桩板式挡土墙计算书

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原始条件:墙身尺寸：板宽(m)板块桩总长：35.000(m)嵌入深度：20.000(m)截面形状：方桩桩宽：1・500(m)桩高：2・500(m)桩间距：5.500(m)挡土板的类型数：1板类型号 板厚板宽(m)板块1 0.350嵌入段土层数：1柱底支承条件：铰接计算方法：M法土层序号M(MN/m4)120.000土层厚(m)50.0001.00015重度(kN/m3)18.000初始弹性系数A:0.000(MN/m3)初始弹性系数A1:0.000(MN/m3)物理参数：桩混凝土强度等级：C25桩纵筋合力点到外皮距离：80(mm)桩纵筋级别：2级桩箍筋级别：1级桩箍筋间距：200(mm)板混凝土强度等级：C25板纵筋合力点到外皮距离：35(mm)板纵筋级别：2级挡土墙类型：一般挡土墙墙后填土内摩擦角：30.000(度)墙后填土容重：19・000(kN/m3)墙背与墙后填土摩擦角：15.000(度)坡线土柱：坡面线段数：1折线序号水平投影长(m) 竖向投影长(m) 换算土柱数1 9・300 0・000第1个：定位距离1・000(m)汽车-超20级(计算荷载)第2个：定位距离1.000(m)挂车-120级(验算荷载)地面横坡角度：10・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：《混凝土结构设计规范GBJ10-89》注意：内力计算时，库仑土压力分项(安全)系数=1・200第1种情况：计算荷载［土压力计算］计算高度为15.000(m)处的库仑主动土压力无荷载时的破裂角=35.670(度)汽车-超20级(计算荷载)路基面总宽二9.300(m),路肩宽=1.000(m)安全距离=0.500(m)单车车辆外侧车轮中心到车辆边缘距离二0.350(m),车与车之间距离=0.600(m)=i经计算得，路面上横向可排列此种车=i中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)011.5000.30015.00015.000023.3000.30015.00015.000031.5000.600布置宽度二10.767(m)布置宽度范围内车轮及轮重列表:第1列车：60.000 60.0000460.000 60.0000560.000 60.0000660.000 60.0000770.000 70.0000870.000 70.0000970.000 70.0001070.000 70.000第2列车:全部破裂体轮号轮压(kN)上轮压(kN)0115.000 15.0000215.000 15.000TOC\o"1-5"\h\z0.6000.6000.6000.6000.6000.6000.600中点距路边距离(m)轮宽(m)4.600 0.3006.400 0.300034.6000.60060.00060.000046.4000.60060.00060.000054.6000.60060.00060.000066.4000.60060.00060.000074.6000.60070.00070.000086.4000.60070.00070.000094.6000.60070.00070.000106.4000.60070.00070.000布置宽度B0=10.767(m)分布长度L0=20.000(m)荷载值SG=1100・000(kN)换算土柱高度h0=0.269(m)第1破裂角:33.220(第1破裂角:33.220(度)Ea=665.019Ex=642.359Ey=172.120(kN)作用点高度Zy=5.054(m)(一)桩身内力计算计算方法：m法1^1内侧最大弯矩=30852.607(kN-m)距离桩顶1^118.500(m)距离桩顶外侧最大弯矩=701.068(kN-m)距离桩顶32.500(m)距离桩顶IID最大剪力=4237.379(kN)距离桩顶IID15.000(m)桩顶位移=113(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1 0.000-0.000-0.000-1130.0002 0.5000.761-4.564-1100.0003 1.0006.085-18.255-1070.0004 1.50020.537-41.073-1040.0005 2.00049.088-75.473-1010.0006 2.50097.940-121.454-980.000

73.000172.064-176.563-940.00083.500276.024-240.799-910.00094.000414.384-314.162-880.000104.500591.707-396.653-850.000115.000812.557-488.271-820.000125.5001081.499-589.016-790.000136.0001403.094-698.889-760.000146.5001781.909-817.889-720.000157.0002222.505-946.016-690.000167.5002729.446-1083.271-660.000178.0003307.297-1229.654-630.000188.5003960.621-1385.163-600.000-57-54-51-57-54-51-48-45-42-39-36-33-31-28-264693.9815511.9426419.0677419.9208519.0649721.06311030.48112451.88213989.82815648.88517433.61519348.582-1549.800-1723.565-1906.456-2098.476-2299.622-2509.896-2729.297-2957.826-3195.482-3442.265-3698.176-3963.2149.0000.0009.5000.00010.0000.00010.5000.00011.0000.00011.5000.00012.0000.00012.5000.00013.0000.00013.5000.00014.0000.00014.5000.000-4237.379-4237.379-4108.251-3749.183-3214.622-2554.451-1813.629-1031.934-243.804521.7001240.8201894.9272470.246-23-21-18-16-14-12-11-9-7-6-515.00021398.3500.00015.50023517.039-206.60516.00025506.602-367.90516.50027266.223-487.39317.00028721.225-568.88117.50029820.674-616.43318.00030534.854-634.27918.50030852.607-626.72919.00030778.656-598.07719.50030330.908-552.51620.00029537.838-494.05620.50028435.980-4-426.4544321.00027067.5922957.500-3-2-1-1-0001111121.50021.50022.00022.50023.00023.50024.00024.50025.00025.50026.00026.500-353.15344-277.23745-201.40246-127.93547-58.710484.8064961.53350110.75651152.09252185.44953210.98454229.06425478.48023716.09821827.83819859.61917854.70715852.79813889.34711995.11810195.9478512.6826961.2813351.4943650.6433856.4783973.1314006.8213965.3603857.6793693.3993482.4363234.6662959.6365527.0005553.0462666.3351240.2185627.5004294.9462363.0131245.0975728.0003190.0332057.0581244.4315828.5002237.8891754.9191238.9915929.0001435.1141462.0791229.5546029.500775.8101183.0591216.8776130.000252.055921.4691201.6666230.500-145.659680.0811184.5556331.000-428.027460.9281166.0916431.500-606.587265.4200146.7216532.000-693.44794.4810126.7816632.500-701.068-51.3160106.495

6733.000-642.130-171.609085.9736833.500-529.459-266.099065.2126934.000-376.031-334.424044.1087034.500-195.035-376.031022.4637135.0000.000-195.03500.000(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)10.0007500750035720.5007500750035731.0007500750035741.5007500750052.0007500750035762.5007500750035773.0007500750035783.5007500750035794.00075007500357104.50075007500357115.00075007500357125.50075007500357136.00075007500357146.50075007500357157.00075007500357167.50075007500

178.00075007500357188.50075007500357199.00075007500357209.500750075953572110.000750088103572210.5007500101613572311.0007500116583572411.5007500133133572512.0007500151363572612.5007500171403572713.0007500193393572813.500750021750

2914.0007500243893573014.5007500272763573115.0007500304353573215.5007500337803573316.0007500370003573416.5007500399173573517.0007500423813573617.5007500442763573718.0007500455233573818.5007500460823573919.0007500459523574019.500750045166

4120.0007500437863574220.5007500418943574321.0007500395843574421.5007500369543574522.0007500340993574622.5007500311073574723.0007500280573574823.5007500250193574924.0007500220493575024.5007500191953575125.0007500164933575225.500750013971

5326.0007500116503575426.500750095403575527.000750076503575627.500750075003575728.000750075003575828.500750075003575929.000750075003576029.500750075003576130.000750075003576230.500750075003576331.000750075003576431.50075007500

6532.000750075003573576632.500750075003576733.000750075003576833.500750075003576934.000750075003577034.500750075003577135.00075007500挡土板内力配筋计算(三)板类型 板厚板下缘距顶力单块板弯矩单块板全部纵筋(kPa)101.353号 (mm)距离(m)(kPa)101.353(kN-m)面积(mm2)1 350 15.000383.243 4745第2种情况：验算荷载［土压力计算］计算高度为15.000(m)处的库仑主动土压力无荷载时的破裂角=35.670(度)挂车-120级(验算荷载)路基面总宽二9.300(m),路肩宽=1.000(m)安全距离=1.000(m)单车车辆外侧车轮中心到车辆边缘距离二0.400(m),车与车之间距离二0.600(m)经计算得，路面上横向可排列此种车辆1列布置宽度二10.767(m)布置宽度范围内车轮及轮重列表:第1列车：全部破裂体轮号轮压(kN)上轮压(kN)0175.000 75.0000275.000 75.000中点距路边距离(m)轮宽(m)2.000 0.5000.50075.00075.00075.00075.00075.00075.00075.00075.00075.00075.00075.00075.0000375.0000475.0000575.0000675.0000775.0000875.0000975.0001075.0001175.0001275.0001375.0001475.0004.7002.0002.9003.8004.7002.0002.9003.8004.7002.0002.9000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5004.7000.5004.7000.50075.00075.0001575.0001675.000分布长度布置宽度B0=10.767(m)L0=15.000(m)荷载值SG=1200・000(kN)换算土柱高度h0=0.391(m)第1破裂角：33.240(度)Ea=674.449Ex=651.468Ey=174.560(kN)分布长度作用点高度Zy=5.078(m)(一)桩身内力计算计算方法：m法内侧最大弯矩=31366.539(kN-m)距离桩顶18.500(m)外侧最大弯矩=713.669(kN-m)32.500(m)最大剪力=4296.487(kN)15.000(m)桩顶位移=115(mm)点号 距顶距离 弯矩位移土反力距离桩顶IID距离桩顶剪力IID(m)(kN-m)(kN)(mm)(kPa)10.0000.000-1150.00020.5000.761-1120.00031.0006.085-1090.00041.50020.537-1060.00052.00049.274-1030.00062.50099.241-990.00073.000175.595-960.00083.500282.902-930.00094.000425.723-900.000104.500608.623-860.000115.000836.165-830.000125.5001112.914-800.0000.000-4.564-18.255-41.073-76.588-124.800-182.139-248.606-324.200-408.921-502.770-605.746136.0001443.433-770.000146.5001832.285-740.000157.0002284.034-700.000167.5002803.244-670.000178.0003394.479-640.000188.5004062.302-610.000199.0004811.277-580.000209.5005645.967-550.0002110.0006570.937-520.0002210.5007590.750-490.0002311.0008709.969-460.0002411.5009933.158-430.000-717.849-839.080-969.438-1108.924-1257.536-1415.277-1582.144-1758.139-1943.261-2137.510-2340.887-2553.392-40-40-37-34-31-29-26-23-21-19-17-14-1312.00011264.881-2775.0230.00012.50012709.702-3005.7820.00013.00014272.185-3245.6680.00013.50015956.892-3494.6820.00014.00017768.389-3752.8230.00014.50019711.236-4020.0910.00015.00021790.000-4296.4870.00015.50023938.244-4165.310-209.88316.00025955.311-3800.556-373.72216.500 27738.801 -3257.562-495.07017.000 29212.871 -2587.014-577.80617.500 30325.814 -1834.598-626.061

3718.00031047.469-1040.724-11-644.1373818.50031366.539-240.378-9-636.4163919.00031287.848536.921-8-607.2624019.50030829.6171267.046-6-560.9384120.00030020.8011931.080-5-501.5174220.50028898.5372515.039-4-432.8174321.00027505.7623009.510-3-358.3364421.50025889.0273409.224-2-281.2074522.00024096.5373712.584-1-204.1694622.50022176.4433921.154-1-129.5444723.00020175.3834039.141-0-59.2344823.50018137.3034072.86905.269

4924.00016102.5144030.282062.8715024.50014107.0203920.4591112.8475125.00012182.0553753.1751154.8075225.50010353.8453538.5081188.6605326.0008643.5473286.4911214.5665426.5007067.3533006.8251232.9005527.0005636.7222708.6391244.1995627.5004358.7142400.3121249.1245728.0003236.4102089.3481248.4195828.5002269.3671782.2951242.8655929.0001454.1151484.7191233.2566029.500784.6481201.2111220.358

6130.000252.904935.4321204.8886230.500-150.784690.1951187.4916331.000-437.291467.5611168.7246431.500-618.345268.9590149.0396532.000-706.25095.3240128.7786632.500-713.669-52.7670108.1686733.000-653.483-174.947087.3206833.500-538.722-270.917066.2326934.000-382.566-340.310044.7977034.500-198.412-382.566022.8137135.000-0.000-198.41200.000（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)10.0007500750035720.5007500750035731.0007500750035741.5007500750035752.0007500750035762.5007500750035773.0007500750035783.5007500750035794.00075007500357104.50075007500

115.00075007500357125.50075007500357136.00075007500357146.50075007500357157.00075007500357167.50075007500357178.00075007500357188.50075007500357199.00075007500357209.500750077743572110.000750090143572210.500750010393

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