滑坡治理工程施工图设计计算书

滑坡治理工程施工图设计计算书目录1设计依据及执行的规范 31.1设计依据 31.2执行的技术规范 32计算参数 33滑坡稳定性复核计算 33.1计算公式 33.2计算工况及荷载 43.3计算模型和计算过程 43.4稳定性计算结果 44抗滑桩支挡结构力设计 54.1桩前滑体抗力计算 64.2桩顶剪出稳定性验算 75抗滑桩设计 95.1计算项目：A型抗滑桩 95.2计算项目：B型抗滑桩 135.3计算项目：C型抗滑桩 175.4地基水平承载力验算 215.5抗滑桩护壁验算 216挡土墙设计 237截排水沟设计 268附件：稳定性验算及计算模型 271设计依据及执行的规范1.1设计依据1、《重庆市巫溪县峰灵镇王家坡滑坡治理工程勘查报告》（重庆一零七市政建设工程有限公司2023.6）。2、《重庆市巫溪县峰灵镇王家坡滑坡治理工程初步设计报告》（重庆一零七市政建设工程有限公司2023.8）3、设计合同1.2执行的技术规范1、《地质灾害防治工程设计标准》DBJ50/T-029-2019；2、《混凝土结构设计规范》GB50010-2010（2015年版）3、《滑坡防治设计规范》GB/T38509-2020；4、《混凝土结构通用规范》GB55008-2021；5、《建筑边坡工程技术规范》（GB50330-2013）；6、《建筑抗震设计规范》（GB50011-2010）2016版；7、《建筑基桩检测技术规范》（JGJ106-2014）；8、《三峡库区地质灾害防治工程设计技术要求》（三峡库区地质灾害防治工作指挥部2012.7）9、国家现行有关规程、规范及相关规定。2计算参数根据重庆市专家组审查通过的地质勘查报告所提参数，并结合相关规范中建议取值得出该阶段治理工程设计地质参数建议值见下表。表2-1防治工程岩体设计参数值位置滑体土基岩岩性碎石土块石土泥岩重度(kN/m3)天然19.719.825.6饱和20.120.325.7抗压强度（MPa）天然//7.53饱和//5.1抗剪强度天然ckPa26.0221.0*353.7*φ°20.3631.0*28.88*饱和ckPa22.8218.0*/φ°18.2628.0*/承载力特征值(kPa)190*220*1530M30砂浆与岩体极限粘结强度标准值（kpa）150*170*360*基底摩擦系数0.40*0.45*0.5*水平抗力系数(MN/m3)//80*水平抗力系数的比例系数(MN/m4)60*60*/结构面（滑面）参数天然饱和C（kPa）Φ（°）C（kPa）Φ（°）含碎石粉质粘土（局部软弱夹层）22.1514.8620.0913.32碎石土（岩土接触面）26.0220.3622.8218.26碎石土（土层分界面）23.1015.9220.9414.37备注：表中带“*”数据，均为参照相关规范和结合经验取值块石土经验取值：天然抗剪参数：粘聚力C=21kPa*、内摩角φ=31*饱和抗剪参数：粘聚力C=18kPa*、内摩角φ=28*3滑坡稳定性复核计算3.1计算公式滑坡区潜在滑动面呈折线型，依据《地质灾害防治工程勘查规范》（DB50/T143-2018）第13.2条款推荐的折线型滑动面的传递系数法来评价滑坡体的稳定性及计算滑坡体下滑推力。折线滑动法（传递系数法）计算公式如下（图3-1）。图3-1折线形滑面计算示意图计算公式为：PPψTR式中：Pn——第n条块单位宽度剩余下滑力（kN/m）；Pi、Pi-1——分别为第i条块、第i-1条块的剩余下滑力（kN/m）。当Pi-1<0时，取Pi-1=0；Ti——第i计算条块单位宽度重力及其他外力引起的下滑力（kN/m）；Ri——第i计算条块单位宽度重力及其他外力引起的抗滑力（kN/m）；ψi-1——第i-1计算条块对第i计算条块的传递系数；Fs——滑坡稳定系数；Ci——第i计算条块滑面粘聚力（kPa）；φi——第i计算条块滑面内摩擦角（°）；Li——第i计算条块滑面长度（m）；θi——第i计算条块滑面倾角（°），滑面倾向与滑动方向相同时取正值，滑面倾向与滑动方向相反时取负值；Gi——第i计算条块岩土体自重（kN/m）；Gbi——第i计算条块附加竖向荷载（kN/m）；方向指向下方时取正值，指向上方时取负值；外力方向倾斜时取其竖向分力；Qi——第i计算条块水平荷载（含条块两侧界面水压力合力）（kN/m）；方向指向坡外时取正值，指向坡内时取负值；外力方向倾斜时取其水平分力；i——计算条块号，从后方起编（前后相对位置以滑动方向为参照）；n——条块数量。3.2计算工况及荷载(1)荷载：①自重力：滑体自重。②地面荷载：每层建筑5kPa/m。(2)工况划分：本次设计考虑最不利工况，选取工况2（自重＋地表荷载＋暴雨）作为设计工况。滑坡土层较厚，滑体土碎块石含量较大，透水性较好，局部粉质粘土含量较高形成上层滞水，未形成统一稳定地下水位，不考虑地下水对滑坡稳定性的影响。3.3计算模型和计算过程本次计算的目的，是为滑坡的稳定性评价及防治提供依据，根据勘查结论，王家坡滑坡沿岩土界面整体处于稳定状态，不再进行评价，仅对1#滑坡和2#滑坡进行评价，选取1、2、3剖面对王家坡1#滑坡、2#滑坡整体稳定性和局部稳定性进行分析评价，增加A-A’计算剖面对2#滑坡左侧区域进行稳定性复核。稳定性计算模型及计算过程见附件。3.4稳定性计算结果按照上述公式，对1#滑坡、2#滑坡进行稳定性计算，计算过程详见附件，计算结果见表3.6.1-1、表3.6.1-2。根据计算结果，对滑坡进行稳定性分析评价，滑坡地质灾害防治工程为二级，根据《地质灾害防治工程勘查规范》（DB50/T143-2018）规定，安全系数根据受威胁人数通过内插确定。根据威胁对象分区统计结果，1#滑坡威胁143户293人，2#滑坡威胁13户55人。1#滑坡安全系数取1.17；2#滑坡安全系数取1.11。表3.4-11-1’剖面滑坡稳定性计算成果汇总表滑面区分段稳定系数安全系数稳定性判断剪出口剩余下滑力（KN/m）1#滑坡A-D1.3881.17稳定0B-D1.2961.17稳定0C-D1.3621.17稳定0A-E1.1621.17基本稳定107B-E1.1491.17基本稳定283C-E1.0971.17基本稳定708K-E1.3401.17稳定0A-F1.1381.17基本稳定539B-F1.1231.17基本稳定733C-F1.0721.17基本稳定1145K-F1.2131.17稳定02#滑坡G-I1.4261.11稳定0H-I2.0001.11稳定0G-J1.1211.11稳定0表3.4-22-2’剖面滑坡稳定性计算成果汇总表滑面区分段稳定系数安全系数稳定性判断剪出口剩余下滑力（KN/m）1#滑坡A-B1.2601.70稳定0A-C1.1051.70基本稳定570A-D1.1371.70基本稳定327表3.4-33-3’剖面滑坡稳定性计算成果汇总表滑面区分段稳定系数安全系数稳定性判断剪出口剩余下滑力（KN/m）1#滑坡A-D1.1211.17基本稳定724B-D1.1031.17基本稳定941C-D（上滑面）1.1141.17基本稳定233C-D（下滑面）1.0991.17基本稳定7612#滑坡E-G1.2491.11稳定0F-G1.6901.11稳定0E-H1.1121.11稳定0表3.4-4A-A’剖面滑坡稳定性计算成果汇总表滑面区分段稳定系数安全系数稳定性判断剪出口剩余下滑力（KN/m）2#滑坡A-C1.5951.11稳定0B-C1.7361.11稳定0A-D1.1461.11稳定04抗滑桩支挡结构力设计设桩处支挡结构下滑力为桩后滑体水平分力与桩前滑体抗力或桩前被动土压力的水平分力之差。桩前滑体抗力计算详见第4.1节计算表，桩顶稳定性验算见第4.2节计算表。桩前被动土压力计算公式：Ep=1/2γH2Kp式中：Kp—tan滑坡各剖面设桩处剩余下滑力见表4-1。表4-1各剖面抗滑桩设桩处支挡力计算表剖面分段桩后水平推力（kN/m）桩前滑体抗力（kN/m）被动土压力（kN/m）桩结构计算取值（kN/m）2－2′A-C624914866241－1′C-F1679499134911803－3′B-D134839810669504.1桩前滑体抗力计算1-1剖面C-F段A型桩桩前土计算模型2-2剖面A-C段B型桩桩前土计算模型3-3剖面F-G段C型桩桩前土计算模型4.2桩顶剪出稳定性验算1-1剖面C-F段A型桩越顶计算模型2-2剖面A-C段B型桩越顶土计算模型3-3剖面B-D段C型桩越顶土计算模型5抗滑桩设计5.1计算项目：A型抗滑桩抗滑动桩验算计算项目：1#滑坡原始条件:墙身尺寸:桩总长:24.000(m)嵌入深度:11.500(m)截面形状:方桩桩宽:2.000(m)桩高:2.500(m)桩间距:5.000(m)嵌入段土层数:1桩底支承条件:自由计算方法:M法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)M(MN/m4)被动土压力调整系数120.00021.50030.00270.0060.0001.000初始弹性系数A:0.000(MN/m3)初始弹性系数A1:0.000(MN/m3)桩前滑动土层厚:13.500(m)锚杆（索）参数:锚杆道数:0锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:120(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)场地环境:一般地区墙后填土内摩擦角:35.000(度)墙背与墙后填土摩擦角:17.500(度)墙后填土容重:19.000(kN/m3)横坡角以上填土的土摩阻力(kPa):120.00横坡角以下填土的土摩阻力(kPa):120.00坡线与滑坡推力:坡面线段数:6折线序号水平投影长(m)竖向投影长(m)10.0001.000213.2005.00038.2004.00040.3002.20053.3000.000623.1007.100地面横坡角度:23.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型矩形桩后剩余下滑力水平分力1180.000(kN/m)桩前剩余抗滑力水平分力0.000(kN/m)钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2010)注意：内力计算时，库仑土压力分项(安全)系数=1.350,滑坡推力分项(安全)系数=1.000=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载矩形分布:桩后:上部=472.000(kN/m)下部=472.000(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=12.500(m)(一)桩身内力计算计算方法:m法 背侧——为挡土侧；面侧——为非挡土侧。[锚杆内力标准值][桩内力设计值]背侧最大弯矩=46503.223(kN-m)距离桩顶15.000(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=7948.783(kN)距离桩顶19.500(m)最大位移=88(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-87.52-0.00020.48154.549-226.923-84.54-0.00030.962218.195-453.846-81.56-0.00041.442490.939-680.769-78.58-0.00051.923872.781-907.692-75.60-0.00062.4041363.720-1134.615-72.63-0.00072.8851963.757-1361.538-69.66-0.00083.3652672.892-1588.462-66.69-0.00093.8463491.124-1815.385-63.74-0.000104.3274418.454-2042.308-60.79-0.000114.8085454.881-2269.231-57.86-0.000125.2886600.406-2496.154-54.94-0.000135.7697855.030-2723.077-52.05-0.000146.2509218.750-2950.000-49.17-0.000156.73110691.568-3176.923-46.32-0.000167.21212273.483-3403.846-43.51-0.000177.69213964.496-3630.769-40.73-0.000188.17315764.607-3857.692-37.99-0.000198.65417673.814-4084.615-35.30-0.000209.13519692.121-4311.538-32.66-0.000219.61521819.525-4538.461-30.08-0.0002210.09624056.025-4765.384-27.57-0.0002310.57726401.625-4992.308-25.13-0.0002411.05828856.320-5219.230-22.76-0.0002511.53831420.119-5446.154-20.48-0.0002612.01934093.012-5673.077-18.29-0.0002712.50036875.000-5900.000-16.20-0.0002813.00039825.000-5581.644-14.15-424.4762913.50042456.645-4713.297-12.22-733.3203014.00044538.297-3459.256-10.43-938.7343114.50045915.898-1964.925-8.78-1053.7083215.00046503.223-355.876-7.28-1091.6903315.50046271.7771262.543-5.92-1066.2023416.00045240.6802805.026-4.72-990.4423516.50043466.7504205.545-3.65-876.9163617.00041035.1335416.054-2.73-737.0963717.50038050.6956404.739-1.94-581.1513818.00034630.3957153.908-1.27-417.7423918.50030896.7877657.632-0.71-253.8904019.00026972.7647919.239-0.24-94.9194119.50022977.5497948.7830.1355.5284220.00019023.9807760.5770.43195.4134320.50015216.9727370.8960.68324.1624421.00011653.0846795.9170.87442.4764521.5008421.0556049.9891.02552.0944622.0005603.0955144.2841.15655.5144722.5003276.7714085.8921.26755.6764823.0001517.2032877.4291.36855.6074923.500399.3411517.2031.45958.0285024.0000.000399.3411.541064.909(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)1-0.000100001000038120.481100001000038130.962100001000038141.442100001000038151.923100001000038162.404100001000038172.885100001000038183.365100001000038193.8461000010000381104.3271000010000381114.8081000010000381125.2881000010000381135.7691000010000381146.2501000011268381156.7311000013007381167.2121000014892381177.6921000016930381188.1731000019124381198.6541000021480381209.1351000024006381219.61510000267093812210.09610000295963812310.57710000326783812411.05810000359663812511.53810000394733812612.01910000432123812712.50010000472023812813.00010000515513812913.50010000555413813014.00010000587783813114.50010000609623813215.00010000619043813315.50010000615323813416.00010000598873813516.50010000571033813617.00010000533723813717.50010000489203833818.00010000439755583918.50010000387516754019.00010000334387364119.50010000281987434220.00010000231666994320.50010000184536084421.00010000141504744521.50010000103333814622.00010000100003814722.50010000100003814823.00010000100003814923.50010000100003815024.0001000010000381=====================================================================第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为12.500(m)处的库仑主动土压力第1破裂角：67.000(度)Ea=813.774Ex=776.110Ey=244.707(kN)作用点高度Zy=4.960(m)(一)桩身内力计算计算方法:m法 背侧——为挡土侧；面侧——为非挡土侧。[锚杆内力标准值][桩内力设计值]背侧最大弯矩=34139.332(kN-m)距离桩顶15.500(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=5972.024(kN)距离桩顶19.500(m)最大位移=63(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-63.02-0.00020.48116.589-70.717-60.95-0.00030.96269.639-151.682-58.88-0.00041.442164.079-242.894-56.81-0.00051.923304.833-344.354-54.74-0.00062.404496.831-456.062-52.68-0.00072.885744.997-578.018-50.61-0.00083.3651054.259-710.221-48.55-0.00093.8461429.544-852.672-46.49-0.000104.3271875.778-1005.371-44.43-0.000114.8082397.889-1168.318-42.38-0.000125.2883000.803-1341.512-40.34-0.000135.7693689.447-1524.954-38.31-0.000146.2504468.748-1718.644-36.28-0.000156.7315343.632-1922.582-34.27-0.000167.2126319.026-2136.767-32.28-0.000177.6927399.858-2361.200-30.30-0.000188.1738591.054-2595.881-28.35-0.000198.6549897.540-2840.810-26.42-0.000209.13511324.243-3095.986-24.52-0.000219.61512876.092-3361.411-22.66-0.0002210.09614558.011-3637.083-20.83-0.0002310.57716374.928-3923.002-19.05-0.0002411.05818331.770-4219.169-17.31-0.0002511.53820433.467-4525.585-15.63-0.0002612.01922684.939-4842.248-14.01-0.0002712.50025091.117-5169.159-12.46-0.0002813.00027675.697-4923.422-10.92-327.6502913.50030014.539-4251.381-9.47-568.4043014.00031927.078-3276.911-8.12-730.8883114.50033291.449-2110.406-6.87-824.4523215.00034037.484-847.883-5.73-858.9123315.50034139.332429.493-4.69-844.2563416.00033607.9921655.428-3.76-790.3243516.50032483.9062778.057-2.94-706.5153617.00030829.9343759.082-2.23-601.5183717.50028724.8244572.536-1.61-483.0873818.00026257.3985203.256-1.08-357.8733918.50023521.5685645.141-0.64-231.3064019.00020612.2585899.277-0.28-107.5424119.50017622.2915972.0240.0310.5444220.00014640.2335873.1390.27121.3044320.50011749.1525613.9960.47224.2204421.0009026.2375206.0040.63319.7694521.5006543.1494659.2430.76409.2454622.0004366.9943981.4010.87494.5444722.5002561.7483177.0490.96577.9264823.0001189.9462247.3051.05661.7324923.500314.4431189.9461.13748.0815024.0000.000314.4431.22838.513(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)1-0.000100001000038120.481100001000038130.962100001000038141.442100001000038151.923100001000038162.404100001000038172.885100001000038183.365100001000038193.8461000010000381104.3271000010000381114.8081000010000381125.2881000010000381135.7691000010000381146.2501000010000381156.7311000010000381167.2121000010000381177.6921000010000381188.1731000010532381198.6541000012067381209.1351000013758381219.61510000156163812210.09610000176503812310.57710000198743812411.05810000223003812511.53810000249433812612.01910000278203812712.50010000309493812813.00010000343773812913.50010000375413813014.00010000401753813114.50010000420813813215.00010000431343813315.50010000432783813416.00010000425273813516.50010000409503813617.00010000386593813717.50010000357893813818.00010000324873813918.50010000289023814019.00010000251703814119.50010000214163814220.00010000177503814320.50010000142653814421.00010000110423814521.50010000100003814622.00010000100003814722.50010000100003814823.00010000100003814923.50010000100003815024.0001000010000381

5.2计算项目：B型抗滑桩抗滑动桩验算计算项目：2-2上段原始条件:墙身尺寸:桩总长:17.000(m)嵌入深度:8.200(m)截面形状:方桩桩宽:1.500(m)桩高:1.800(m)桩间距:5.000(m)嵌入段土层数:1桩底支承条件:自由计算方法:M法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)M(MN/m4)被动土压力调整系数120.00020.10020.00130.0060.0001.000初始弹性系数A:50.000(MN/m3)初始弹性系数A1:50.000(MN/m3)桩前滑动土层厚:9.800(m)锚杆（索）参数:锚杆道数:0锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:120(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)场地环境:一般地区墙后填土内摩擦角:35.000(度)墙背与墙后填土摩擦角:17.500(度)墙后填土容重:20.000(kN/m3)横坡角以上填土的土摩阻力(kPa):120.00横坡角以下填土的土摩阻力(kPa):120.00坡线与滑坡推力:坡面线段数:6折线序号水平投影长(m)竖向投影长(m)10.0001.000210.4005.60034.6000.60041.8003.10056.5001.900620.00010.000地面横坡角度:23.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型矩形桩后剩余下滑力水平分力623.000(kN/m)桩前剩余抗滑力水平分力0.000(kN/m)钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2010)注意：内力计算时，库仑土压力分项(安全)系数=1.350,滑坡推力分项(安全)系数=1.000=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载矩形分布:桩后:上部=353.977(kN/m)下部=353.977(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=8.800(m)(一)桩身内力计算计算方法:m法 背侧——为挡土侧；面侧——为非挡土侧。[锚杆内力标准值][桩内力设计值]背侧最大弯矩=16388.033(kN-m)距离桩顶10.508(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=3754.483(kN)距离桩顶13.583(m)最大位移=58(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-58.38-0.00020.35221.930-124.600-56.34-0.00030.70487.718-249.200-54.29-0.00041.056197.366-373.800-52.24-0.00051.408350.874-498.400-50.19-0.00061.760548.240-623.000-48.14-0.00072.112789.466-747.600-46.10-0.00082.4641074.550-872.200-44.06-0.00092.8161403.494-996.800-42.03-0.000103.1681776.298-1121.400-40.01-0.000113.5202192.960-1246.000-37.99-0.000123.8722653.482-1370.600-35.99-0.000134.2243157.863-1495.200-34.01-0.000144.5763706.103-1619.800-32.04-0.000154.9284298.202-1744.400-30.09-0.000165.2804934.160-1869.000-28.17-0.000175.6325613.978-1993.600-26.27-0.000185.9846337.655-2118.200-24.41-0.000196.3367105.190-2242.800-22.58-0.000206.6887916.585-2367.400-20.80-0.000217.0408771.840-2492.000-19.05-0.000227.3929670.954-2616.600-17.36-0.000237.74410613.927-2741.200-15.72-0.000248.09611600.758-2865.800-14.15-0.000258.44812631.450-2990.400-12.63-0.000268.80013706.001-3115.000-11.19-275.685279.14214688.619-2578.765-9.87-695.868289.48315468.156-1946.364-8.63-784.876299.82516018.635-1255.822-7.46-832.0033010.16716326.301-540.583-6.38-842.7013110.50816388.033170.582-5.39-822.4653210.85016209.736853.558-4.49-776.6993311.19215804.7701488.753-3.67-710.5873411.53315192.4222060.860-2.94-628.9803511.87514396.5152558.529-2.29-536.2933612.21713444.0942973.960-1.71-436.4253712.55812364.3093302.442-1.21-332.7023812.90011187.4253541.835-0.77-227.8303913.2429944.0553692.047-0.39-123.8854013.5838664.5253754.483-0.07-22.3064113.9257378.4913731.5200.2176.0744214.2676114.6573625.9990.45170.9994314.6084900.7253440.7640.66262.7224414.9503763.4693178.2520.84351.9394515.2922728.9192840.1591.00439.6944615.6331822.6932427.1821.15527.2774715.9751070.3451938.8651.28616.0984816.317497.8001373.5571.41707.5504916.658131.749728.4901.54802.8535017.0000.000192.8031.67902.879(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)1-0.0005400540028620.3525400540028630.7045400540028641.0565400540028651.4085400540028661.7605400540028672.1125400540028682.4645400540028692.81654005400286103.16854005400286113.52054005400286123.87254005400286134.22454005607286144.57654006520286154.92854007515286165.28054008595286175.63254009763286185.984540011023286196.336540012377286206.688540013830286217.040540015388286227.392540017055286237.744540018837286248.096540020743286258.448540022780286268.800540024959286279.142540027004286289.483540028665286299.8255400298602863010.1675400305362863110.5085400306732863210.8505400302792863311.1925400293942863411.5335400280732863511.8755400263902863612.2175400244222863712.5585400222472863812.9005400199393373913.2425400175673874013.5835400151914074113.9255400128644004214.2675400106333654314.608540085383044414.950540066162864515.292540054002864615.633540054002864715.975540054002864816.317540054002864916.658540054002865017.00054005400286=====================================================================第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为8.800(m)处的库仑主动土压力第1破裂角：37.279(度)Ea=373.003Ex=355.740Ey=112.164(kN)作用点高度Zy=3.296(m)(一)桩身内力计算计算方法:m法 背侧——为挡土侧；面侧——为非挡土侧。[锚杆内力标准值][桩内力设计值]背侧最大弯矩=9996.377(kN-m)距离桩顶10.508(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=2375.899(kN)距离桩顶8.800(m)最大位移=35(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-35.19-0.00020.3