桩板式挡墙计算

五、桩板式挡墙计算1#~5#桩板式挡墙计算1，桩顶放坡稳定性验算------------------------------------------------------------------------计算项目：1-1剖面------------------------------------------------------------------------[计算简图][控制参数]:采用规范: 建筑边坡工程技术规范(50330--2013)计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数4坡面线号水平投影(m)竖直投影(m)超载数115.0007.0001超载1距离0.010(m)宽17.000(m)荷载(10.00--10.00kPa)270.00(度)22.0000.0001超载1距离0.010(m)宽2.000(m)荷载(10.00--10.00kPa)270.00(度)37.8004.4501超载1距离0.010(m)宽9.000(m)荷载(10.00--10.00kPa)270.00(度)420.0000.0001超载1距离0.010(m)宽20.000(m)荷载(10.00--10.00kPa)270.00(度)[土层信息]上部土层数1层号定位重度饱和重度层顶线粘结强度孔隙水压高(m)(kN/m3)(kN/m3)倾角(度)(kpa)力系数115.00019.500---0.000120.000---层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)10.00030.000------层号十字板?强度增十字板羲?强度增长系(kPa)长系数下值(kPa)数水下值1------------================================================================下部土层数3层号定位重度饱和重度层顶线粘结强度孔隙水压深(m)(kN/m3)(kN/m3)倾角(度)(kpa)力系数11.80019.500----5.200120.000---24.20018.000----6.800120.000---310.00018.000----7.000120.000---层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)10.00030.000------20.00035.000------31062.00033.000------层号十字板?强度增十字板羲?强度增长系(kPa)长系数下值(kPa)数水下值1------------2------------3------------不考虑水的作用[计算条件]圆弧稳定分析方法:Bishop法土条重切向分力与滑动方向反向时:当下滑力对待稳定计算目标:给定圆弧出入、口范围搜索危险滑面条分法的土条宽度:1.000(m)圆弧入口起点x坐标:0.000(m)圆弧入口终点x坐标:50.000(m)圆弧出口起点x坐标:0.000(m)圆弧出口终点x坐标:0.000(m)搜索时的圆心步长:1.000(m)入口搜索步长:1.000(m)出口搜索步长:1.000(m)搜索圆弧底的上限:1000.000(m)搜索圆弧底的下限:-1000.000(m)圆弧限制最小矢高:1.000(m)------------------------------------------------------------------------计算结果:------------------------------------------------------------------------[计算结果图]最不利滑动面:滑动圆心=(0.000,16.553)(m)滑动半径=16.553(m)滑动安全系数=1.383总的下滑力=166.806(kN)总的抗滑力=230.935(kN)土体部分下滑力=166.806(kN)土体部分抗滑力=230.935(kN)筋带在滑弧切向产生的抗滑力=0.000(kN)筋带在滑弧法向产生的抗滑力 =0.000(kN)2，岩土界面滑坡剩余下滑力及稳定验算下滑力T=1090.724KN,抗滑力R=416.893+364.931=781.824KNFS=R/T=781.824/1090.724=0.72＜1.35滑坡边坡稳定状态：不稳定剩余水平下滑力：308.901*cos7.266=306.42KN3，抗滑桩验算桩、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1.10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4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)(°)115.0007.00016.55325.017122.0000.0002.0000.000137.8004.4508.98029.7051430.0000.00030.0000.0001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10.00010.0000.00015.0002-1分布力10.00010.0000.0002.0003-1分布力10.00010.0000.0007.8004-1分布力10.00010.0000.00029.0002)土层信息桩前是否有横坡无横坡桩前横坡角(度)7.000桩后横坡角(度)7.000结构与土摩擦角(度)12.500嵌固段以上土层数:2序号地层地层重度浮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)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法力(kPa)(MPa)1土层2.40024.500---0.00030.000---120.000m法120.000300.000---------2土层30.00019.500---0.00030.000---120.000m法8.000100.000---------嵌固段土层数:1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岩层20.00024.7001062.00033.100---120.000K法310.0005820.0000.5000.30019.4003)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：弹簧模型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按指定滑面计算推力计算模型KT模型安全系数K1.350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120.0002.55020.1627.26618.1009.000215.1007.20016.72925.49318.1009.000315.1001.10015.1404.16718.1009.0005.桩信息1)桩基本信息桩前地面以上长度(m)3.000嵌固点深度(m)2.500悬臂长度(m)5.500嵌固长度(m)4.000截面形状矩形桩宽b(m)1.000桩高h(m)1.400桩中心距(m)3.000T型翼缘ㄨ桩底支承条件铰支坡线数42)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)100桩容重(kN/m^3~)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)0.500板类型号板厚(mm)板宽(m)板块数12500.60002)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)25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√1.000[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√1.3502)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：1-1------------------------------------------------------------------------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)桩身内力计算剩余下滑力=371.180(kN) 剩余下滑力角度=7.266°剩余下滑力水平分力=368.199(kN) 剩余下滑力竖直分力=46.945(kN)分布范围为桩顶以下(0～3.000m)范围桩顶以下(3.000m～5.500m)范围内按土压力计算按实际墙背计算得到:第1破裂角：44.803(度)Ea=176.359(kN)Ex=172.178(kN)Ey=38.171(kN)作用点到嵌固点距离Zy=1.843(m)段内的土压力合力:Ea=121.119(kN),Ex=118.248(kN),Ey=26.215(kN)作用点高度Zy=1.058合并后整个桩后范围内:水平分力=486.447(kN) 竖直分力=73.160(kN)作用点高度=3.285(m)第1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=4698.655(kN-m)距离桩顶6.071(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=1854.254(kN)距离桩顶9.310(m)最大位移=-20(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-20.310.00020.1886.472-69.037-19.670.00030.37525.889-138.075-19.040.00040.56358.250-207.112-18.400.00050.750103.556-276.150-17.760.00060.938161.806-345.187-17.130.00071.125233.001-414.224-16.500.00081.313317.141-483.262-15.860.00091.500414.224-552.299-15.230.000101.688524.253-621.337-14.600.000111.875647.226-690.374-13.970.000122.063783.143-759.411-13.350.000132.250932.005-828.449-12.730.000142.4381093.811-897.486-12.120.000152.6251268.562-966.524-11.510.000162.8131456.414-1031.803-10.910.000173.0001655.504-1092.691-10.31-0.000183.1001764.559-1099.841-10.00-5.174193.3001986.442-1114.250-9.38-19.567203.5002210.452-1123.031-8.77-32.634213.7002435.818-1128.383-8.17-45.701223.9002661.951-1130.701-7.59-58.767234.1002888.244-1129.986-7.03-71.834244.3003114.091-1126.236-6.48-84.901254.5003338.885-1119.453-5.95-97.967264.7003562.019-1109.635-5.43-111.034274.9003782.885-1096.783-4.94-124.101285.1004000.878-1080.897-4.47-137.167295.3004215.390-1061.978-4.03-150.234305.5004425.815-950.138-3.61-163.301315.6904585.982-656.664-3.23-1001.992325.8814674.708-295.767-2.88-892.717336.0714698.65524.958-2.55-791.089346.2624665.200308.432-2.25-697.149356.4524581.157557.574-1.97-610.844366.6434452.791775.266-1.72-532.038376.8334285.818964.324-1.49-460.521387.0244085.4291127.476-1.28-396.023397.2143856.3031267.330-1.09-338.214407.4053602.6361386.366-0.92-286.722417.5953328.1641486.909-0.78-241.130427.7863036.1951571.122-0.65-200.990437.9762729.6411640.991-0.53-165.824448.1672411.0551698.316-0.44-135.130458.3572082.6651744.700-0.35-108.386468.5481746.4081781.546-0.27-85.055478.7381403.9801810.049-0.21-64.586488.9291056.8651831.192-0.15-46.417499.119706.3821845.744-0.10-29.980509.310353.7251854.254-0.05-14.700519.5000.000928.5270.000.000桩底竖向合力=405.66(kN)，桩底面积A=1.400(m2)桩底所在土层承载力=5820.00(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)1-0.000.000.000.0002800280095320.190.008.74-69.0372800280095330.380.0034.95-138.0752800280095340.560.0078.64-207.1122800280095350.750.00139.80-276.1502800280095360.940.00218.44-345.1872800280095371.130.00314.55-414.2242800280095381.310.00428.14-483.2622800280095391.500.00559.20-552.29928002800953101.690.00707.74-621.33728002800953111.880.00873.75-690.37428002800953122.060.001057.24-759.41128002800953132.250.001258.21-828.44928003174953142.440.001476.65-897.48628003694953152.630.001712.56-966.52428004261953162.810.001966.16-1031.80328004879953173.000.002234.93-1092.69128005541953183.100.002382.15-1099.84128005908953193.300.002681.70-1114.25028006663953203.500.002984.11-1123.03128007438953213.700.003288.35-1128.38328008230953223.900.003593.63-1130.70128009039953234.100.003899.13-1129.98628009863953244.300.004204.02-1126.236280010701953254.500.004507.50-1119.453280011552953264.700.004808.73-1109.635280012413953274.900.005106.90-1096.783280013283953285.100.005401.19-1080.897280014160953295.300.005690.78-1061.978280015042953305.500.005974.85-950.138280015927953315.690.006191.08-656.664280016615953325.880.006310.86-295.767280017001953336.070.006343.1824.958280017106953346.260.006298.02308.432280016960953356.450.006184.56557.574280016594953366.640.006011.27775.266280016042953376.830.005785.85964.324280015336953387.020.005515.331127.476280014505953397.210.005206.011267.330280013576953407.400.004863.561386.366280012571953417.600.004493.021486.909280011511953427.790.004098.861571.122280010410953437.980.003685.021640.991280092841076448.170.003254.921698.316280081421211458.360.002811.601744.700280069941320468.550.002357.651781.546280058471407478.740.001895.371810.049280047051474488.930.001426.771831.192280035751524499.120.00953.621845.744280028001558509.310.00477.531854.254280028001578519.500.000.00928.52728002800953==========================================================================================================================================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：44.803(度)Ea=176.359(kN)Ex=172.178(kN)Ey=38.171(kN)作用点到嵌固点距离Zy=1.843(m)第1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=1028.355(kN-m)距离桩顶6.071(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=422.210(kN)距离桩顶9.310(m)最大位移=-4(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-4.420.00020.1880.101-1.614-4.290.00030.3750.753-5.587-4.160.00040.5632.289-11.048-4.020.00050.7504.989-17.999-3.890.00060.9389.132-26.439-3.760.00071.12514.996-36.367-3.630.00081.31322.862-47.785-3.500.00091.50033.009-60.692-3.370.000101.68845.715-75.088-3.240.000111.87561.260-90.972-3.110.000122.06379.923-108.346-2.980.000132.250101.983-127.209-2.850.000142.438127.719-147.561-2.720.000152.625157.411-169.402-2.590.000162.813191.338-192.731-2.460.000173.000229.784-217.260-2.33-0.000183.100252.131-230.385-2.27-1.814193.300300.300-249.043-2.13-19.567203.500351.949-264.557-2.00-32.634213.700406.344-277.271-1.87-45.701223.900463.054-287.718-1.75-58.767234.100521.628-295.899-1.62-71.834244.300581.611-301.813-1.50-84.901254.500642.551-305.461-1.38-97.967264.700703.993-306.841-1.27-111.034274.900765.484-305.956-1.16-124.101285.100826.572-302.803-1.05-137.167295.300886.991-293.146-0.95-150.234305.500943.866-272.169-0.86-163.301315.690987.393-189.080-0.77-238.388325.8811015.699-107.076-0.69-213.324336.0711028.355-30.268-0.61-189.921346.2621027.23037.946-0.54-168.200356.4521013.90098.204-0.48-148.159366.643989.819151.145-0.42-129.779376.833956.321197.392-0.36-113.018387.024914.622237.552-0.32-97.823397.214865.825272.209-0.27-84.126407.405810.923301.918-0.23-71.847417.595750.808327.202-0.20-60.895427.786686.274348.549-0.17-51.174437.976618.027366.406-0.14-42.577448.167546.691381.181-0.11-34.992458.357472.816393.237-0.09-28.302468.548396.887402.892-0.07-22.388478.738319.333410.418-0.06-17.123488.929240.537416.038-0.04-12.382499.119160.842419.927-0.03-8.035509.31080.564422.210-0.01-3.952519.5000.000211.4820.000.000桩底竖向合力=384.03(kN)，桩底面积A=1.400(m2)桩底所在土层承载力=5820.00(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)1-0.000.000.000.0002800280095320.190.000.14-1.6142800280095330.380.001.02-5.5872800280095340.560.003.09-11.0482800280095350.750.006.73-17.9992800280095360.940.0012.33-26.4392800280095371.130.0020.25-36.3672800280095381.310.0030.86-47.7852800280095391.500.0044.56-60.69228002800953101.690.0061.72-75.08828002800953111.880.0082.70-90.97228002800953122.060.00107.90-108.34628002800953132.250.00137.68-127.20928002800953142.440.00172.42-147.56128002800953152.630.00212.50-169.40228002800953162.810.00258.31-192.73128002800953173.000.00310.21-217.26028002800953183.100.00340.38-230.38528002800953193.300.00405.40-249.04328002800953203.500.00475.13-264.55728002800953213.700.00548.56-277.27128002800953223.900.00625.12-287.71828002800953234.100.00704.20-295.89928002800953244.300.00785.18-301.81328002800953254.500.00867.44-305.46128002800953264.700.00950.39-306.84128002800953274.900.001033.40-305.95628002800953285.100.001115.87-302.80328002838953295.300.001197.44-293.14628003030953305.500.001274.22-272.16928003212953315.690.001332.98-189.08028003351953325.880.001371.19-107.07628003442953336.070.001388.28-30.26828003483953346.260.001386.7637.94628003479953356.450.001368.7698.20428003436953366.640.001336.26151.14528003359953376.830.001291.03197.39228003252953387.020.001234.74237.55228003119953397.210.001168.86272.20928002963953407.400.001094.75301.91828002800953417.600.001013.59327.20228002800953427.790.00926.47348.54928002800953437.980.00834.34366.40628002800953448.170.00738.03381.18128002800953458.360.00638.30393.23728002800953468.550.00535.80402.89228002800953478.740.00431.10410.41828002800953488.930.00324.72416.03828002800953499.120.00217.14419.92728002800953509.310.00108.76422.21028002800953519.500.000.00211.48228002800953=====================================================================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)1-0.002800280095320.192800280095330.3828002800