1162.036-740.000115.0002341.164 -1434.551-720.000125.5003128.640 -1717.011-690.000136.0004059.833 -2009.417-670.000146.5005139.715 -2311.769-640.000157.0006373.259 -2624.067-610.000167.5007765.439 -2946.311-590.00017& 0009321.228 -3278.500-560.00018& 50011045.598 -3620.635-540.000199.00012943.521 -3972.716-520.000209.50015019.971 -4334.743-490.0002110.00017279.922 -4706.715-470.0002210.50019728.344 -5088.634-440.0002311.00022366.896 -5460.606-420.0002411.50025187.293 -5822.633-390.0002512.00028191.188 -6194.605-370.0002612.50031383.557 -6576.524-350.0002713.00034769.371 -6968.388-320.0002813.50038353.602 -7370.198-300.0002914.00042141.227 -7781.954-280.0003014.50046137.211 -8203.655-260.0003115.00050346.539 -8635.302-240.0003215.50054774.172 -9076.896-220.0003316.00059425.090 -9528.435-200.0003416.50064304.266 -9989.919-180.0003517.00069416.664-10461.350-160.0003617.50074767.273 - 10942.726-140.0003718.00080361.047 - 11434.048-130.0003818.50086202.977 - 11935.315-110.0003919.00092298.023 -12446.529-10-1947.2144019.50097146.906 -7267.816-8-3354.6464120.00099522.820 -2606.844-7-2859.9854220.50099753.7501346.831-6-2411.5824321.00098175.9924662.695-5-2009.5714421.50095091.0557409.803-4-1653.2394522.00090766.1889655.608■3-1341.1684622.50085435.44511465.004■3-10713594723.00079301.18812899.527-2-841.3404823.50072535.92214016.731-2-648.2654924.00065284.45714869.670■ 1-488.9875024.50057666.25015506.512■ 1-360.1345125.00049777.94515970.232■ 1-258」615225.50041696.02016298.396-0-1793925326.00033479.54716522.986-0•5426.50025173.03116670.291-0120--°6.%435527.00016809.25616760.820-0• 443625627.5008412.21116809.258■0-20.2205728.000-0.0008412.21100.000(二)桩身配筋计算上口 点号距顶距离(m)面侧纵筋(mm2) (n背侧纵筋 箍筋】m2) (mm2)10.000140001400022920.500140001400022931.000140001400022941.500140001400022952.000140001400022962.500140001400022973.000140001400022983.50014000140()022994.0001400014000229104.5001400014000229115.0001400014000229125.5001400014000229136.0001400014000229146.5001400014000229157.0001400014000229167.5001400014000229178.0001400014000229188.5001400014000229199.0001400014000229209.50014000140002292110.00014000143632292210.50014000163612292311.00014000185322292411.50014000208722292512.00014000233872292612.50014000260872292713.00014000289812292813.50014000320802292914.00014000353982293014.50014000389462293115.00014000427402293215.50014000467952293316.00014000511312293416.50014000557672453517.00014000607272823617.50014000660383193718.00014000717313583818.50014000778443973919.00014000844194374019.50014000898072294120.0001400092502。