桩板式挡墙计算书-剖面6-6

桩、板计算条件------------------------------------------------------------------------1.总控制信息路基型式路堤地区类型一般地区支护类型桩＋板结构重要性系数1.00抗震设计烈度(度)---配筋计算---水平地震系数Kh---水上地震角(度)---水下地震角(度)---重要性修正系数Ci---综合影响系数Cz---2.坡线、土层和水位1)坡线信息坡线数1坡线水平投影竖向投影坡线长坡线仰角荷载数序号长(m)长(m)(m)(°)150.0002.83550.0803.2451坡线荷载：荷载荷载类型P1P2X1(m)X2(m)序号(kN,kN/m)(kN/m)1-1分布力35.00035.0000.00049.0802)土层信息桩前是否有横坡横坡较大桩前横坡角(度)15.000桩后横坡角(度)15.000结构与土摩擦角(度)7.000嵌固段以上土层数:1序号土层重度浮重度粘聚力内摩擦土摩阻厚(m)(kN/m3)(kN/m3)(kPa)角(°)力(kPa)120.00020.500---2.00022.0000.000嵌固段土层数:3序号地层地层重度粘聚力内摩擦综合内摩土摩阻计算m,c,K承载KHηR类型厚(m)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法力(kPa)(MPa)1土层1.00020.5002.00022.00025.0000.000m法6.0000.000---------2土层3.00024.00015.00015.00030.00080.000m法24.000500.000---------3岩层30.00024.500384.00029.940---410.000K法125.0002395.0000.5000.30010.4003)水位信息非浸水地区，无水位信息3.计算模型1)桩前覆土模型：荷载模型4.滑坡推力相关信息1)滑坡推力信息滑坡推力分布类型矩形计算目标自动搜索最危险滑面计算模型R/K模型|-自动搜索时可动的滑动边号1|-自动搜索可动边上点数(1-3)1|-自动搜索时步长(m)0.500安全系数K1.300是否考虑动水压力和浮托力ㄨ是否考虑坡面外的静水压力ㄨ是否考虑承压水的浮托力ㄨ桩前剩余抗滑力水平分力(kN/m)0.0001)滑面信息120.0005.50020.74215.3762.00022.0005.桩信息1)桩基本信息桩前地面以上长度(m)6.000嵌固点深度(m)0.000悬臂长度(m)6.000嵌固长度(m)6.500截面形状矩形桩宽b(m)1.200桩高h(m)1.700桩中心距(m)4.000T型翼缘ㄨ桩底支承条件铰支初始弹性系数A(MN/m3)125.000初始弹性系数A1(MN/m3)125.000坡线数12)桩配筋信息桩作用综合分项系数1.35桩混凝土强度等级C30桩纵筋合力点到外皮距离(mm)50桩容重(kN/m3)25.00桩纵筋级别HRB400桩箍筋级别HRB4005.板信息1)板尺寸信息桩间板类型直板桩间板的种类数1板的搭接长度(m)0.150板类型号板厚(mm)板宽(m)板块数13000.600102)板配筋信息板作用综合分项系数1.350混凝土强度等级C30钢筋合力点到边缘距离(mm)35板纵筋级别HRB400板选筋钢筋直径146.结构上自定义荷载以及荷载组合1)桩顶自定义荷载桩顶自定义荷载数：02)桩荷载组合[滑坡推力(一般)组合]荷载号荷载名称是否参与调整系数1桩自重√1.0002桩顶恒载√1.0003桩顶活载√1.0004桩后滑坡推力√1.0005桩前剩余抗滑力√1.000[库仑土压力(一般)组合]荷载号荷载名称是否参与调整系数1桩自重√1.0002桩顶恒载√1.0003桩顶活载√1.0004桩后主动土压力√1.0005桩前被动土压力√1.0002)板荷载组合[滑坡推力(一般)组合]荷载号荷载名称是否参与调整系数1板后滑坡推力√1.000[库仑土压力(一般)组合]荷载号荷载名称是否参与调整系数1板后主动土压力√1.000------------------------------------------------------------------------抗滑动桩验算计算项目：抗滑桩综合分析1------------------------------------------------------------------------原始条件:钢筋混凝土配筋计算依据:《混凝土结构设计规范GB50010-2010》=====================================================================第1种情况:滑坡推力(一般情况)(一)桩身内力计算[自动搜索最不利的滑面]最不利的滑面数据：滑动面线段数:2段号投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)110.0005.0002.00022.000210.0000.5002.00022.000剩余下滑力=232.526(kN) 剩余下滑力角度=26.565°剩余下滑力水平分力=207.977(kN) 剩余下滑力竖直分力=103.989(kN)分布范围为桩顶以下(0～6.000m)范围[桩前剩余抗滑力]桩前覆土层到嵌固点的厚度=0.000(m)桩前剩余抗滑力水平分力=0.000(kN)合力作用点到嵌固点距离=0.000(m)第1嵌固段地层计算方法:m法第2嵌固段地层计算方法:m法第3嵌固段地层计算方法:K法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=3457.449(kN-m)距离桩顶9.000(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=1743.082(kN)距离桩顶12.292(m)最大位移=-31(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-31.070.00020.2002.773-27.730-30.460.00030.40011.092-55.461-29.850.00040.60024.957-83.191-29.240.00050.80044.368-110.921-28.630.00061.00069.326-138.652-28.020.00071.20099.829-166.382-27.410.00081.400135.879-194.112-26.800.00091.600177.474-221.842-26.190.000101.800224.616-249.573-25.590.000112.000277.303-277.303-24.980.000122.200335.537-305.033-24.370.000132.400399.316-332.764-23.770.000142.600468.642-360.494-23.160.000152.800543.514-388.224-22.560.000163.000623.932-415.955-21.960.000173.200709.896-443.685-21.360.000183.400801.406-471.415-20.760.000193.600898.462-499.146-20.160.000203.8001001.064-526.876-19.570.000214.0001109.212-554.606-18.980.000224.2001222.907-582.337-18.390.000234.4001342.147-610.067-17.810.000244.6001466.933-637.797-17.230.000254.8001597.266-665.527-16.650.000265.0001733.144-693.258-16.080.000275.2001874.569-720.988-15.510.000285.4002021.540-748.718-14.950.000295.6002174.056-776.449-14.390.000305.8002332.119-804.179-13.840.000316.0002495.728-648.698-13.29-0.000326.2002588.825-464.068-12.75-6.427336.4002681.355-459.816-12.22-12.870346.6002772.751-452.728-11.70-19.314356.8002862.447-442.806-11.18-25.757367.0002949.874-428.589-10.67-32.200377.2003033.882-407.776-10.17-55.731387.4003112.984-380.915-9.68-66.310397.6003186.248-349.400-9.20-76.888407.8003252.744-313.230-8.72-87.467418.0003311.540-272.406-8.25-98.045428.2003361.706-226.927-7.80-108.624438.4003402.311-176.793-7.35-119.202448.6003432.424-122.005-6.91-129.781458.8003451.113-62.563-6.48-140.359469.0003457.4491.534-6.06-150.938479.2003450.50070.285-5.65-161.516489.4003429.334143.692-5.25-172.095499.6003393.023221.752-4.85-182.673509.8003340.634304.468-4.47-193.2525110.0003271.236427.961-4.10-203.8305210.2083165.208615.383-3.72-464.5065310.4173014.826817.652-3.34-418.1185410.6252824.520998.912-2.98-372.8375510.8332598.6131159.656-2.63-328.5945611.0422341.3291300.342-2.28-285.3055711.2502056.8041421.383-1.94-242.8765811.4581749.0871523.151-1.61-201.2035911.6671422.1571605.967-1.28-160.1736011.8751079.9341670.096-0.96-119.6656112.083726.2851715.750-0.64-79.5546212.292365.0371743.082-0.32-39.7106312.500-0.000876.0910.000.000桩底竖向合力=741.49(kN)，桩底面积A=2.040(m2)桩底所在土层承载力=2395.00(kPa)故桩的竖向地基承载力满足。(二)桩身配筋计算点号距顶距离面侧弯矩背侧弯矩剪力面侧纵筋背侧纵筋箍筋(m)(kN.m)(kN.m)(kN)(mm2)(mm2)(mm2//m)1-0.000.000.000.00040804080114420.200.003.74-27.73040804080114430.400.0014.97-55.46140804080114440.600.0033.69-83.19140804080114450.800.0059.90-110.92140804080114461.000.0093.59-138.65240804080114471.200.00134.77-166.38240804080114481.400.00183.44-194.11240804080114491.600.00239.59-221.842408040801144101.800.00303.23-249.573408040801144112.000.00374.36-277.303408040801144122.200.00452.97-305.033408040801144132.400.00539.08-332.764408040801144142.600.00632.67-360.494408040801144152.800.00733.74-388.224408040801144163.000.00842.31-415.955408040801144173.200.00958.36-443.685408040801144183.400.001081.90-471.415408040801144193.600.001212.92-499.146408040801144203.800.001351.44-526.876408040801144214.000.001497.44-554.606408040801144224.200.001650.92-582.337408040801144234.400.001811.90-610.067408040801144244.600.001980.36-637.797408040801144254.800.002156.31-665.527408040801144265.000.002339.74-693.258408040801144275.200.002530.67-720.988408043851144285.400.002729.08-748.718408047211144295.600.002934.98-776.449408050711144305.800.003148.36-804.179408054361144316.000.003369.23-648.698408058151144326.200.003494.91-464.068408060321144336.400.003619.83-459.816408062471144346.600.003743.21-452.728408064611144356.800.003864.30-442.806408066721144367.000.003982.33-428.589408068781144377.200.004095.74-407.776408070761144387.400.004202.53-380.915408072631144397.600.004301.44-349.400408074371144407.800.004391.20-313.230408075951144418.000.004470.58-272.406408077351144428.200.004538.30-226.927408078541144438.400.004593.12-176.793408079511144448.600.004633.77-122.005408080231144458.800.004659.00-62.563408080681144469.000.004667.561.534408080831144479.200.004658.1770.285408080671144489.400.004629.60143.692408080161144499.600.004580.58221.752408079291144509.800.004509.86304.4684080780411445110.000.004416.17427.9614080763911445210.210.004273.03615.3834080738711445310.420.004070.01817.6524080703111445410.630.003813.10998.9124080658311445510.830.003508.131159.6564080605411445611.040.003160.791300.3424080545711445711.250.002776.691421.3834080480111445811.460.002361.271523.1514080409911445911.670.001919.911605.9674080408011446011.880.001457.911670.0964080408011446112.080.00980.481715.7504080408011446212.290.00492.801743.0824080408011446312.500.000.00876.091408040801144==========================================================================================================================================第2种情况:库仑土压力(一般情况)(一)桩身内力计算按实际墙背计算得到:第1破裂角：37.590(度)Ea=237.119(kN)Ex=235.351(kN)Ey=28.898(kN)作用点到嵌固点距离Zy=2.250(m)桩前覆土深度为0.000时的被动土压力：Ea=0.000(kN)Ex=0.000(kN)Ey=0.000(kN)作用点到嵌固点距离Zy=-0.000(m)第1嵌固段地层计算方法:m法第2嵌固段地层计算方法:m法第3嵌固段地层计算方法:K法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=3303.592(kN-m)距离桩顶9.200(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=1726.484(kN)距离桩顶12.292(m)最大位移=-31(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-30.960.00020.200-0.0000.000-30.370.00030.4000.427-6.404-29.780.00040.6003.037-19.946-29.190.00050.8008.503-34.958-28.600.00061.00017.119-51.439-28.010.00071.20029.177-69.388-27.420.00081.40044.972-88.808-26.840.00091.60064.798-109.696-26.250.000101.80088.948-132.053-25.660.000112.000117.717-155.880-25.070.000122.200151.398-181.176-24.480.000132.400190.285-207.941-23.900.000142.600234.673-236.175-23.310.000152.800284.853-265.879-22.720.000163.000341.122-297.051-22.140.000173.200403.772-329.693-21.550.000183.400473.097-363.804-20.970.000193.600549.392-399.385-20.390.000203.800632.949-436.434-19.810.000214.000724.063-474.953-19.230.000224.200823.028-514.940-18.650.000234.400930.137-556.397-18.080.000244.6001045.685-599.323-17.510.000254.8001169.965-643.719-16.940.000265.0001303.270-689.583-16.370.000275.2001445.896-736.917-15.810.000285.4001598.135-785.720-15.250.000295.6001760.282-835.992-14.700.000305.8001932.810-883.688-14.150.000316.0002113.945-735.911-13.60-0.000326.2002221.469-537.551-13.07-6.427336.4002328.696-533.299-12.53-12.870346.6002434.788-526.211-12.01-19.314356.8002539.180-516.289-11.49-25.757367.0002641.304-502.072-10.97-32.200377.2002740.009-481.259-10.47-55.731387.4002833.807-454.398-9.97-66.310397.6002921.768-422.883-9.48-76.888407.8003002.960-386.713-9.00-87.467418.0003076.453-345.889-8.52-98.045428.2003141.316-300.410-8.06-108.624438.4003196.617-250.277-7.60-119.202448.6003241.427-195.489-7.15-129.781458.8003274.813-136.046-6.71-140.359469.0003295.845-71.949-6.28-150.938479.2003303.592-3.198-5.86-161.516489.4003297.12470.208-5.45-172.095499.6003275.509148.269-5.04-182.673509.8003237.816230.984-4.65-193.2525110.0003183.115356.835-4.26-203.8305210.2083091.414550.956-3.87-483.4495310.4172953.550761.527-3.48-435.4065410.6252774.111950.326-3.11-388.4475510.8332557.5811117.837-2.74-342.5085611.0422308.3451264.507-2.38-297.5075711.2502030.7031390.746-2.03-253.3555811.4581728.8691496.920-1.68-209.9495911.6671406.9861583.344-1.34-167.1776011.8751069.1421650.284-1.00-124.9236112.083719.3691697.947-0.66-83.0626212.292361.6631726.484-0.33-41.4646312.5000.000867.9930.000.000桩底竖向合力=666.40(kN)，桩底面积A=2.040(m2)桩底所在土层承载力=2395.00(kPa)故桩的竖向地基承载力满足。(二)桩身配筋计算点号距顶距离面侧弯矩背侧弯矩剪力面侧纵筋背侧纵筋箍筋(m)(kN.m)(kN.m)(kN)(mm2)(mm2)(mm2//m)1-0.000.000.000.00040804080114420.200.000.000.00040804080114430.400.000.58-6.40440804080114440.600.004.10-19.94640804080114450.800.0011.48-34.95840804080114461.000.0023.11-51.43940804080114471.200.0039.39-69.38840804080114481.400.0060.71-88.80840804080114491.600.0087.48-109.696408040801144101.800.00120.08-132.053408040801144112.000.00158.92-155.880408040801144122.200.00204.39-181.176408040801144132.400.00256.89-207.941408040801144142.600.00316.81-236.175408040801144152.800.00384.55-265.879408040801144163.000.00460.51-297.051408040801144173.200.00545.09-329.693408040801144183.400.00638.68-363.804408040801144193.600.00741.68-399.385408040801144203.800.00854.48-436.434408040801144214.000.00977.49-474.953408040801144224.200.001111.09-514.940408040801144234.400.001255.69-556.397408040801144244.600.001411.67-599.323408040801144254.800.001579.45-643.719408040801144265.000.001759.41-689.583408040801144275.200.001951.96-736.917408040801144285.400.002157.48-785.720408040801144295.600.002376.38-835.992408041241144305.800.002609.29-883.688408045181144316.000.002853.83-735.911408049331144326.200.002998.98-537.551408051801144336.400.003143.74-533.299408054281144346.600.003286.96-526.211408056731144356.800.003427.89-516.289408059161144367.000.003565.76-502.072408061541144377.200.003699.01-481.259408063851144387.400.003825.64-454.398408066051144397.600.003944.39-422.883408068111144407.800.004054.00-386.713408070031144418.000.004153.21-345.889408071771144428.200.004240.78-300.410408073301144438.400.004315.43-250.277408074611144448.600.004375.93-195.489408075681144458.800.004421.00-136.046408076471144469.000.004449.39-71.949408076971144479.200.004459.85-3.198408077161144489.400.004451.1270.208408077001144499.600.004421.94148.269408076491144509.800.004371.05230.9844080755911445110.000.004297.21356.8354080742911445210.210.004173.41550.9564080721211445310.420.003987.29761.5274080688611445410.630.003745.05950.3264080646511445510.830.003452.731117.8374080595911445611.040.003116.271264.5074080538111445711.250.002741.451390.7464080474211445811.460.002333.971496.9204080408011445911.670.001899.431583.3444080408011446011.880.001443.341650.2844080408011446112.080.00971.151697.9474080408011446212.290.00488.251726.4844080408011446312.500.000.00867.993408040801144=====================================================================各点的配筋包络结果点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2/m)1-0.0040804080114420.204080408011443