项目基坑及边坡支护设计计算书

项目基坑及边坡支护设计计算书一、临时基坑计算书南侧MN、PQ段临时基坑计算书----------------------------------------------------------------------验算项目:----------------------------------------------------------------------[验算简图]----------------------------------------------------------------------[验算条件]----------------------------------------------------------------------[基本参数]所依据的规程或方法：《建筑基坑支护技术规程》JGJ120-2012支护结构重要性系数：1.100基坑深度：5.100(m)基坑内地下水深度：6.000(m)基坑外地下水深度：6.000(m)[坡线参数]坡线段数1序号水平投影(m)竖向投影(m)倾角(°)13.8255.10053.1[土层参数]土层层数5层号土类名称层厚重度浮重度粘聚力内摩擦角与锚固体摩阻力与土钉摩阻力水土极限承载力(m)(kN/m^3)(kN/m^3)(kPa)(度)(kPa)(kPa)标准值(kPa)1素填土0.00018.5---8.012.015.015.0---120.02粘性土0.00019.5---31.514.960.060.0---120.03卵石4.80021.0---3.035.0120.0120.0---120.04中砂0.00019.6---0.022.060.060.0---120.05卵石5.30021.511.54.040.0130.0130.0分算120.0[坑内土不加固][超载参数]超载数1序号超载类型超载值(kPa,kN/m)作用深度(m)作用宽度(m)距坑边距(m)形式长度(m)1局部均布15.0000.0005.0005.000条形注：距坑边距--荷载起点到基坑底部的水平距离。[土钉参数]土钉道数3 土钉材料钢筋序号水平间距(m)竖向间距(m)入射角度(度)钻孔直径(mm)长度(m)配筋11.5001.30015.01103.0001E1821.5001.30015.01103.0001E1831.5001.30015.01103.0001E18钢筋类型对应关系：d-HPB300,D-HRB335,E-HRB400,F-RRB400,G-HRB500,Q-HRBF400,R-HRBF500[花管参数]基坑内侧花管排数0基坑外侧花管排数0[锚杆参数]锚杆道数0[抗拔承载力计算条件]轴向拉力标准值计算中土压力取法：分布力抗拔承载力计算锚杆是否分担土压力：否施工期局部抗拉安全系数折减：1.000土钉荷载分项系数：1.250土钉抗拔安全系数：1.600土钉墙底面支锚轴向拉力经验系数ηb：1.000[整体稳定计算条件]整体稳定计算方法:瑞典条分法考虑地下水作用的计算方法：总应力法条分法中的土条宽度：1.000(m)基坑底面以下的截止计算深度：0.000(m)基坑底面以下滑裂面搜索步长：1.000(m)搜索最不利滑裂面是否考虑加筋：是施工期整体稳定安全系数折减：1.000整体滑动稳定安全系数：1.300------------------------------------------------------------------[验算结果]------------------------------------------------------------------[抗拔承载力验算结果]工况开挖深度破裂角支锚号支锚长度抗拔承载力标准值抗拉承载力标准值min(Rkj,fykAs)轴向拉力标准值抗拔(m)(度)(m) Rkj(kN)fykAs(kN)(kN)Nkj(kN)安全系数11.80044.1023.10044.11土钉3.000107.268101.788101.7884.79321.23734.40044.11土钉3.00094.890101.78894.8901.44565.6892土钉3.000107.268101.788101.7889.48010.73745.10044.21土钉3.00088.862101.78888.8621.41262.9432土钉3.000101.022101.788101.0223.84026.3103土钉3.000113.182101.788101.7889.41010.817[受拉承载力验算结果]工况开挖深度破裂角支锚号支锚长度轴向拉力设计值抗拉承载力设计值抗拉(m)(度)(m) Nj(kN)fyAs(kN) 满足系数11.80044.1023.10044.11土钉3.0006.59091.60913.90034.40044.11土钉3.0001.98691.60946.1222土钉3.00013.03591.6097.02845.10044.21土钉3.0001.94191.60947.1922土钉3.0005.28091.60917.3513土钉3.00012.93891.6097.080[整体稳定验算结果]工况号安全系数圆心坐标x(m)圆心坐标y(m)半径(m)11.4021.4686.4303.28821.5931.8926.9504.96531.3391.1606.1265.46341.372-0.0337.3997.399[喷射混凝土面层计算][计算参数]厚度：100(mm)混凝土强度等级:C30配筋计算as:15(mm)水平配筋:d8@150竖向配筋:d8@150荷载分项系数:1.200[计算结果]编号深度范围荷载值(kPa)轴向M(kN.m)As(mm^2)实配As(mm^2)10.00-1.301.5x0.088238.3(构造)335.1y0.123238.3(构造)335.121.30-2.609.6x0.569238.3(构造)335.1y0.791238.3(构造)335.132.60-3.9018.4x1.096238.3(构造)335.1y1.525238.3(构造)335.143.90-5.1025.6x1.232238.3(构造)335.1y2.065238.3(构造)335.1[抗隆起验算]1)从支护底部开始，逐层验算抗隆起稳定性，结果如下： 支护底部，验算抗隆起： Ks=(21.500×0.000×64.195+4.000×75.313)/((53.625×3.825+118.794×5.100)/(3.825+5.100))=3.315 Ks=3.315≥1.600，抗隆起稳定性满足。 [抗承压水(突涌)验算]K=Dγ/hwγwK=2.000*21.500/30.000=1.433>=Kh=1.10基坑底部土抗承压水头稳定!式中:γ---承压水含水层顶面至坑底的土层天然重度(kN/m3);D---承压水含水层顶面至坑底的土层厚度(m);γw---水的重度(kN/m3);hw---承压水含水层顶面的压力水头高度(m);Kh---突涌稳定安全系数，当前取值1.10，规范要求不应小于1.100;K---突涌稳定安全系数计算值。[土钉计算结束]南侧FM、NP、QR、JK段临时基坑计算----------------------------------------------------------------------[支护方案]----------------------------------------------------------------------天然放坡支护----------------------------------------------------------------------[基本信息]----------------------------------------------------------------------规范与规程《建筑基坑支护技术规程》JGJ120-2012支护结构安全等级一级支护结构重要性系数γ01.10基坑深度h(m)5.100放坡级数1超载个数1----------------------------------------------------------------------[放坡信息]----------------------------------------------------------------------坡号台宽(m)坡高(m)坡度系数10.0005.1001.200----------------------------------------------------------------------[超载信息]----------------------------------------------------------------------超载类型超载值作用深度作用宽度距坑边距形式长度序号(kPa,kN/m)(m)(m)(m)(m)115.0000.0003.0007.000条形-------------------------------------------------------------------------[土层信息]----------------------------------------------------------------------土层数5坑内加固土否内侧降水最终深度(m)6.000外侧水位深度(m)6.000----------------------------------------------------------------------[土层参数]----------------------------------------------------------------------层号土类名称层厚重度浮重度黏聚力内摩擦角(m)(kN/m3)(kN/m3)(kPa)(度)1素填土0.0018.5---8.0012.002粘性土0.0019.5---31.4914.853卵石0.2021.0---2.0035.004中砂0.0019.6---0.0022.005卵石7.8021.511.53.0040.00层号与锚固体摩黏聚力内摩擦角水土擦阻力(kPa)水下(kPa)水下(度)115.0---------260.0---------3120.0---------460.0---------5130.03.0040.00分算----------------------------------------------------------------------[设计结果]--------------------------------------------------------------------------------------------------------------------------------------------[整体稳定验算]----------------------------------------------------------------------天然放坡计算条件:计算方法：瑞典条分法应力状态：有效应力法稳定计算合算地层考虑孔隙水压力:否基坑底面以下的截止计算深度:0.00m基坑底面以下滑裂面搜索步长:5.00m条分法中的土条宽度:1.00m整体稳定安全系数:1.20天然放坡计算结果:道号整体稳定安全半径圆心坐标圆心坐标是否系数计算值R(m)Xc(m)Yc(m)满足11.4429.988-1.8009.824满足西侧FG段基坑计算书----------------------------------------------------------------------[支护方案]----------------------------------------------------------------------天然放坡支护----------------------------------------------------------------------[基本信息]----------------------------------------------------------------------规范与规程《建筑基坑支护技术规程》JGJ120-2012支护结构安全等级一级支护结构重要性系数γ01.10基坑深度h(m)5.100放坡级数1超载个数2----------------------------------------------------------------------[放坡信息]----------------------------------------------------------------------坡号台宽(m)坡高(m)坡度系数10.0005.1001.200----------------------------------------------------------------------[超载信息]----------------------------------------------------------------------超载类型超载值作用深度作用宽度距坑边距形式长度序号(kPa,kN/m)(m)(m)(m)(m)115.000---------------210.0000.00014.0008.000条形-------------------------------------------------------------------------[土层信息]----------------------------------------------------------------------土层数5坑内加固土否内侧降水最终深度(m)6.000外侧水位深度(m)6.000----------------------------------------------------------------------[土层参数]----------------------------------------------------------------------层号土类名称层厚重度浮重度黏聚力内摩擦角(m)(kN/m3)(kN/m3)(kPa)(度)1素填土0.0018.5---8.0012.002粘性土1.7019.5---31.4914.853卵石3.4021.0---2.0035.004中砂0.0019.6---0.0022.005卵石4.2021.511.53.0040.00层号与锚固体摩黏聚力内摩擦角水土擦阻力(kPa)水下(kPa)水下(度)115.0---------260.0---------3120.0---------460.0---------5130.03.0040.00分算----------------------------------------------------------------------[设计结果]--------------------------------------------------------------------------------------------------------------------------------------------[整体稳定验算]----------------------------------------------------------------------天然放坡计算条件:计算方法：瑞典条分法应力状态：有效应力法稳定计算合算地层考虑孔隙水压力:否基坑底面以下的截止计算深度:0.00m基坑底面以下滑裂面搜索步长:5.00m条分法中的土条宽度:1.00m整体稳定安全系数:1.20天然放坡计算结果:道号整体稳定安全半径圆心坐标圆心坐标是否系数计算值R(m)Xc(m)Yc(m)满足12.8923.9975.6147.090满足21.3234.773-0.5614.740满足西侧GA段基坑计算书----------------------------------------------------------------------[支护方案]----------------------------------------------------------------------天然放坡支护----------------------------------------------------------------------[基本信息]----------------------------------------------------------------------规范与规程《建筑基坑支护技术规程》JGJ120-2012支护结构安全等级一级支护结构重要性系数γ01.10基坑深度h(m)5.100放坡级数1超载个数2----------------------------------------------------------------------[放坡信息]----------------------------------------------------------------------坡号台宽(m)坡高(m)坡度系数10.0005.1001.200----------------------------------------------------------------------[超载信息]----------------------------------------------------------------------超载类型超载值作用深度作用宽度距坑边距形式长度序号(kPa,kN/m)(m)(m)(m)(m)115.000---------------210.0000.00014.0008.000条形-------------------------------------------------------------------------[土层信息]----------------------------------------------------------------------土层数5坑内加固土否内侧降水最终深度(m)6.000外侧水位深度(m)6.000----------------------------------------------------------------------[土层参数]----------------------------------------------------------------------层号土类名称层厚重度浮重度黏聚力内摩擦角(m)(kN/m3)(kN/m3)(kPa)(度)1素填土0.0018.5---8.0012.002粘性土2.4019.5---31.4914.853卵石6.0021.011.02.0035.004中砂0.4019.69.6------5卵石5.8021.511.5------层号与锚固体摩黏聚力内摩擦角水土擦阻力(kPa)水下(kPa)水下(度)115.0---------260.0---------3120.02.0035.00分算460.00.0022.00分算5130.03.0040.00分算----------------------------------------------------------------------[设计结果]--------------------------------------------------------------------------------------------------------------------------------------------[整体稳定验算]----------------------------------------------------------------------天然放坡计算条件:计算方法：瑞典条分法应力状态：有效应力法稳定计算合算地层考虑孔隙水压力:否基坑底面以下的截止计算深度:0.00m基坑底面以下滑裂面搜索步长:5.00m条分法中的土条宽度:1.00m整体稳定安全系数:1.20天然放坡计算结果:道号整体稳定安全半径圆心坐标圆心坐标是否系数计算值R(m)Xc(m)Yc(m)满足12.5085.1424.7547.614满足21.4453.579-0.4213.555满足负一负二层界面DH段基坑计算书----------------------------------------------------------------------[支护方案]----------------------------------------------------------------------天然放坡支护----------------------------------------------------------------------[基本信息]----------------------------------------------------------------------规范与规程《建筑基坑支护技术规程》JGJ120-2012支护结构安全等级一级支护结构重要性系数γ01.10基坑深度h(m)3.400放坡级数1超载个数1----------------------------------------------------------------------[放坡信息]----------------------------------------------------------------------坡号台宽(m)坡高(m)坡度系数10.0003.4001.200----------------------------------------------------------------------[超载信息]----------------------------------------------------------------------超载类型超载值作用深度作用宽度距坑边距形式长度序号(kPa,kN/m)(m)(m)(m)(m)115.0000.00010.0005.000条形-------------------------------------------------------------------------[土层信息]----------------------------------------------------------------------土层数4坑内加固土否内侧降水最终深度(m)4.000外侧水位深度(m)4.000----------------------------------------------------------------------[土层参数]----------------------------------------------------------------------层号土类名称层厚重度浮重度黏聚力内摩擦角(m)(kN/m3)(kN/m3)(kPa)(度)1素填土0.0018.5---8.0012.002粘性土0.0019.5---31.4914.853卵石3.6021.0---2.0035.004卵石5.2021.511.53.0040.00层号与锚固体摩黏聚力内摩擦角水土擦阻力(kPa)水下(kPa)水下(度)115.0---------260.0---------3120.0---------4130.03.0040.00分算----------------------------------------------------------------------[设计结果]--------------------------------------------------------------------------------------------------------------------------------------------[整体稳定验算]----------------------------------------------------------------------天然放坡计算条件:计算方法：瑞典条分法应力状态：有效应力法稳定计算合算地层考虑孔隙水压力:否基坑底面以下的截止计算深度:0.00m基坑底面以下滑裂面搜索步长:5.00m条分法中的土条宽度:1.00m整体稳定安全系数:1.20天然放坡计算结果:道号整体稳定安全半径圆心坐标圆心坐标是否系数计算值R(m)Xc(m)Yc(m)满足11.2907.625-1.4367.488满足负一负二层交界面HK段基坑计算书---------------------------------------------------------------------[支护方案]----------------------------------------------------------------------天然放坡支护----------------------------------------------------------------------[基本信息]----------------------------------------------------------------------规范与规程《建筑基坑支护技术规程》JGJ120-2012支护结构安全等级一级支护结构重要性系数γ01.10基坑深度h(m)3.800放坡级数1超载个数1----------------------------------------------------------------------[放坡信息]----------------------------------------------------------------------坡号台宽(m)坡高(m)坡度系数10.0003.8001.500----------------------------------------------------------------------[超载信息]----------------------------------------------------------------------超载类型超载值作用深度作用宽度距坑边距形式长度序号(kPa,kN/m)(m)(m)(m)(m)115.0000.00010.0007.000条形-------------------------------------------------------------------------[土层信息]----------------------------------------------------------------------土层数4坑内加固土否内侧降水最终深度(m)5.000外侧水位深度(m)5.000----------------------------------------------------------------------[土层参数]----------------------------------------------------------------------层号土类名称层厚重度浮重度黏聚力内摩擦角(m)(kN/m3)(kN/m3)(kPa)(度)1素填土2.4018.5---8.0012.002粘性土4.9019.58.031.4914.853卵石5.2021.011.0------4卵石6.9021.511.5------层号与锚固体摩黏聚力内摩擦角水土擦阻力(kPa)水下(kPa)水下(度)115.0---------260.031.4914.85分算3120.02.0035.00分算4130.03.0040.00分算----------------------------------------------------------------------[设计结果]--------------------------------------------------------------------------------------------------------------------------------------------[整体稳定验算]----------------------------------------------------------------------天然放坡计算条件:计算方法：瑞典条分法应力状态：有效应力法稳定计算合算地层考虑孔隙水压力:否基坑底面以下的截止计算深度:0.00m基坑底面以下滑裂面搜索步长:5.00m条分法中的土条宽度:1.00m整体稳定安全系数:1.20天然放坡计算结果:道号整体稳定安全半径圆心坐标圆心坐标是否系数计算值R(m)Xc(m)Yc(m)满足11.61911.6062.03213.005满足22.5028.5361.7778.349满足二、边坡工程计算书1-1剖面~15-15剖面稳定性和剩余下滑力计算1-1剖面------------------------------------------------------------------------计算项目：1-1一般工况------------------------------------------------------------------------[计算简图][控制参数]:采用规范: 通用方法计算目标: 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5坡面线号水平投影(m)竖直投影(m)超载数112.6110.000020.0001.893030.00010.697040.0000.9120521.4930.0001超载1距离2.000(m)宽10.000(m)荷载(15.00--15.00kPa)270.00(度)[土层信息]坡面节点数6编号X(m)Y(m)00.0000.000-112.6110.000-212.6111.893-312.61112.590-412.61113.502-534.10413.502附加节点数29编号X(m)Y(m)10.000-0.75327.051-1.801310.975-2.214413.316-2.457515.828-2.743617.872-3.011719.967-3.315822.357-3.646924.351-3.8691026.217-4.0011127.313-4.0311234.104-4.0011334.104-1.5311427.314-1.5311525.286-1.3851623.023-0.9941720.275-0.2931817.9300.4061915.3821.1682013.0781.792210.000-6.1962234.104-7.6162334.10411.9692427.31411.9692524.46512.0242619.83812.2402715.53612.465280.000-16.8972934.104-16.897不同土性区域数5区号重度饱和重度粘结强度孔隙水压节点(kN/m3)(kN/m3)(kpa)力系数编号121.000---120.000---(1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,-2,-1,0,)221.500---200.000---(2,1,21,22,12,11,10,9,8,7,6,5,4,3,)319.500---60.000---(-2,20,19,18,17,16,15,14,13,23,24,25,26,27,-3,)418.500---20.000---(24,23,-5,-4,-3,27,26,25,)522.500---240.000---(28,29,22,21,)区号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)12.00032.000------23.00035.000------331.49014.850------48.00012.000------54.00038.000------区号十字板τ强度增十字板τ水强度增长系(kPa)长系数下值(kPa)数水下值1------------2------------3------------4------------5------------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:13.000(m)圆弧入口终点x坐标:25.000(m)圆弧出口起点x坐标:0.000(m)圆弧出口终点x坐标:12.500(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=(7.866,13.272)(m)滑动半径=14.136(m)滑动安全系数=0.948起始x终止xαliCiΦi条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力mθi超载竖向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)--------------------------------------------------------------------------------------------------------------------3.0003.961-18.0851.0112.00032.003.170.000.000.000.000.00-0.985.230.746050.000.003.9614.922-14.0270.9912.00032.008.760.000.000.000.000.00-2.129.120.810460.000.004.9225.883-10.0410.9762.00032.0012.900.000.000.000.000.00-2.2511.480.869800.000.005.8836.844-6.1030.9672.00032.0015.650.000.000.000.000.00-1.6612.660.924270.000.006.8447.805-2.1950.9622.00032.0017.060.000.000.000.000.00-0.6512.920.974030.000.007.8058.7661.7040.9622.00032.0017.140.000.000.000.000.000.5112.401.019150.000.008.7669.7285.6100.9662.00032.0015.900.000.000.000.000.001.5511.191.059630.000.009.72810.6899.5430.9752.00032.0013.320.000.000.000.000.002.219.351.095410.000.0010.68911.65013.5220.9892.00032.009.360.000.000.000.000.002.196.901.126360.000.0011.65012.61117.5691.0082.00032.003.950.000.000.000.000.001.193.811.152260.000.0012.61113.65421.8921.1252.00032.00272.730.000.000.000.000.00101.69146.991.173590.000.0013.65414.69826.5361.1672.00032.00262.110.000.000.00-0.001.30117.68140.181.189050.000.0014.69815.74131.3781.22316.54723.54249.310.000.000.00-0.0015.65137.96121.411.092960.000.0015.74116.78536.4871.29831.49014.85234.570.000.000.00-0.0015.65148.79102.240.970260.000.0016.78517.82841.9631.40431.49014.85217.110.000.000.00-0.0015.65155.64101.630.930530.000.0017.82818.87247.9681.55931.49014.85195.730.000.000.00-0.0015.65157.01101.350.877230.000.0018.87219.91554.7991.81131.49014.85169.000.000.000.00-0.0015.65150.89101.650.804920.000.0019.91520.95863.1592.31431.49014.85132.770.000.000.00-0.0015.65132.43103.010.701000.000.0020.95822.00278.9245.46526.62514.2666.690.000.000.00-0.0015.6580.81107.020.455130.000.00总的下滑力=1182.881(kN)总的抗滑力=1122.388(kN)土体部分下滑力=1182.881(kN)土体部分抗滑力=1122.388(kN)（注意：土体部分抗滑力=土体底部抗滑力+土体竖向抗滑力）土体底部抗滑力=1120.548(kN)土体竖向抗滑力=1.840(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)============================================================================软件版本:理正岩土6.5PB4------------------------------------------------------------------------计算项目：1-1剩余下滑力------------------------------------------------------------------------[计算简图][控制参数]:采用规范: 通用方法计算目标: 剩余下滑力计算不考虑地震[坡面信息]坡面线段数5坡面线号水平投影(m)竖直投影(m)超载数112.6110.000020.0001.893030.00010.697040.0000.9120521.4930.0001超载1距离2.000(m)宽10.000(m)荷载(15.00--15.00kPa)270.00(度)[土层信息]坡面节点数6编号X(m)Y(m)00.0000.000-112.6110.000-212.6111.893-312.61112.590-412.61113.502-534.10413.502附加节点数29编号X(m)Y(m)10.000-0.75327.051-1.801310.975-2.214413.316-2.457515.828-2.743617.872-3.011719.967-3.315822.357-3.646924.351-3.8691026.217-4.0011127.313-4.0311234.104-4.0011334.104-1.5311427.314-1.5311525.286-1.3851623.023-0.9941720.275-0.2931817.9300.4061915.3821.1682013.0781.792210.000-6.1962234.104-7.6162334.10411.9692427.31411.9692524.46512.0242619.83812.2402715.53612.465280.000-16.8972934.104-16.897不同土性区域数5区号重度饱和重度粘结强度孔隙水压节点(kN/m3)(kN/m3)(kpa)力系数编号121.000---120.000---(1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,-2,-1,0,)221.500---200.000---(2,1,21,22,12,11,10,9,8,7,6,5,4,3,)319.500---60.000---(-2,20,19,18,17,16,15,14,13,23,24,25,26,27,-3,)418.000---20.000---(24,23,-5,-4,-3,27,26,25,)522.500---240.000---(28,29,22,21,)区号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)12.00032.000------23.00035.000------331.49014.850------48.00012.000------54.00038.000------区号十字板τ强度增十字板τ水强度增长系(kPa)长系数下值(kPa)数水下值1------------2------------3------------4------------5------------不考虑水的作用[滑面信息]滑面线段数10滑面线起始点坐标:(3.000,0.000)滑动面线号水平投影(m)竖直投影(m)矢高(m)粘聚力(kPa)内摩擦角(度)粘聚力1(kPa)内摩擦角1(度)11.900-0.5490.000----------------21.900-0.2740.000----------------31.900-0.0160.000----------------41.9000.2420.000----------------51.9000.5140.000----------------61.9000.8200.000----------------71.9001.1910.000----------------81.9001.7000.000----------------91.9002.5650.000----------------101.9007.0790.000----------------[计算条件]剩余下滑力计算目标:计算剩余下滑力安全系数的使用方法:扩大自重下滑力(KT模型)剩余下滑力计算时的安全系数:1.350------------------------------------------------------------------------计算结果:------------------------------------------------------------------------[计算结果图]**********************************************第1块滑体(直线滑动面)*********************************************本块始点X=21.702末点X=22.002上块传递推力=0.000(kN)推力角度=0.000(度)本块滑面粘聚力=8.000(kPa)滑面摩擦角=12.000(度)本块总重(包括水)=4.268(kN)本块总附加力Px=-0.000(kN)Py=4.505(kN)本块筋带在滑面切向力Pt=0.000(kN)本块渗透水压力=0.000(kN)本块水浮力=0.000(kN)本块水平地震力=0.000(kN)本块竖向地震力=0.000(kN)有效的滑动面长度=1.158(m)下滑力=11.438(kN)滑床反力R=2.274(kN)滑面抗滑力=0.483(kN)粘聚力抗滑力=9.267(kN)本块剩余下滑力=1.688(kN)本块下滑力角度=74.974(度)_____________________________________________本块始点X=20.102末点X=21.702上块传递推力=1.688(kN)推力角度=74.974(度