房屋居住安全工程（边坡整治）抗滑桩扳挡墙边坡结构计算书

清溪镇农村移民安置区房屋安全隐患整治及人居环境综合整治工程——房屋居住安全工程（边坡整治）抗滑桩扳挡墙边坡结构计算书1、工程概况该工程位于涪陵区清溪街道办事处交巡警旁，由滑坡及场平边坡组成。根据地面调查：滑坡位于场地西南侧，滑坡段因该段地形较陡，在长时间连续降雨下，降低了岩土体力学性质，斜坡开始出现变形拉裂，前缘条石挡墙出现局部的鼓胀及开裂现象，现滑坡体已处于缓慢的滑动阶段。该滑坡从平面上看呈“U”形态，横宽约60m，纵长约28m，后缘至DL1、DL3、DL4一线，高程为289.0~293.0m，滑坡前缘剪出口高程为190.02~203.72m，前后缘高差约13.2m；主滑方向约316°，水平投影面积约1438..6m2；滑体厚0.3~6.9m，滑坡体的平均厚度约为3.6m，估算滑坡的总体积约为0.52×104m3，该滑坡为浅层小型滑坡，工程重要性等级为一级，安全等级为一级。场平边坡位于场地东北侧，场平高程为195.50m，边坡长约83m，坡高6.2-9.1m，为土质边坡、岩土混合边坡，工程重要性等级为一级，安全等级为一级。2、勘察区自然地理条件2.1、气象条件勘察区属亚热带湿润季风气候，具有四季分明、雨量充沛、无霜期长、湿度大、春旱、夏热、秋多绵雨、冬干多雾的特点。据涪陵区气象资料，多年平均气温18.17°C，极端最低气温-1.5°C（1977年1月29日），最高气温43.5°C（2006年8月15日）。多年平均降雨量为1104mm，但雨量在时间上分布不均，5-9月降雨量约占全年的65-70%，且多大雨、暴雨，最大年降雨量为1600mm，最小年降雨量为823mm，多年最大日平均降雨量为127mm。勘察区及附近地表无常年性流水及泉眼。2.2、交通位置勘察区为涪陵区清溪街道办事处交巡警旁，有道路直达，勘察场地交通较方便。3、地质环境条件3.1、地形地貌场地处于风化剥蚀丘陵地貌区，地形总体由南向北倾斜，地形起伏较大。场地内最高高程点206.30m，位于勘察区南侧，最低点位于场地北侧，高程187.80m，相对最大高差达18.5m，区内主要坡顶、坡脚均存在居民建筑，地形坡角多为3～25°，局部为陡坡、陡坎，覆盖层主要为素填土。3.2地质构造场地位于珍溪场向斜南翼翘起端东侧，无断层发育。据调查，岩层产状为335°∠25°，层面结合极差，属软弱结构面。岩体中发育有两组裂隙：①210°∠68°，裂隙面较光滑，延伸较平直，长1.2～3.2m，局部呈张开状，裂隙宽0.1～0.5cm，间距1.0～3.5m，充填泥质；裂隙面结合差，属硬性结构面。②132°∠70°，裂隙面粗糙，弯曲延伸，长1.0～2.3m，裂隙宽0.1～0.5cm，间距1.0～3.0m，泥质半充填，裂隙面结合差，属硬性结构面。3.3地层岩性据调查和钻探揭示场地覆盖层为第四系全新统人工填土层（Q4ml），基岩为侏罗系中统沙溪庙组泥岩（J2s）。各类岩土层特征如下：1、第四系全新统人工填土层（Q4ml）：素填土：杂色，稍湿，由泥岩、砂岩碎、块石土等组成，中间粉质粘土充填，结构松散～稍密，局部架空，由人工堆填而成，堆填时间约8年；粒径大小一般3×25cm，局部可达45cm以上，硬质含量约占30-42%，土层最大厚度约6.9m（ZK6），分布于大部分场地。～～～～～～～不整合～～～～～～～～～2、侏罗系中统沙溪庙组（J2s）：泥岩：紫红色，泥质结构，中厚层状构造，易风化崩解，以粘土矿物为主，局部含砂质较重；强风化岩芯呈碎块及散粒状，质软，锤击生哑，风化裂隙发育；中等风化岩芯较完整呈柱状，节长6～36cm，强度较高，节理裂隙不发育，为场地的主要岩性。3.4水文地质条件1、勘察场地内地层主要为第四系全新统人工填土层及侏罗系中统沙溪庙组地层，地下水主要为松散介质孔隙水及基岩裂隙水，由于区内地形坡角较陡，地表水径流条件较好，但区内土层结构较散，部分地表水也会下渗至岩土体中。勘察区在钻孔揭露深度范围内地下水贫乏。2、钻孔施工结束后，提干孔内施工残余水，第二日进行水位观测，观测发现该场地内所有钻孔内均未见恢复水位，故场地第四系孔隙水和基岩裂隙水贫乏。据调查拟建场区无污染源及污染物，土属未污染土，按《岩土工程勘察规范》GB50021-2001（2009年版）附录G判定该场地环境类型为Ⅱ类；按《岩土工程勘察规范》GB50021-2001（2009年版）第12.1条和经验判定，地下水和土对混凝土结构具微腐蚀性，对钢筋混凝土中钢筋具微腐蚀性，土对钢结构具微腐蚀性。3.5不良地质现象及地质灾害经工程地质调查和钻探揭露，勘察场地及影响范围内除存在滑坡外，未见危岩崩塌、泥石流、溶洞等不良地质现象。滑坡的规模、特征和稳定性详见本报告第5章。4、岩土设计参数取值1、滑体素填土：天然重度20.0KN/m3，饱和重度21.0KN/m3。2、滑面滑带土层：饱和抗剪强度c=5Kpa，Φ=21.5°。3、滑床：（1）中风化泥岩：天然重度25.5KN/m3，饱和重度25.7KN/m3；天然抗压强度标准值5.39Mpa，饱和抗压强度标准值3.51Mpa；岩体抗剪强度标准值:c=200KPa（经验值）；Φ=26°（经验值）；泊松比:0.30（经验值）；岩体水平抗力系数取65MN/m3；岩石与锚固体极限粘结强度标准值380kpa；挡墙基底摩擦系数强风化泥岩取0.30，挡墙基底摩擦系数中风化泥岩取0.45。（2）岩质地基承载力特征值计算： 根据《建筑地基基础规范》（DBJ50-047-2016）4.2.3条地基承载力特征值应根据地基极限承载力标准值乘以地基极限承载力分项系数确定，岩石地基极限承载力分项系数取0.33；据《工程地质勘察规范》（DBJ50-043-2016）9.3.2条中等风化基岩地基极限承载力标准值由岩石天然抗压强度标准值乘以地基条件系数确定，地基条件系数取1.1(中等风化岩体为较完整)，即中等风化泥岩的承载力特征值为1851KPa。5、设计原则6、计算遵循的主要规范（1）《建筑边坡工程技术规范》（GB50330-2013）（2）《建筑基坑支护技术规范》（JGJ120-2012）；（3）《建筑地基基础设计规范》（GB50007-2010）（4）《混凝土结构设计规范》（GB50010-2010）（2015年版）（5）《建筑结构荷载规范》(GB-50009-2012）7、边坡计算 7.1、抗滑桩综合分析（2-2剖面）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3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)(°)110.0003.72010.67020.4051215.6003.20015.92511.5921315.0000.00015.0000.0001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10.00010.0000.00010.0002-1分布力10.00010.0000.00015.6003-1分布力10.00010.0000.00015.0002)土层信息桩顶地面横坡无横坡桩顶地面横坡角(度)0.000桩后横坡角(度)0.000结构与土摩擦角(度)11.500嵌固段以上土层数:1序号地层地层重度浮重度粘聚力内摩擦等效内摩土摩阻计算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8.00021.000---5.00021.50023.000120.000m法10.000120.000---------嵌固段土层数:1序号地层地层重度浮重度粘聚力内摩擦等效内摩土摩阻计算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岩层50.00025.700---200.00026.000---380.000K法65.0001851.0000.5000.3003.5103)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：弹簧模型横向地基承载力计算建筑规范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112.2804.65013.13120.7405.00021.500211.6008.20014.20635.2565.00021.5005.桩信息1)桩基本信息桩前地面以上长度(m)8.000嵌固点深度(m)0.000悬臂长度(m)8.000嵌固长度(m)8.000截面形状矩形桩宽b(m)1.600桩高h(m)2.000桩中心距(m)4.000T型翼缘ㄨ桩底支承条件自由坡线数32)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)86桩容重(kN/m3)25.00桩纵筋级别HRB400桩箍筋级别HPB3006.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13001.00082)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147.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√1.0002)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（2-2）------------------------------------------------------------------------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=404.472(kN) 剩余下滑力角度=20.740°剩余下滑力水平分力=378.261(kN) 剩余下滑力竖直分力=143.234(kN)分布范围为桩顶以下(0～6.400m)范围桩顶以下(6.400m～8.000m)范围内按土压力计算按实际墙背计算得到:第1破裂角：46.692(度)Ea=400.843(kN)Ex=392.796(kN)Ey=79.915(kN)作用点到嵌固点距离Zy=2.546(m)段内的土压力合力:Ea=149.423(kN),Ex=146.423(kN),Ey=29.790(kN)作用点高度Zy=0.775合并后整个桩后范围内:水平分力=524.684(kN) 竖直分力=173.024(kN)作用点高度=3.677(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=9191.415(kN-m)距离桩顶9.436(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=2099.171(kN)距离桩顶12.718(m)最大位移=-44(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.0000.000-44.290.00020.2004.728-47.283-43.480.00030.40018.913-94.565-42.660.00040.60042.554-141.848-41.850.00050.80075.652-189.130-41.040.00061.000118.207-236.413-40.230.00071.200170.217-283.696-39.410.00081.400231.685-330.978-38.600.00091.600302.609-378.261-37.790.000101.800382.989-425.543-36.980.000112.000472.826-472.826-36.170.000122.200572.120-520.109-35.360.000132.400680.870-567.391-34.550.000142.600799.076-614.674-33.740.000152.800926.739-661.956-32.930.000163.0001063.859-709.239-32.120.000173.2001210.435-756.522-31.320.000183.4001366.467-803.804-30.510.000193.6001531.957-851.087-29.710.000203.8001706.902-898.370-28.910.000214.0001891.304-945.652-28.110.000224.2002085.163-992.935-27.320.000234.4002288.478-1040.217-26.520.000244.6002501.250-1087.500-25.730.000254.8002723.479-1134.783-24.950.000265.0002955.163-1182.065-24.160.000275.2003196.305-1229.348-23.380.000285.4003446.902-1276.630-22.610.000295.6003706.956-1323.913-21.830.000305.8003976.468-1371.196-21.070.000316.0004255.435-1418.478-20.300.000326.2004543.859-1465.761-19.550.000336.4004841.739-1513.043-18.800.000346.6005150.828-1578.662-18.050.000356.8005473.425-1647.599-17.310.000367.0005809.981-1718.249-16.580.000377.2006160.840-1790.615-15.860.000387.4006526.342-1864.695-15.140.000397.6006906.831-1940.489-14.430.000407.8007302.652-2017.998-13.730.000418.0007714.145-1984.217-13.04-0.000428.2058097.984-1730.813-12.34-526.500438.4108424.222-1450.013-11.65-526.500448.6158692.861-1169.213-10.98-526.500458.8218903.899-888.413-10.31-526.500469.0269057.338-607.613-9.66-526.500479.2319153.177-326.813-9.01-526.500489.4369191.415-46.013-8.38-526.500499.6419172.054228.998-7.77-504.790509.8469097.467487.718-7.16-465.4125110.0518971.964725.644-6.57-426.8115210.2568799.767943.187-5.98-388.9755310.4628585.0161140.752-5.41-351.8915410.6678331.7661318.734-4.85-315.5415510.8728043.9961477.518-4.31-279.9015611.0777725.6041617.479-3.77-244.9505711.2827380.4161738.974-3.24-210.6585811.4877012.1801842.348-2.72-176.9965911.6926624.5791927.929-2.21-143.9346011.8976221.2341996.028-1.71-111.4376112.1035805.6982046.937-1.22-79.4726212.3085381.4652080.931-0.74-48.0036312.5134951.9812098.263-0.26-16.9946412.7184520.6392099.1710.2113.5916512.9234090.7842083.8690.6743.7916613.1283665.7192052.5541.1373.6406713.3333248.7092005.4031.59103.1776813.5382842.9891942.5732.04132.4356913.7442451.7581864.2042.48161.4507013.9492078.1881770.4152.93190.2567114.1541725.4321661.3113.37218.8837214.3591396.6241536.9793.81247.3637314.5641094.8781397.4904.24275.7237414.769823.2951242.9004.68303.9897514.974584.9691073.2545.11332.1847615.179382.986888.5845.54360.3287715.385220.423688.9135.98388.4397815.590100.355474.2546.41416.5317915.79525.857244.6156.84444.6148016.000-0.00063.0267.27472.694桩底竖向合力=1453.02(kN)，桩底面积A=3.200(m2)桩底所在土层承载力=1851.00(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)1-0.000.000.000.00064006400203420.200.006.38-47.28364006400203430.400.0025.53-94.56564006400203440.600.0057.45-141.84864006400203450.800.00102.13-189.13064006400203461.000.00159.58-236.41364006400203471.200.00229.79-283.69664006400203481.400.00312.77-330.97864006400203491.600.00408.52-378.261640064002034101.800.00517.04-425.543640064002034112.000.00638.32-472.826640064002034122.200.00772.36-520.109640064002034132.400.00919.17-567.391640064002034142.600.001078.75-614.674640064002034152.800.001251.10-661.956640064002034163.000.001436.21-709.239640064002034173.200.001634.09-756.522640064002034183.400.001844.73-803.804640064002034193.600.002068.14-851.087640064002034203.800.002304.32-898.370640064002034214.000.002553.26-945.652640064002034224.200.002814.97-992.935640064002034234.400.003089.45-1040.217640064002034244.600.003376.69-1087.500640064002034254.800.003676.70-1134.783640064002034265.000.003989.47-1182.065640066572034275.200.004315.01-1229.348640071792034285.400.004653.32-1276.630640077232034295.600.005004.39-1323.913640082912034305.800.005368.23-1371.196640088832034316.000.005744.84-1418.478640094982034326.200.006134.21-1465.7616400101382034336.400.006536.35-1513.0436400108022034346.600.006953.62-1578.6626400114952034356.800.007389.12-1647.5996400122232034367.000.007843.48-1718.2496400129872034377.200.008317.13-1790.6156400137902034387.400.008810.56-1864.6956400146312034397.600.009324.22-1940.4896400155142034407.800.009858.58-2017.9986400164402034418.000.0010414.10-1984.2176400174112034428.210.0010932.28-1730.8136400183252034438.410.0011372.70-1450.0136400191072034448.620.0011735.36-1169.2136400197552034458.820.0012020.26-888.4136400202672034469.030.0012227.41-607.6136400206412034479.230.0012356.79-326.8136400208762034489.440.0012408.41-46.0136400209692034499.640.0012382.27228.9986400209222034509.850.0012281.58487.71864002073920345110.050.0012112.15725.64464002043320345210.260.0011879.69943.18764002001420345310.460.0011589.771140.75264001949520345410.670.0011247.881318.73464001888520345510.870.0010859.391477.51864001819620345611.080.0010429.571617.47964001743820345711.280.009963.561738.97464001662320345811.490.009466.441842.34864001576020345911.690.008943.181927.92964001485920346011.900.008398.671996.02864001392820346112.100.007837.692046.93764001297820346212.310.007264.982080.93164001201520346312.510.006685.172098.26364001104920346412.720.006102.862099.17164001008620346512.920.005522.562083.8696400913520346613.130.004948.722052.5546400820120346713.330.004385.762005.4036400729220346813.540.003838.041942.5736400641520346913.740.003309.871864.2046400640020347013.950.002805.551770.4156400640020347114.150.002329.331661.3116400640020347214.360.001885.441536.9796400640020347314.560.001478.091397.4906400640020347414.770.001111.451242.9006400640020347514.970.00789.711073.2546400640020347615.180.00517.03888.5846400640020347715.380.00297.57688.9136400640020347815.590.00135.48474.2546400640020347915.790.0034.91244.6156400640020348016.000.000.0063.026640064002034==========================================================================================================================================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：46.692(度)Ea=400.843(kN)Ex=392.796(kN)Ey=79.915(kN)作用点到嵌固点距离Zy=2.546(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=5105.431(kN-m)距离桩顶9.436(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=1505.816(kN)距离桩顶8.000(m)最大位移=-25(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-24.610.00020.200-0.000-0.000-24.170.00030.4000.000-0.000-23.740.00040.600-0.0000.000-23.300.00050.8000.144-2.154-22.860.00061.0001.079-7.571-22.430.00071.2003.320-15.203-21.990.00081.4007.308-25.051-21.550.00091.60013.488-37.114-21.120.000101.80022.301-51.394-20.680.000112.00034.193-67.889-20.240.000122.20049.605-86.601-19.810.000132.40068.981-107.528-19.370.000142.60092.764-130.671-18.930.000152.800121.397-156.029-18.500.000163.000155.323-183.604-18.060.000173.200194.986-213.394-17.620.000183.400240.828-245.400-17.190.000193.600293.294-279.622-16.750.000203.800352.825-316.059-16.320.000214.000419.865-354.713-15.880.000224.200494.858-395.582-15.450.000234.400578.246-438.667-15.010.000244.600670.472-483.968-14.580.000254.800771.981-531.485-14.150.000265.000883.214-581.217-13.720.000275.2001004.615-633.166-13.290.000285.4001136.628-687.330-12.860.000295.6001279.695-743.710-12.430.000305.8001434.260-802.305-12.010.000316.0001600.765-863.117-11.580.000326.2001779.548-924.547-11.160.000336.4001970.625-986.597-10.740.000346.6002174.424-1052.215-10.320.000356.8002391.732-1121.152-9.910.000367.0002622.999-1191.803-9.500.000377.2002868.568-1264.168-9.090.000387.4003128.781-1338.248-8.680.000397.6003403.981-1414.042-8.280.000407.8003694.512-1491.551-7.890.000418.0004000.716-1505.816-7.50-0.000428.2054296.277-1317.818-7.10-461.398438.4104541.359-1078.519-6.71-435.976448.6154738.746-852.674-6.32-410.941458.8214891.175-640.074-5.94-386.311469.0265001.341-440.498-5.57-362.099479.2315071.892-253.721-5.20-338.313489.4365105.431-79.515-4.85-314.960499.6415104.51482.352-4.49-292.043509.8465071.646232.114-4.15-269.5625110.0515009.288370.001-3.81-247.5145210.2564919.851496.243-3.48-225.8945310.4624805.701611.066-3.15-204.6945410.6674669.157714.692-2.83-183.9045510.8724512.493807.337-2.52-163.5135611.0774337.942889.209-2.21-143.5085711.2824147.690960.510-1.91-123.8735811.4873943.8861021.435-1.61-104.5925911.6923728.6391072.166-1.32-85.6486011.8973504.0231112.878-1.03-67.0236112.1033272.0751143.737-0.75-48.6986212.3083034.7981164.897-0.47-30.6526312.5132794.1681176.501-0.20-12.8656412.7182552.1311178.6830.074.6836512.9232310.6071171.5640.3422.0136613.1282071.4901155.2550.6039.1466713.3331836.6551129.8550.8656.1016813.5381607.9591095.4561.1272.8996913.7441387.2381052.1331.3889.5607013.9491176.315999.9571.63106.1027114.154976.999938.9851.89122.5437214.359791.090869.2672.14138.9007314.564620.377790.8432.39155.1907414.769466.642703.7452.64171.4267514.974331.661607.9992.89187.6237615.179217.206503.6223.14203.7907715.385125.047390.6273.38219.9397815.59056.949269.0233.63