北部新区响水片区安置区基础设施工程计算书

北部新区响水片区安置区基础设施工程计算书【全一册】目录1工程概况 工程概况北部新区位于开州城区汉丰湖北侧，东部和南部以东河和南河为界，北部和西部为自然山体，东西长约12公里，南北长约0.5-2公里，是开州汉丰主城区北部门户，未来开州区城重要城市发展区域，旅游服务中心。北部新区响水片区安置区基础设施工程共包含场平约73405㎡、市政道路783.617m（含2×25m预应力混凝土桥一座）等。横一路设计起点K0+000与现状开云路相交，横一路设计终点K0+395.104，道路全长395.104m。道路全线为城市次干路，双向四车道，标准路幅宽度为20m，设计速度30km/h。纵一路设计起点K0+000与横一路相交，纵一路设计终点K0+388.513与开云路相交，道路全长388.513m。道路全线为城市次干路，双向四车道，标准路幅宽度为18m，设计速度30km/h。建设内容含平场工程、新建市政道路、完善地下排水管网、安置小区硬化、绿化等。设计依据1) 《建筑边坡工程技术规范》（GB50330-2013）；2) 《建筑抗震设计规范》（GB50011-2010）2016版；3) 《混凝土结构设计规范》（GB50010-2010）2015版；4) 《建筑结构荷载规范》（GB50009-2012）；5) 《建筑地基基础设计规范》（GB50007-2011）；6) 2002年国家工程建设技术标准强制性条文；7) 国家及部（委）发布的其它有关法律、法规、规程、规范。设计标准1) 《建筑边坡工程技术规范》（GB50330-2013）；2) 《建筑抗震设计规范》（GB50011-2010）2016版；3) 《混凝土结构设计规范》（GB50010-2010）2015版；4) 《建筑结构荷载规范》（GB50009-2012）；5) 《建筑地基基础设计规范》（GB50007-2011）；6) 2002年国家工程建设技术标准强制性条文；7) 国家及部（委）发布的其它有关法律、法规、规程、规范。设计参数岩性参数素填土粉质粘土粉细砂粉砂质泥岩砂岩冲洪积坡残积冲洪积坡残积强风化中风化强风化中风化重度（kN/m3）天然19.5*19.018.5*19.2*19.0*23.0*25.023.5*24.4饱和19.8*19.2*18.7*19.5*19.2*23.5*25.124.0*24.5负摩阻力系数0.30压缩系数(MPa-1)0.4050.363*9.3421.55.8015.5抗剪强度C天然7.0*饱和5.0*天然22.8饱和20.0*天然24.7*饱和21.0*天然0*饱和0*天然0*饱和0*4421540*φ（°）天然23*饱和20*天然11.1饱和8.0*天然11.4*饱和8.4*天然18*饱和16*天然20*饱和18*31.637.3*岩土与锚固体极限粘结强度标准值（KPa）30*40*50*50*360*760*承载力特征值fak（kPa）河沟120*90*250*2105300*5627山地130*100*300*3390350*7805承载力基本允许值fao（kPa）（桥梁）120*130*90*100*30010003501500桩的极限侧阻力标准值（kPa）泥浆护壁钻（冲）孔桩40*20*140*160*桩的极限端阻力标准值（kPa）15≤L＜30400*15≤L＜30450*1400*1400*基底摩擦系数0.28*0.23*0.25*0.250.35*0.45*0.40*0.50*变形模量0.1340.466*弹性模量E5O104MPa）0.1610.551*0.330.20*0.2100.556*6*10*12*7*10*100*300*61.163.743*（Ⅳ类）53*（Ⅲ类）43*（Ⅳ类）53*（Ⅲ类）设计计算计算标准设计年限：50年。边坡类型：永久边坡。边坡工程安全等级：一级、二级。安全系数：1.35、1.30。设计荷载：人群荷载4kN/m2，车辆荷载城-A级。稳定性计算20-20’纵一路K0+230.85圆弧滑动稳定性计算计算项目：纵一路K0+230.8521-21'[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9坡面线号水平投影(m)竖直投影(m)超载数11.500-0.005022.8181.610032.0000.0000413.8049.202050.3010.000062.0000.0001超载1距离0.010(m)宽2.000(m)荷载(4.00--4.00kPa)270.00(度)715.5000.0001超载1距离0.500(m)宽14.500(m)荷载(20.00--20.00kPa)270.00(度)82.0000.0221超载1距离0.010(m)宽2.000(m)荷载(4.00--4.00kPa)270.00(度)912.9250.0000[土层信息]坡面节点数10编号X(m)Y(m)00.0000.000-11.500-0.005-24.3181.605-36.3181.605-420.12210.808-520.42310.808-622.42310.808-737.92310.808-839.92310.830-952.84810.830附加节点数36编号X(m)Y(m)141.3111.60523.075-3.50530.000-3.50540.000-5.01755.429-7.031611.224-6.951717.046-6.238822.795-5.677928.559-5.0051034.231-3.7311139.523-1.3741244.5481.5251348.6794.1921452.8486.7961552.84810.7821648.9297.1091748.7426.7671848.0336.5051946.4535.3152045.4834.8152144.7034.3152243.9433.8152343.1533.3152442.3832.8152541.5932.315260.000-9.7902752.848-9.7902852.8484.1832946.7980.7853040.753-2.5693134.159-4.7033227.376-6.2983320.559-7.4003413.644-8.077356.709-8.706360.000-7.150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120.000120.000(1,-3,-2,-1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22,23,24,25,)220.000120.000(-3,1,25,24,23,22,21,20,19,18,17,16,15,-9,-8,-7,-6,-5,-4,)324.000120.000(0,3,2,-1,)425.100120.000(26,27,28,29,30,31,32,33,34,35,36,)523.500120.000(29,28,14,13,12,11,10,9,8,7,6,5,4,36,35,34,33,32,31,30,)区号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)15.00028.00025.00028.0003442.00031.6004442.00031.60050.00040.000[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:自动搜索最危险滑裂面条分法的土条宽度:3.000(m)计算结果:[计算结果图]最不利滑动面:滑动圆心=(-0.457,31.173)(m)滑动半径=30.256(m)滑动安全系数=1.341起始x终止xαliCiΦi条实重总水压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)3.5904.3188.3850.7355.00028.002.240.000.000.000.000.000.334.611.047150.000.004.3185.95710.6601.6685.00028.005.050.000.000.000.000.000.9410.301.056110.000.005.9576.50412.7710.5615.00028.000.000.000.000.000.000.000.002.571.062930.000.006.5049.22815.9862.8345.00028.0028.200.000.000.000.000.007.7726.731.070560.000.009.22811.95121.4412.9275.00028.0076.720.000.000.000.000.0028.0550.581.075770.000.0011.95114.67527.1113.0615.00028.00108.520.000.000.000.000.0049.4566.601.070870.000.0014.67517.39833.0893.2525.00028.00121.110.000.000.000.000.0066.1273.991.054350.000.0017.39820.12239.5133.5325.00028.00110.500.000.000.000.000.0070.3170.691.023830.000.0020.12220.42343.2490.4145.00028.0010.080.000.000.000.000.006.906.861.000130.000.0020.42321.91845.6662.1395.00028.0022.870.000.000.000.005.9420.6123.200.982520.000.00总的下滑力=250.464(kN)总的抗滑力=336.137(kN)土体部分下滑力=250.464(kN)土体部分抗滑力=336.137(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)安全系数1.341>1.30，满足规范要求。安置房边坡22-22圆弧滑动稳定性计算计算项目：安置房场平边坡22-22[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5坡面线号水平投影(m)竖直投影(m)超载数15.3180.0000210.8666.209032.0000.0000412.0008.0000523.3890.0001超载1距离1.000(m)宽10.000(m)荷载(20.00--20.00kPa)270.00(度)[土层信息]坡面节点数6编号X(m)Y(m)00.0000.000-15.3180.000-216.1846.209-318.1846.209-430.18414.209-553.57314.209附加节点数27编号X(m)Y(m)110.7101.151216.0732.382321.4813.518424.8524.013529.3185.599633.3187.019737.3188.439841.3189.859945.31811.2791049.31812.699110.000-4.924123.761-3.800137.638-3.2281411.579-3.0491515.506-2.9521619.443-2.7661723.340-2.2341827.066-1.0261930.5900.7162034.0562.5742137.7173.9012241.6154.4012345.5994.5632449.5864.7072553.5734.851260.000-11.9632753.573-11.963不同土性区域数3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120.000120.000(-3,-2,-1,1,2,3,4,5,6,7,8,9,10,-5,-4,)224.000120.000(5,4,3,2,1,-1,0,11,12,13,14,15,16,17,18,19,20,21,22,23,24,25,-5,10,9,8,7,6,)324.500120.000(26,27,25,24,23,22,21,20,19,18,17,16,15,14,13,12,11,)区号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)15.00028.000210.00030.00031540.00037.300区号十字板?强度增十字板羲?强度增长系(kPa)长系数下值(kPa)数水下值123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:30.000(m)圆弧入口终点x坐标:40.000(m)圆弧出口起点x坐标:0.000(m)圆弧出口终点x坐标:5.000(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=(6.548,30.147)(m)滑动半径=30.186(m)滑动安全系数=1.486起始x终止xαliCiΦi条实重总水压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)5.0005.318-2.6370.31810.00030.000.060.000.000.000.000.00-0.003.280.981060.000.005.3186.217-1.4820.89910.00030.005.520.000.000.000.000.00-0.1412.300.989620.000.006.2177.1150.2240.89910.00030.0015.650.000.000.000.000.000.0618.001.001510.000.007.1158.0141.9300.89910.00030.0025.210.000.000.000.000.000.8523.251.012520.000.008.0148.9133.6380.90010.00030.0034.190.000.000.000.000.002.1728.091.022640.000.008.9139.8115.3490.90310.00030.0042.580.000.000.000.000.003.9732.531.031860.000.009.81110.7107.0650.90610.00030.0050.390.000.000.000.000.006.2036.611.040190.000.0010.71011.6048.7830.90510.00030.0057.320.000.000.000.000.008.7540.121.047600.000.0011.60412.49810.5040.90910.00030.0063.920.000.000.000.000.0011.6543.491.054070.000.0012.49813.39212.2350.91510.00030.0069.930.000.000.000.000.0014.8246.541.059620.000.0013.39214.28513.9780.92110.00030.0075.330.000.000.000.000.0018.2049.271.064230.000.0014.28515.17915.7330.92910.00030.0080.110.000.000.000.000.0021.7251.681.067880.000.0015.17916.07317.5040.93710.00030.0084.250.000.000.000.000.0025.3453.791.070550.000.0016.07316.18418.5050.11710.00030.0010.720.000.000.000.000.003.406.811.071600.000.0016.18417.18419.6241.06210.00030.0093.000.000.000.000.000.0031.2359.391.072400.000.0017.18418.18421.6521.07610.00030.0084.790.000.000.000.000.0031.2954.961.072790.000.0018.18418.88423.3970.76210.00030.0057.220.000.000.000.000.0022.7237.341.072050.000.0018.88419.58424.8530.77110.00030.0058.900.000.000.000.000.0024.7538.301.070680.000.0019.58420.28326.3250.78110.00030.0060.210.000.000.000.000.0026.7039.081.068580.000.0020.28321.27428.1321.1235.00028.0087.280.000.000.000.000.0041.1548.891.050570.000.0021.27422.26430.2861.1475.00028.0089.380.000.000.000.000.0045.0850.271.043960.000.0022.26423.25432.4881.1745.00028.0090.490.000.000.000.000.0048.6051.241.035680.000.0023.25424.24434.7451.2055.00028.0090.520.000.000.000.000.0051.5951.751.025610.000.0024.24425.23437.0671.2415.00028.0089.380.000.000.000.000.0053.8751.771.013590.000.0025.23426.22439.4611.2825.00028.0086.980.000.000.000.000.0055.2851.230.999450.000.0026.22427.21441.9421.3315.00028.0083.170.000.000.000.000.0055.5950.030.982960.000.0027.21428.20444.5231.3895.00028.0077.790.000.000.000.000.0054.5548.050.963850.000.0028.20429.19447.2251.4585.00028.0070.630.000.000.000.000.0051.8445.130.941750.000.0029.19430.18450.0731.5435.00028.0061.390.000.000.000.000.0047.0841.030.916190.000.0030.18431.18453.1181.6665.00028.0043.450.000.000.000.000.0034.7531.700.886360.000.0031.18432.18456.4161.8085.00028.0015.060.000.000.000.0020.0029.2127.770.851230.000.00总的下滑力=822.281(kN)总的抗滑力=1223.679(kN)土体部分下滑力=822.281(kN)土体部分抗滑力=1223.679(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)安全系数1.486>1.35，满足规范要求。安置房边坡22-22折线形滑动稳定性计算滑坡剩余下滑力计算计算项目：22-22=====================================================================原始条件:分析方法 =KT法滑动体重度 =20.000(kN/m3)滑动体饱和重度 =20.500(kN/m3)安全系数 =1.350不考虑动水压力和浮托力不考虑承压水的浮托力不考虑坡面外的静水压力的作用不考虑地震力坡面线段数:4,起始点标高0.000(m)段号投影Dx(m)投影Dy(m)附加力数110.8666.209022.0000.0000312.0008.0000423.3890.00011定位距离=5.000(m)Px=0.000Py=200.000(kN)水面线段数:1,起始点标高0.000(m)段号投影Dx(m)投影Dy(m)10.0000.000滑动面线段数:11,起始点标高0.000(m)段号投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)15.3921.1515.00028.00025.3641.2315.00028.00035.4081.1365.00028.00043.3700.4955.00028.00054.4671.5865.00020.00064.0001.4205.00020.00074.0001.4205.00020.00084.0001.4205.00020.00094.0001.4205.00020.000104.0001.4205.00020.000114.2551.5105.00020.000计算目标：按指定滑面计算推力第1块滑体上块传递推力=0.000(kN)推力角度=0.000(度)剩余下滑力传递系数=1.064本块滑面粘聚力=5.000(kPa)滑面摩擦角=20.000(度)本块总面积=3.214(m2)浸水部分面积=0.000(m2)本块总重=64.280(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=4.515(m)下滑力=29.031(kN)滑床反力R=60.577(kN)滑面抗滑力=22.048(kN)粘聚力抗滑力=22.575(kN)本块剩余下滑力=-15.592(kN)本块下滑力角度=19.545(度)第2块滑体上块传递推力=0.000(kN)推力角度=19.545(度)剩余下滑力传递系数=1.000本块滑面粘聚力=5.000(kPa)滑面摩擦角=20.000(度)本块总面积=8.882(m2)浸水部分面积=0.000(m2)本块总重=177.648(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=4.245(m)下滑力=80.232(kN)滑床反力R=167.412(kN)滑面抗滑力=60.933(kN)粘聚力抗滑力=21.223(kN)本块剩余下滑力=-1.924(kN)本块下滑力角度=19.545(度)第3块滑体上块传递推力=0.000(kN)推力角度=19.545(度)剩余下滑力传递系数=1.000本块滑面粘聚力=5.000(kPa)滑面摩擦角=20.000(度)本块总面积=14.562(m2)浸水部分面积=0.000(m2)本块总重=291.248(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=4.245(m)下滑力=131.538(kN)滑床反力R=274.466(kN)滑面抗滑力=99.898(kN)粘聚力抗滑力=21.223(kN)本块剩余下滑力=10.418(kN)本块下滑力角度=19.545(度)第4块滑体上块传递推力=10.418(kN)推力角度=19.545(度)剩余下滑力传递系数=1.000本块滑面粘聚力=5.000(kPa)滑面摩擦角=20.000(度)本块总面积=20.242(m2)浸水部分面积=0.000(m2)本块总重=404.848(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=4.245(m)下滑力=193.261(kN)滑床反力R=381.521(kN)滑面抗滑力=138.862(kN)粘聚力抗滑力=21.223(kN)本块剩余下滑力=33.176(kN)本块下滑力角度=19.545(度)第5块滑体上块传递推力=33.176(kN)推力角度=19.545(度)剩余下滑力传递系数=1.000本块滑面粘聚力=5.000(kPa)滑面摩擦角=20.000(度)本块总面积=25.922(m2)浸水部分面积=0.000(m2)本块总重=518.448(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=200.000(kN)有效的滑动面长度=4.245(m)下滑力=357.653(kN)滑床反力R=677.051(kN)滑面抗滑力=246.426(kN)粘聚力抗滑力=21.223(kN)本块剩余下滑力=90.004(kN)本块下滑力角度=19.545(度)第6块滑体上块传递推力=90.004(kN)推力角度=19.545(度)剩余下滑力传递系数=1.000本块滑面粘聚力=5.000(kPa)滑面摩擦角=20.000(度)本块总面积=31.352(m2)浸水部分面积=0.000(m2)本块总重=627.047(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=4.245(m)下滑力=373.200(kN)滑床反力R=590.917(kN)滑面抗滑力=215.076(kN)粘聚力抗滑力=21.223(kN)本块剩余下滑力=136.902(kN)本块下滑力角度=19.545(度)第7块滑体上块传递推力=136.902(kN)推力角度=19.545(度)剩余下滑力传递系数=1.000本块滑面粘聚力=5.000(kPa)滑面摩擦角=20.000(度)本块总面积=32.772(m2)浸水部分面积=0.000(m2)本块总重=655.441(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=4.740(m)下滑力=432.915(kN)滑床反力R=617.677(kN)滑面抗滑力=224.816(kN)粘聚力抗滑力=23.698(kN)本块剩余下滑力=184.400(kN)本块下滑力角度=19.544(度)第8块滑体上块传递推力=184.400(kN)推力角度=19.544(度)剩余下滑力传递系数=0.878本块滑面粘聚力=5.000(kPa)滑面摩擦角=28.000(度)本块总面积=19.430(m2)浸水部分面积=0.000(m2)本块总重=388.593(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=3.406(m)下滑力=257.163(kN)滑床反力R=420.234(kN)滑面抗滑力=223.443(kN)粘聚力抗滑力=17.031(kN)本块剩余下滑力=16.689(kN)本块下滑力角度=8.359(度)第9块滑体上块传递推力=16.689(kN)推力角度=8.359(度)剩余下滑力传递系数=1.031本块滑面粘聚力=5.000(kPa)滑面摩擦角=28.000(度)本块总面积=21.246(m2)浸水部分面积=0.000(m2)本块总重=424.928(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=5.526(m)下滑力=134.543(kN)滑床反力R=414.840(kN)滑面抗滑力=220.574(kN)粘聚力抗滑力=27.630(kN)本块剩余下滑力=-113.661(kN)本块下滑力角度=11.859(度)第10块滑体上块传递推力=0.000(kN)推力角度=11.859(度)剩余下滑力传递系数=1.010本块滑面粘聚力=5.000(kPa)滑面摩擦角=28.000(度)本块总面积=15.267(m2)浸水部分面积=0.000(m2)本块总重=305.349(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=5.503(m)下滑力=92.192(kN)滑床反力R=297.615(kN)滑面抗滑力=158.245(kN)粘聚力抗滑力=27.514(kN)本块剩余下滑力=-93.567(kN)本块下滑力角度=12.923(度)第11块滑体上块传递推力=0.000(kN)推力角度=12.923(度)剩余下滑力传递系数=0.992本块滑面粘聚力=5.000(kPa)滑面摩擦角=28.000(度)本块总面积=5.202(m2)浸水部分面积=0.000(m2)本块总重=104.031(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=5.513(m)下滑力=29.333(kN)滑床反力R=101.737(kN)滑面抗滑力=54.095(kN)粘聚力抗滑力=27.566(kN)本块剩余下滑力=-52.328(kN)本块下滑力角度=12.055(度)安全系数取1.35时，剩余下滑力为负值，满足规范要求。安置房边坡24-24折线形滑动稳定性滑坡剩余下滑力计算计算项目：24-24=====================================================================原始条件:分析方法 =KT法滑动体重度 =19.000(kN/m3)滑动体饱和重度 =20.000(kN/m3)安全系数 =1.350不考虑动水压力和浮托力不考虑承压水的浮托力不考虑坡面外的静水压力的作用不考虑地震力坡面线段数:4,起始点标高0.000(m)段号投影Dx(m)投影Dy(m)附加力数19.3815.360022.0000.0000312.0008.0000413.6660.00011定位距离=1.000(m)Px=0.000Py=200.000(kN)水面线段数:1,起始点标高0.000(m)段号投影Dx(m)投影Dy(m)10.0000.000滑动面线段数:12,起始点标高0.000(m)段号投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)12.0000.5235.00028.00022.0000.6805.00028.00032.0000.8165.00028.00042.0000.9215.00028.00052.0000.9925.00028.00062.0000.9605.00028.00072.0001.0815.00028.00084.0000.6725.00028.00098.0002.8405.00028.000104.0001.4205.00028.000114.0001.5045.00028.000123.0470.9515.00028.000计算目标：按指定滑面计算推力第1块滑体上块传递推力=0.000(kN)推力角度=0.000(度)剩余下滑力传递系数=1.113本块滑面粘聚力=5.000(kPa)滑面摩擦角=28.000(度)本块总面积=1.448(m2)浸水部分面积=0.000(m2)本块总重=27.509(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=3.191(m)下滑力=11.063(kN)滑床反力R=26.260(kN)滑面抗滑力=13.963(kN)粘聚力抗滑力=15.955(kN)本块剩余下滑力=-18.855(kN)本块下滑力角度=17.331(度)第2块滑体上块传递推力=0.000(kN)推力角度=17.331(度)剩余下滑力传递系数=1.029本块滑面粘聚力=5.000(kPa)滑面摩擦角=28.000(度)本块总面积=6.811(m2)浸水部分面积=0.000(m2)本块总重=129.401(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=4.273(m)下滑力=61.485(kN)滑床反力R=121.121(kN)滑面抗滑力=64.401(kN)粘聚力抗滑力=21.367(kN)本块剩余下滑力=-24.283(kN)本块下滑力角度=20.608(度)第3块滑体上块传递推力=0.000(kN)推力角度=20.608(度)剩余下滑力传递系数=0.990本块滑面粘聚力=5.000(kPa)滑面摩擦角=28.000(度)本块总面积=12.659(m2)浸水部分面积=0.000(m2)本块总重=240.517(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=4.245(m)下滑力=108.626(kN)滑床反力R=226.659(kN)滑面抗滑力=120.517(kN)粘聚力抗滑力=21.223(kN)本块剩余下滑力=-33.113(kN)本块下滑力角度=19.545(度)第4块滑体上块传递推力=0.000(kN)推力角度=19.545(度)剩余下滑力传递系数=1.000本块滑面粘聚力=5.000(kPa)滑面摩擦角=28.000(度)本块总面积=32.707(m2)浸水部分面积=0.000(m2)本块总重=621.425(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=200.000(kN)有效的滑动面长度=8.489(m)下滑力=370.985(kN)滑床反力R=774.095(kN)滑面抗滑力=411.593(kN)粘聚力抗滑力=42.446(kN)本块剩余下滑力=-83.054(kN)本块下滑力角度=19.545(度)第5块滑体上块传递推力=0.000(kN)推力角度=19.545(度)剩余下滑力传递系数=0.892本块滑面粘聚力=5.000(kPa)滑面摩擦角=28.000(度)本块总面积=8.521(m2)浸水部分面积=0.000(m2)本块总重=161.908(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=4.056(m)下滑力=36.234(kN)滑床反力R=159.668(kN)滑面抗滑力=84.897(kN)粘聚力抗滑力=20.281(kN)本块剩余下滑力=-68.943(kN)本块下滑力角度=9.542(度)第6块滑体上块传递推力=0.000(kN)推力角度=9.542(度)剩余下滑力传递系数=1.118本块滑面粘聚力=5.000(kPa)滑面摩擦角=28.000(度)本块总面积=2.014(m2)浸水部分面积=0.000(m2)本块总重=38.261(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=2.273(m)下滑力=24.553(kN)滑床反力R=33.662(kN)滑面抗滑力=17.898(kN)粘聚力抗滑力=11.366(kN)本块剩余下滑力=-4.711(kN)本块下滑力角度=28.382(度)第7块滑体上块传递推力=0.000(kN)推力角度=28.382(度)剩余下滑力传递系数=0.973本块滑面粘聚力=5.000(kPa)滑面摩擦角=28.000(度)本块总面积=2.023(m2)浸水部分面积=0.000(m2)本块总重=38.441(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=2.218(m)下滑力=22.457(kN)滑床反力R=34.655(kN)滑面抗滑力=18.427(kN)粘聚力抗滑力=11.092(kN)本块剩余下滑力=-7.062(kN)本块下滑力角度=25.641(度)第8块滑体上块传递推力=0.000(kN)推力角度=25.641(度)剩余下滑力传递系数=1.007本块滑面粘聚力=5.000(kPa)滑面摩擦角=28.000(度)本块总面积=3.303(m2)浸水部分面积=0.000(m2)本块总重=62.756(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=2.233(m)下滑力=37.654(kN)滑床反力R=56.217(kN)滑面抗滑力=29.891(kN)粘聚力抗滑力=11.163(kN)本块剩余下滑力=-3.400(kN)本块下滑力角度=26.388(度)第9块滑体上块传递推力=0.000(kN)推力角度=26.388(度)剩余下滑力传递系数=0.984本块滑面粘聚力=5.000(kPa)滑面摩擦角=28.000(度)本块总面积=3.040(m2)浸水部分面积=0.000(m2)本块总重=57.764(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=2.202(m)下滑力=32.621(kN)滑床反力R=52.467(kN)滑面抗滑力=27.897(kN)粘聚力抗滑力=11.010(kN)本块剩余下滑力=-6.286(kN)本块下滑力角度=24.728(度)第10块滑体上块传递推力=0.000(kN)推力角度=24.728(度)剩余下滑力传递系数=0.975本块滑面粘聚力=5.000(kPa)滑面摩擦角=28.000(度)本块总面积=2.491(m2)浸水部分面积=0.000(m2)本块总重=47.335(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=2.