丰谷制曲边坡计算书报审

西北有色勘测工程公司

二o一—年七月计算书工程编号：KC-2011-045提交单位：西北有色勘测工程公司法定代表人：夏季技术负责人：杨鲁飞审定人：王一兵审核人：张晓明工程负责人：刘统报告编写人：赵书明提交日期：二O一一年七月TOC\o"1-5"\h\z一、抗滑桩设计计算书 11、抗滑动桩验算 131计算项目：抗滑桩10m 13\o"CurrentDocument"1.2计算项目：抗滑桩锚杆设计 212、抗滑动桩验算 22计算项目： 抗滑桩9m 22\o"CurrentDocument"计算项目：抗滑桩锚杆设计 313、抗滑动桩验算 32计算项目：抗滑桩8nl 32\o"CurrentDocument"计算项目：抗滑桩锚杆设计 414、抗滑动桩验算 42计算项目：抗滑桩7m 42\o"CurrentDocument"计算项目：抗滑桩锚杆设计 515、抗滑动桩验算 52计算项目：抗滑桩6m 52\o"CurrentDocument"计算项目：抗滑桩锚杆设计 616、抗滑动桩验算 62计算项目：抗滑桩5.6m 62\o"CurrentDocument"计算项目：抗滑桩锚杆设计 717、抗滑动桩验算 72计算项目： 抗滑桩5.0m 72\o"CurrentDocument"计算项目：抗滑桩锚杆设计 81二、挡土墙设计计算书 821、A型挡土墙设计计算书 82\o"CurrentDocument"1计算项目：衡重式挡土墙A-6.0m 82\o"CurrentDocument"2计算项目： 衡重式挡土墙A-5.0m 90\o"CurrentDocument"3计算项目： 衡重式挡土墙A-4.5m 98\o"CurrentDocument"4计算项目： 衡重式挡土墙A-4.0m 1062、B型挡土墙设计计算书.....1 1211计算项目：衡重式挡土墙B型 1213、C型挡土墙设计计算书 130\o"CurrentDocument"1计算项目： 衡重式挡土墙C-5.6m 130\o"CurrentDocument"2计算项目： 衡重式挡土墙C-5.0m 138\o"CurrentDocument"3计算项目： 衡重式挡土墙C-4.0m 1464计算项目： 衡重式挡土墙C-3.0m 154三、排水沟断面设计 161\o"CurrentDocument"2、计算项目：渠道水力学计算2 163\o"CurrentDocument"3、计算项目：渠道水力学计算3 164

一、滑坡剩余下滑力计算1、计算项目：滑坡推力计算B9原始条件:滑动体重度=20.000(kN/m3)滑动体饱和重度 =21.500(kN/m3)安全系数 =1.300考虑动水压力和浮托力，滑体土的孔隙度=0.650不考虑承压水的浮托力不考虑坡面外的静水压力的作用考虑地震力，地震烈度为7度地震力计算综合系数=0.250地震力计算重要性系数=1.000坡面线段数：5,起始点标高9.000(m)段号1投影Dx(m)2.500投影Dy(m)0.300附加力数023.3003.100032.5001.000041.1002.400058.0000.3000水面线段数：4,起始点标高3.000(m)段号投影Dx(m)投影Dy(m)1 3.000 3.0002 6.000 5.0003 6.000 2.0004 8.000 0.500滑动而线段数：4,起始点标高2.500(m)段号投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)12.9302.36025.00010.00021.2002.50025.00010.00031.9003.50040.00013.00012.2902.04040.00013.000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=0.900本块滑面粘聚力 =40.000(kPa)滑面摩擦角=13.000(度)本块总面积 =2.451(m2)浸水部分面积=0.000(m2)本块总重 =49.013(kN)浸水部分重=0.000(kN)本块总附加力 Px= 0.000(kN)Py=0.000(kN)本块动水压力 =0.000(kN)本块水浮托力 =0.000(kN)本块地震力 =1.225(kN)有效的滑动面长度 =3.067(m)下滑力=43.976(kN)滑床反力 R=36.598(kN)滑面抗滑力=8.449(kN)粘聚力抗滑力=122.675(kN)本块剩余下滑力=-87.148(kN)本块下滑力角度 =41.696(度)第2块滑体上块传递推力=0.000(kN)推力角度=41.696(度)剩余下滑力传递系数=1.019本块滑面粘聚力 =40.000(kPa)滑面摩擦角=13.000(度)本块总面积 =4.952(m2) 浸水部分面积=0.000(m2)本块总重 =99.033(kN) 浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块动水压力 =0.000(kN)本块水浮托力 =0.000(kN)本块地震力 =2.476(kN)有效的滑动面长度=3.982(m)下滑力=116.365(kN)滑床反力 R=47.248(kN)滑面抗滑力=10.908(kN)粘聚力抗滑力=159.298(kN)本块剩余下滑力=-53.842(kN)本块下滑力角度 =61.504(度)第3块滑体上块传递推力=0.000(kN) 推力角度 =61.504(度)剩余下滑力传递系数=1.008本块滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本块总面积=4.989(m2) 浸水部分面积=0.468(m2)本块总重 =100.483(kN) 浸水部分重=10.053(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块动水压力 =1.977(kN)本块水浮托力 =0.708(kN)本块地震力 =2.512(kN)有效的滑动面长度=2.773(m)下滑力=123.600(kN)滑床反力 R=42.774(kN)滑面抗滑力=7.542(kN)粘聚力抗滑力=69.327(kN)本块剩余下滑力=46.731(kN)本块下滑力角度 =64.359(度)第4块滑体上块传递推力=46.731(kN)推力角度=64.359(度)剩余下滑力传递系数=0.827本块滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本块总面积 =16.178(m2) 浸水部分面积=2.300(m2)本块总重 =327.019(kN)浸水部分重=49.451(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块动水压力 =10.571(kN)本块水浮托力 =6.269(kN)

本块地震力 =8.175(kN)有效的滑动面长度 =3.762(m)下滑力=333.221(kN)滑床反力 R=268.535(kN)滑面抗滑力=47.350(kN)粘聚力抗滑力=94.056(kN)本块剩余下滑力=191.815(kN)本块下滑力角度=38.850(度)2、计算项目：滑坡推力计算C8原始条件:滑动体重度=20.000(kN/m3)滑动体饱和重度 =21.500(kN/m3)安全系数 =1.300考虑动水压力和浮托力，滑体土的孔隙度=0.650不考虑承压水的浮托力不考虑坡面外的静水压力的作用考虑地震力，地震烈度为7度地震力计算综合系数=0.250地震力计算重要性系数=1.000坡面线段数：5,起始点标高8.000(m)段号投影Dx(m)投影Dy(m)附加力数11.4300.300026.7404.010036.2000.13011定位距离二2.000(m)Px=0.000Py二10.000(kN)40.4802.290058.0000.3000水面线段数：4,起始点标高0.500(m)段号投影Dx(m)投影Dy(m)13.0002.00026.0004.00036.0004.00048.0002.000滑动而线段数：2,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)1 3.400 2.260 25.000 10.00010.10010.00040.00013.000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=0.873本块滑面粘聚力 =40.000(kPa)滑面摩擦角=13.000(度)本块总面积 =44.534(m2) 浸水部分面积=0.397(m2)本块总重 =891.282(kN)浸水部分重=8.532(kN)本块总附加力Px=0.000(kN)Py=10.000(kN)本块动水压力 =1.431(kN)本块水浮托力 =0.987(kN)本块地震力 =22.282(kN)有效的滑动面长度=14.213(m)下滑力=855.188(kN)滑床反力 R=639.479(kN)滑面抗滑力=147.635(kN)粘聚力抗滑力=568.521(kN)本块剩余下滑力=139.032(kN)本块下滑力角度 =44.715(度)第2块滑体上块传递推力=139.032(kN) 推力角度 =44.715(度)剩余下滑力传递系数=0.947本块滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本块总面积=25.318(m2) 浸水部分面积=1.711(m2)本块总重 =508.927(kN) 浸水部分重=36.794(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块动水压力 =6.170(kN)本块水浮托力 =4.988(kN)本块地震力=12.723(kN)有效的滑动面长度 =4.083(m)下滑力=527.236(kN)滑床反力 R=445.621(kN)滑面抗滑力=78.575(kN)粘聚力抗滑力=102.065(kN)本块剩余下滑力=346.596(kN)本块下滑力角度=33.612(度)3、计算项目：滑坡推力计算D7原始条件:滑动体重度=20,000(kN/m3)滑动体饱和重度 =21,500(kN/m3)安全系数 =1.250考虑动水压力和浮托力，滑体土的孔隙度=0.650不考虑承压水的浮托力不考虑坡面外的静水压力的作用考虑地震力,地震烈度为7度地震力计算综合系数=0.250地震力计算重要性系数=1.000坡面线段数：4,起始点标高7.000(m)段号1投影Dx(m)投影Dy(m)附加力数13.8002.600023.6001.400031.4003.040043.3000.6000水面线段数：4,起始点标高0.000(m)段号投影Dx(m)投影Dy(m)13.0001.00026.0001.50036.0001.50048.0000.500滑动面线段数：4,起始点标高-1.500(m)段号投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)16.0002.00025.000 10.00024.9003.00025.000 10.00032.4003.00040.000 13.00043.0004.00040.000 13.000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=0.785本块滑面粘聚力 =40.000(kPa)滑面摩擦角=13.000(度)本块总面积=4.492(m2) 浸水部分面积=0.000(m2)本块总重 =89.835(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块动水压力 =0.000(kN)本块水浮托力 =0.000(kN)本块地震力 =2.246(kN)有效的滑动面长度 =5.000(m)下滑力=92.642(kN)滑床反力 R=53.901(kN)滑面抗滑力=12.444(kN)粘聚力抗滑力=200.000(kN)本块剩余下滑力=-119.802(kN)本块下滑力角度=53.130(度)第2块滑体上块传递推力=0.000(kN) 推力角度 =53.130(度)剩余下滑力传递系数=0.992本块滑面粘聚力=40.000(kPa)滑面摩擦角=13.000(度)本块总面积 =10.271(m2) 浸水部分面积=0.000(m2)本块总重 =205.426(kN) 浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块动水压力 =0.000(kN)本块水浮托力 =0.000(kN)本块地震力 =5.136(kN)有效的滑动面长度 =3.842(m)下滑力=206.933(kN)滑床反力 R=128.329(kN)滑面抗滑力=29.627(kN)粘聚力抗滑力=153.675(kN)本块剩余下滑力=23.631(kN)本块下滑力角度 =51.340(度)第3块滑体上块传递推力=23.631(kN) 推力角度 =51.340(度)剩余下滑力传递系数=0.881本块滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本块总面积=32.301(m2)浸水部分面积=2.157(m2)本块总重 =649.254(kN)浸水部分重=46.369(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块动水压力 =3.400(kN)本块水浮托力 =6.438(kN)本块地震力 =16.231(kN)有效的滑动面长度=5.745(m)下滑力=470.527(kN)滑床反力 R=555.309(kN)滑面抗滑力=97.916(kN)粘聚力抗滑力=143.636(kN)本块剩余下滑力=228.976(kN)本块下滑力角度 =31.477(度)第4块滑体上块传递推力=228.976(kN)推力角度=31.477(度)剩余下滑力传递系数=0.934本块滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本块总面积=48.391(m2) 浸水部分面积=8.625(m2)本块总重 =980.764(kN)浸水部分重=185.438(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块动水压力 =15.753(kN)本块水浮托力 =28.638(kN)本块地震力=24.519(kN)有效的滑动面长度 =6.325(m)下滑力=661.090(kN)滑床反力 R=953.467(kN)滑面抗滑力=168.122(kN)粘聚力抗滑力=158.114(kN)本块剩余下滑力=334.854(kN)本块下滑力角度=18.435(度)4、计算项目：滑坡推力计算E6原始条件:

滑动体重度=20.000(kN/m3)滑动体饱和重度 =21.500(kN/m3)安全系数 =1.300考虑动水压力和浮托力，滑体土的孔隙度=0.650不考虑承压水的浮托力不考虑坡面外的静水压力的作用考虑地震力，地震烈度为7度地震力计算综合系数=0.250地震力计算重要性系数=1.000坡面线段数：2,起始点标高6.000(m)段号投影Dx(m)投影Dy(m)附加力数11.0001.0000210.0005.0000水面线段数：4,起始点标高0.500(m)段号投影Dx(m)投影Dy(m)14.0002.00025.0002.00036.0003.00048.0003.000滑动面线段数：3,起始点标高-0.600(m)段号投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)15.0003.30025.00010.00024.0005.00040.00013.00032.0004.30040.00013.000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=0.631本块滑面粘聚力 =40.000(kPa)滑面摩擦角=13.000(度)本块总面积 =3.300(m2)浸水部分面积=0.000(m2)本块总重 =66.000(kN) 浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块动水压力 =0.000(kN)本块水浮托力 =0.000(kN)本块地震力=1.650(kN)有效的滑动面长度=4.742(m)下滑力=79.942(kN)滑床反力 R=27.834(kN)滑面抗滑力=6.426(kN)粘聚力抗滑力=189.694(kN)本块剩余下滑力=-116.179(kN)本块下滑力角度 =65.056(度)第2块滑体上块传递推力=0.000(kN)推力角度=65.056(度)剩余下滑力传递系数=0.917本块滑面粘聚力 =40.000(kPa)滑面摩擦角=13.000(度)本块总面积 =19.200(m2) 浸水部分面积=0.024(m2)本块总重 =384.035(kN) 浸水部分重=0.506(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块动水压力 =0.057(kN)本块水浮托力 =0.051(kN)本块地震力 =9.601(kN)有效的滑动面长度=6.403(m)下滑力=402.400(kN)滑床反力 R=239.854(kN)滑面抗滑力=55.375(kN)粘聚力抗滑力=256.125(kN)本块剩余下滑力=90.901(kN)本块下滑力角度 =51.340(度)第3块滑体上块传递推力=90.901(kN) 推力角度 =51.340(度)剩余下滑力传递系数=0.897本块滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本块总面积=33.250(m2)浸水部分面积=3.450(m2)本块总重 =670.175(kN)浸水部分重=74.175(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块动水压力 =9.866(kN)本块水浮托力 =10.078(kN)本块地震力 =16.754(kN)有效的滑动面长度=5.991(m)下滑力=601.009(kN)滑床反力 R=577.219(kN)滑面抗滑力=101.779(kN)粘聚力抗滑力=149.771(kN)本块剩余下滑力=349.459(kN)本块下滑力角度=33.425(度)5、计算项目：滑坡推力计算G5.6原始条件：滑动体重度=20,000(kN/m3)滑动体饱和重度 =21,500(kN/m3)安全系数 =1.300考虑动水压力和浮托力，滑体土的孔隙度=0.650不考虑承压水的浮托力不考虑坡面外的静水压力的作用考虑地震力,地震烈度为7度地震力计算综合系数=0.250地震力计算重要性系数=1.000坡面线段数：4,起始点标高5.600(m)段号投影Dx(m)投影Dy(m)附加力数12.7500.000022.8903.170031.2602.660042.8001.1000水面线段数：3,起始点标高3.000(m)段号投影Dx(m)投影Dy(m)14.0002.00025.0001.80036.0003.000滑动面线段数：3,起始点标高1.200(m)段号投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)10.6000.50025.00010.00021.0001.70025.00010.00031.2002.00040.00013.000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=0.712本块滑面粘聚力 =40.000(kPa)滑面摩擦角=13.000(度)本块总面积 =1.441(m2) 浸水部分面积=0.069(m2)本块总重 =28.930(kN) 浸水部分重=1.474(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块动水压力 =0.199(kN)本块水浮托力 =0.123(kN)本块地震力 =0.723(kN)有效的滑动面长度=2.332(m)下滑力=33.449(kN)滑床反力 R=14.761(kN)滑面抗滑力=3.408(kN)粘聚力抗滑力=93.295(kN)本块剩余下滑力=-63.254(kN)本块下滑力角度 =59.036(度)第2块滑体上块传递推力=0.000(kN) 推力角度 =59.036(度)剩余下滑力传递系数=1.001本块滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本块总面积 =3.050(m2)浸水部分面积=1.000(m2)本块总重 =62.500(kN) 浸水部分重=21.500(kN)本块总附加力 Px=0.000(kN)Py=0.000(kN)

本块动水压力 =2.907(kN)本块水浮托力 =1.775(kN)本块地震力 =1.562(kN)有效的滑动面长度=1.972(m)下滑力=75.842(kN)5.275(kN)粘聚力抗滑力=49.308(kN)5.275(kN)粘聚力抗滑力=49.308(kN)本块剩余下滑力=21.260(kN)本块下滑力角度 =59.534(度)第3块滑体上块传递推力=21.260(kN) 推力角度 =59.534(度)剩余下滑力传递系数=0.882本块滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本块总面积 =2.490(m2)浸水部分面积=1.020(m2)本块总重 =51.330(kN) 浸水部分重=21.930(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块动水压力 =2.965(kN)本块水浮托力 =2.743(kN)本块地震力 =1.283(kN)有效的滑动面长度=0.781(m)下滑力=68.254(kN)滑床反力 R=43.867(kN)滑面抗滑力=7.735(kN)粘聚力抗滑力=19.526(kN)本块剩余下滑力=40.993(kN)本块下滑力角度=39.806(度)6、计算项目：滑坡推力计算F5原始条件:滑动体重度=20.000(kN/m3)滑动体饱和重度 =21.500(kN/m3)安全系数 =1.300考虑动水压力和浮托力，滑体土的孔隙度=0.650不考虑承压水的浮托力不考虑坡面外的静水压力的作用考虑地震力，地震烈度为7度地震力计算综合系数=0.250地震力计算重要性系数=1.000坡面线段数：3,起始点标高5.000(m)段号 投影Dx(m)投影Dy(m)附加力数1 2.0000.00002 3.4501.16003 1.9001.6500水面线段数：3,起始点标高3.000(m)段号投影Dx(m)投影Dy(m)1 2.000 1.0002 5.000 1.8003 6.000 3.000滑动面线段数：4,起始点标高1.400(m)段号投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)1 0.6000.50025.000 10.0002 1.0001.30025.000 10.0003 1.0001.00040.000 13.0004 3.0002.00040.000 13.000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=0.960本块滑面粘聚力 =40.000(kPa)滑面摩擦角=13.000(度)本块总面积=1.524(m2)浸水部分面积=0.000(m2)本块总重 =30.486(kN)浸水部分重=0.009(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块动水压力 =0.001(kN)本块水浮托力 =0.001(kN)本块地震力 =0.762(kN)有效的滑动面长度=3.606(m)下滑力=22.975(kN)滑床反力 R=25.364(kN)滑面抗滑力=5.856(kN)粘聚力抗滑力=144.222(kN)本块剩余下滑力=-127.102(kN)本块下滑力角度 =33.690(度)第2块滑体上块传递推力=0.000(kN) 推力角度 =33.690(度)剩余下滑力传递系数=1.026本块滑面粘聚力 =40.000(kPa)滑面摩擦角=13.000(度)本块总面积 =1.361(m2)浸水部分面积=0.325(m2)本块总重 =27.698(kN) 浸水部分重=6.983(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块动水压力 =0.856(kN)本块水浮托力 =0.804(kN)本块地震力 =0.692(kN)有效的滑动面长度=1.414(m)下滑力=27.474(kN)滑床反力 R=18.781(kN)滑面抗滑力=4.336(kN)粘聚力抗滑力=56.569(kN)本块剩余下滑力=-33.431(kN)本块下滑力角度=45.000(度)第3块滑体上块传递推力=0.000(kN) 推力角度=45.000(度)剩余下滑力传递系数=1.014本块滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本块总面积 =2.450(m2)浸水部分面积=1.000(m2)本块总重 =50.500(kN)浸水部分重=21.500(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块动水压力 =2.907(kN)本块水浮托力 =2.134(kN)本块地震力 =1.263(kN)有效的滑动面长度=1.640(m)下滑力=57.456(kN)滑床反力 R=28.656(kN)滑面抗滑力=5.053(kN)粘聚力抗滑力=41.003(kN)本块剩余下滑力=11.400(kN)本块下滑力角度 =52.431(度)第4块滑体上块传递推力=11.400(kN)推力角度=52.431(度)剩余下滑力传递系数=0.937本块滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本块总面积=2.010(m2) 浸水部分面积=0.900(m2)本块总重 =41.550(kN)浸水部分重=19.350(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块动水压力 =2.616(kN)本块水浮托力 =2.420(kN)本块地震力 =1.039(kN)有效的滑动面长度 =0.781(m)下滑力=50.455(kN)滑床反力 R=31.992(kN)滑面抗滑力=5.641(kN)粘聚力抗滑力=19.526(kN)本块剩余下滑力=25.289(kN)本块下滑力角度=39.806(度)二、抗滑桩设计计算书1、抗滑动桩验算1.1计算项目：抗滑桩10m原始条件:墙身尺寸：桩总长：16.000(m)嵌入深度：6.000(m)截面形状：圆桩桩径：1.200(m)桩间距：3.000(m)嵌入段土层数：2桩底支承条件：较接计算方法：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14.00022.00035.00100.0016.0001.00025.00024.50055.00180.0035.0001.000初始弹性系数A:0.000(MN/m3)初始弹性系数Al:100,000(MN/m3)桩前滑动土层厚：0.000(m)锚杆(索)参数：锚杆道数：1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)1 锚索0.30020.39020.00130350.002100.00物理参数：桩混凝土强度等级：C30桩纵筋合力点到外皮距离：50(mm)桩纵筋级别：HRB400桩箍筋级别：HRB335桩箍筋间距：150(mm)

桩配筋形式：纵筋非均匀配筋桩拉区纵筋配筋范围：90.000(度)桩压区，拉区纵筋比：0.500挡土墙类型：抗震区挡土墙墙后填土内摩擦角：35.000(度)墙背与墙后填土摩擦角：17.500(度)墙后填土容重：21.000(kN/m3)横坡角以上填土的土摩阻力(kPa):60.00横坡角以下填土的土摩阻力(kPa):120.00地震烈度：设计烈度7度水上地震角：1.50水下地震角：2.50水平地震系数：0.10重要性修正系数：1.00综合影响系数：0.25坡线与滑坡推力：坡面线段数：3折线序号折线序号123水平投影长(m)2.2004.40010.000竖向投影长(m)0.5004.0003.000参数值

矩形200.000(kN/m)0.000(kN/m)地面横坡角度：30.000(参数值

矩形200.000(kN/m)0.000(kN/m)参数名称推力分布类型桩后剩余下滑力水平分力桩后剩余抗滑力水平分力钢筋混凝土配筋计算依据：《混凝土结构设计规范GB50010—2002》注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.200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=60.000(kN/m)下部=60.000(kN/m)桩前：上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=0.000(m)(-)桩身内力计算计算方法：m法背侧一一为挡土侧；面侧一一为非挡土侧。背侧最大弯矩=472.121(kN-m)距离桩顶13.333(m)面侧最大弯矩=932.593(kN-m)距离桩顶5.473(m)最大剪力=367.136(kN) 距离桩顶0.300(m)最大位移=6(mm)距离桩顶0.300(m)剪力位移(kN) (mm)0.距离桩顶0.300(m)剪力位移(kN) (mm)0.000 -1.55土反力(kPa)0.000点号距顶距离弯矩(m)(kN-m)1 0.000 0.000

20.3003.240367.136-1.900.00030.623-111.704343.856-2.280.00040.947-219.120320.576-2.660.00051.270-319.009297.296-3.030.00061.593-411.371274.016-3.390.00071.917-496.206250.736-3.730.00082.240-573.513227.456-4.060.00092.563-643.294204.176-4.370.000102.887-705.547180.896-4.660.000113.210-760.273157.616-4.920.000123.533-807.471134.336-5.150.000133.857-847.143111.056-5.360.000144.180-879.28787.776-5.540.000154.503-903.90564.496-5.690.000164.827-920.99541.216-5.810.000175.150-930.55717.936-5.900.000185.473-932.593-5.344-5.950.000195.797-927.101-28.624-5.980.000206.120-914.082-51.904-5.970.000216.443-893.536-75.184-5.930.000226.767-865.463-98.464-5.860.000237.090-829.863-121.744-5.760.000247.413-786.735-145.024-5.630.000257.737-736.080-168.304-5.480.000268.060-677.898-191.584-5.300.000278.383-612.189-214.864-5.090.000288.707-538.953-238.144-4.870.000299.030-458.189-261.424-4.630.000309.353-369.898-284.704-4.370.000319.677-274.080-307.984-4.100.0003210.000-170.735-331.264-3.820.0003310.333-60.313-325.065-3.52-18.7883410.66745.975-307.511-3.23-34.4043511.000144.694-280.689-2.93-46.8753611.333233.101-246.640-2.64-56.3033711.667309.121-207.317-2.36-62.8573812.000371.312-164.543-2.09-66.7593912.333418.816-119.983-1.83-68.2734012.667451.301-75.116-1.59-67.6864113.000468.894-31.231-1.36-65.2984213.333472.12110.581-1.15-61.4054313.667461.84049.419-0.96-56.2854414.000439.17584.555-0.78-50.1884514.333405.470132.393-0.62-94.7764614.667350.913189.554-0.48-78.4374715.000279.101235.547-0.35-60.9384815.333193.882269.596-0.23-42.2404915.66799.370290.823-0.11-22.0845016.0000.000149.0550.000.000（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)10.00011552311181

20.3001155231118130.6232311115518140.9472311115518151.2702311115518161.5932311115518171.9172311115518182.2402311115518192.56323111155181102.88723111155181113.21023571179181123.53325021251181133.85726301315181144.18027371368181154.50327921396181164.82728481424181175.15028771438181185.47329051453181195.79728771438181206.12028481424181216.44327641382181226.76726831341181237.09025781289181247.41324291214181257.73723111155181268.06023111155181278.38323111155181288.70723111155181299.03023111155181309.35323111155181319.677231111551813210.000231111551813310.333231111551813410.667115523111813511.000115523111813611.333115523111813711.667115523111813812.000115523111813912.333115523111814012.667115523111814113.000115523111814213.333115523111814313.667115523111814414.000115523111814514.333115523111814614.667115523111814715.000115523111814815.333115523111814915.667115523111815016.00023111155181第2种情况：库仑土压力(一般情况)［土压力计算］计算高度为10.000(m)处的库仑主动土压力第1破裂角：37.440(度)Ea=419.984Ex=400.546Ey=126.292(kN)作用点高度Zy-3.327(m)

(一)桩身内力计算计算方法：m法背侧一一为挡土侧；面侧一一为非挡土侧。背侧最大弯矩=1319.870(kN-m)距离桩顶13.333(m)面侧最大弯矩=2153.662(kN-m)距离桩顶6.120(m)最大剪力=922.651(kN)距离桩顶10.333(m)最大位移=17(mm)第1道锚索水平拉力=547.159(kN)距离桩顶0.300(m)点号距顶距离 弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)]0.000-0.000-0.000-9.020.00020.3000.091546.252-9.670.00030.623-176.101543.242-10.370.00040.947-350.978538.124-11.060.00051.270-523.860530.898-11.740.00061.593-694.065521.563-12.410.00071.917-860.911510.121-13.050.00082.240-1023.716496.570-13.660.00092.563-1181.684479.848-14.230.000102.887-1333.481458.143-14.770.000113.210-1477.333430.709-15.260.000123.533-1611.389397.547-15.690.000133.857-1733.796358.655-16.080.000144.180-1842.736314.357-16.400.000154.503-1936.684266.385-16.660.000164.827-2014.755216.154-16.860.000175.150-2076.219163.662-16.980.000185.473-2120.346108.909-17.040.000195.797-2146.40451.896-17.020.000206.120-2153.662-7.378-16.930.000216.443-2141.389-68.912-16.760.000226.767-2108.855-132.707-16.530.000237.090-2055.329-198.762-16.220.000247.413-1980.079-267.077-15.840.000257.737-1882.375-337.653-15.390.000268.060-1761.486-410.490-14.870.000278.383-1616.681-485.587-14.300.000288.707-1447.230-562.944-13.670.000299.030-1252.401-642.562-13.000.000309.353-1031.462-724.441-12.280.000319.677-783.685-808.580-11.520.0003210.000-508.337-894.979-10.740.0003310.333-199.985-922.651-9.91-52.8693410.667101.750-873.239-9.08-96.8633511.000382.175-797.701-8.25-132.0403611.333633.551-701.765-7.44-158.6743711.667850.019-590.918-6.65-177.2263812.0001027.496-470.290-5.88-188.3153912.3331163.545-344.565-5.16-192.6704012.6671257.206-217.921-4.48-191.0994113.0001308.826-93.995-3.84-184.4364213.3331319.87024.128-3.25-173.5124313.6671292.740133.894-2.71-159.109

4414.0001230.607233.236-2.22-141.9294514.3331137.250368.549-1.77-268.1124614.667984.907530.273-1.36-221.9594715.000783.734660.440-0.99-172.4874815.333544.614756.824-0.64-119.5844915.667279.185816.921-0.32-62.5305016.0000.000418.7780.000.000（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)]0.0001155231118120.3001155231118130.6232311115518140.9472311115518151.2702311115518161.5932311115518171.9172656132818182.2403177158918192.56336891844181102.88741982099181113.21046382319181123.53350722536181133.85754922746181144.18058302915181154.50361283064181164.82763763188181175.15066353318181185.47367693384181195.79768363418181206.12068363418181216.44368363418181226.76767023351181237.09065703285181247.41363133157181257.73759472974181268.06055472774181278.38351232561181288.70745462273181299.03039161958181309.35332091605181319.677242912141813210.000231111551813310.333231111551813410.667115523111813511.000115523111813611.333115523111813711.667131526301813812.000160532091813912.333180836161814012.667195839161814113.000205841161814213.333207841571814313.66720174035181

4414.000191938391814514.333177235451814614.667152730531814715.000121424291814815.333115523111814915.6671155231118150 16.000 23111155181第3种情况：库仑土压力(地震情况)［土压力计算］计算高度为10.000(e)处的库仑主动土压力第1破裂角：38.940(度)Ea=456.352Ex=435.231Ey=137.228(kN)作用点高度Zy=3.367(m)(-)桩身内力计算计算方法：m法背侧一一为挡土侧；面侧一一为非挡土侧。背侧最大弯矩=1439.521(kN-m)距离桩顶13.333(m)面侧最大弯矩=2268.649(kN-m)距离桩顶6.120(m)最大剪力=977.670(kN) 距离桩顶10.000(m)最大位移=19(mm)第1道锚索水平拉力=588.733(kN)距离桩顶0.300(m)点号距顶距腐(m)i弯矩(kN-m)剪力(kN)位移(mm)土反力(kPa)10.000-0.000-0.000-11.060.00020.3000.097587.763-11.710.00030.623-189.487584.547-12.410.00040.947-377.667579.078-13.100.00051.270-563.715571.357-13.770.00061.593-746.902561.383-14.430.00071.917-926.500549.157-15.070.00082.240-1101.767534.552-15.670.00092.563-1271.668515.231-16.230.000102.887-1434.203488.981-16.750.000113.210-1587.130455.803-17.220.000123.533-1728.209415.697-17.640.000133.857-1855.342369.977-18.000.000144.180-1967.098320.893-18.290.000154.503-2062.591269.383-18.520.000164.827-2141.037215.445-18.680.000175.150-2201.651159.080-18.760.000185.473-2243.647100.287-18.770.000195.797-2266.24139.067-18.700.000206.120-2268.649-24.579-18.550.000216.443-2250.085-90.654-18.330.000226.767-2209.765-159.155-18.030.000237.090-2146.903-230.084-17.650.000247.413-2060.716-303.440-17.200.000257.737-1950.117-379.223-16.680.000268.060-1815.223-457.434-16.090.000278.383-1654.348-538.072-15.440.000288.707-1467.008-621.137-14.740.000299.030-1252.418-706.629-13.980.000309.353-1009.792-794.549-13.180.000319.677-738.348-884.896-12.350.000

3210.000-437.298-977.670-1L490.0003310.333-111.408-959.030-10.59-56.4863410.667202.055-906.292-9.69-103.3233511.000492.787-825.789_&79-140.6263611.333752.581-723.700-7.91-168.7353711.667975.254-605.9167.06-188.1853812.0001156.525-477.924-6.24-199.6693912.3331293.869-344.714-5.46-203.9964012.6671386.334-210.719-4.74-202.0494113.0001434.349-79.779-4.06-194.7384213.3331439.52144.861-3.43-182.9594313.6671404.442160.531-2.86-167.5564414.0001332.500265.087-2.33-149.2814514.3331227.717407.305-L86-281.6854614.6671060.963577.139-L43-232.9634715.000842.958713.709-1.03-180.8864815.333585.157814.760-0.67-125.3284915.667299.784877.736-0.33-65.5075016.0000.000449.6770.000.000(-)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)10.0001155231118120.3001155231118130.6232311115518140.9472311115518151.2702311115518161.5932311115518171.9172877143818182.2403441172018192.56339951997181102.88745012251181113.21050222511181123.53354382719181133.85758882944181144.18062513125181154.50365703285181164.82768363418181175.15070433522181185.47371853593181195.79772573628181206.12072573628181216.44371853593181226.76770433522181237.09068363418181247.41365703285181257.73761893094181268.06057722886181278.38352262613181288.70745922296181299.03039161958181309.35331461573181319.677231111551813210.0003310.3333410.6673511.0003611.3333711.6673812.0003912.3334012.6674113.0004213.3334313.6674414.0004514.3334614.6674715.0004815.3334915.6675016.00023111155181231111551811155231118111552311181116723341811512302318118083616181201740351812184436918122514501181225145011812206441218120784157181191938391811653330618113022604181115523111811155231118123111155181第3种情况库仑土压力（地震情况）内力计算球1.2计算项目：抗滑桩锚杆设计原始条件：锚杆号锚杆类型竖向间距入射角锚固体 水平预加直径(mm)力(kN)130 350.000水平刚度筋浆强度(m)1 锚索 0.30(°)20.00(MN/m)20.39fb(kPa)2100.00锚杆设计条件：锚杆自由长度计算参数：嵌入点到土压力零点t(m)1.000土体破裂角计算值(度)62.50土体破裂角采用值(度)62.50锚杆控制参数：边坡工程重要性系数1.0锚杆所在岩土类型土层锚固体与土粘结系数1.00锚杆钢筋等级HRB335锚杆钢筋抗拉系数0.69锚杆材料弹模(10,5MPa)1.95筋浆粘结强度系数0.60锚索类型1X7锚杆荷载分项系数1.30锚索钢筋强度(MPa)1320.00自由长超过破裂面长(m)1.0锚索材料弹模(10~5MPa)1.95自由构造长度(m)4.0注浆体弹模(10"4MPa)3.00锚固构造长度(m)5.0锚杆水平内力取值：内力取值工况号锚杆号锚杆最大内力①(kN)1 388.74③库仑土压力(地震情况)锚杆最大 锚杆最大内力②(kN)内力③(kN)547.16 588.73锚杆内力 锚杆内力设计值(kN) 实用值(kN)765.35 765.35锚杆1锚杆设计结果：支护钢筋或类型 钢绞线配箭锚索 7sl5.2自由段长度।计算值(由)7.5锚固段长度计算值(m)15.0自由段长度实用值(m)7.5锚固段长度实配[计算]实用值(m)面积(mm2)15.5 980.0[894.2]锚杆刚度(MN/m)18.222、抗滑动桩验算2.1计算项目：抗滑桩9m原始条件:t70ijnt70ijn墙身尺寸：桩总长：14.500(m)嵌入深度：5.500(m)截面形状：圆桩桩径：1.200(m)桩间距：3.000(m)嵌入段土层数：2桩底支承条件：钱接计算方法：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1 5.40022.00035.00100.0016.0001.0002 5.00024.50055.00180.0035.0001.000初始弹性系数A:0.000(MN/m3)初始弹性系数Al:90.000(MN/m3)桩前滑动土层厚：0.000(m)锚杆(索)参数：锚杆道数：1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)1锚索0.300 22.640 20.00 130 350.00 2100.00物理参数：桩混凝土强度等级：C30桩纵筋合力点到外皮距离：50(mm)桩纵筋级别：HRB400桩箍筋级别：HRB335桩箍筋间距：150(mm)桩配筋形式：纵筋非均匀配筋桩拉区纵筋配筋范围：90.000(度)桩压区，拉区纵筋比:0.500挡土墙类型：抗震区挡土墙墙后填土内摩擦角：35.000(度)墙背与墙后填土摩擦角：17.500(度)墙后填土容重：21.000(kN/m3)横坡角以上填土的土摩阻力(kPa):30.00横坡角以下填土的土摩阻力(kPa):120.00地震烈度：设计烈度7度水上地震角：1.50水下地震角：2.50水平地震系数：0.10重要性修正系数：1.00综合影响系数：0.25坡线与滑坡推力：坡面线段数：4折线序号水平投影长(m)竖向投影长(m)17.7004.50021.2002.40038.9000.20045.0002.500地面横坡角度：35.000(度)墙顶标高：0.000(m)参数名称参数值推力分布类型梯形梯形荷载(ql/q2)0.500桩后剩余下滑力水平分力350.000(kN/m)桩后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—2002》注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.200第1种情况：滑坡推力作用情况［桩身所受推力计算］假定荷载梯形分布桩后：上部=77.778(kN/m)下部=155.556(kN/m)桩前：上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=0.000(m)(-)桩身内力计算计算方法：m法背侧一为挡土侧：面侧一为非挡土侧。背侧最大弯矩=820.310(kN-m)距离桩顶11.895(m)面侧最大弯矩=1507.433(kN-m)距离桩顶5.230(m)最大剪力=645.161(kN)距离桩顶9.000(m)最大位移=14(nun)第1道锚索水平拉力：=614.839(kN)距离桩顶0.300(m)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)]0.0000.0000.000-11.390.00020.3004.247586.373-11.700.00030.590-161.704557.968-12.000.00040.880-319.290528.691-12.290.00051.170-468.260498.541-12.580.00061.460-608.360467.520-12.850.000

71.750-739.337435.626-13.100.00082.040-860.939402.861-13.340.00092.330-972.912369.223-13.550.000102.620-1075.004334.713-13.740.000112.910-1166.961299.331-13.890.000123.200-1248.531263.076-14.020.000133.490-1319.461225.950-14.110.000143.780-1379.498187.951-14.160.000154.070-1428.389149.081-14.170.000164.360-1465.881109.338-14.150.000174.650-1491.72168.723-14.080.000184.940-1505.65627.236-13.980.000195.230-1507.433-15.124-13.830.000205.520-1496.799-58.355-13.640.000215.810-1473.502-102.459-13.410.000226.100-1437.289-147.435-13.140.000236.390-1387.906-193.283-12.830.000246.680-1325.101-240.003-12.480.000256.970-1248.620-287.595-12.100.000267.260-1158.211-336.059-11.680.000277.550-1053.622-385.396-11.230.000287.840-934.598-435.604-10.750.000298.130-800.886-486.685-10.240.000308.420-652.236-538.638-9.710.000318.710-488.392-591.463-9.170.000329.000-309.103-645.161-8.610.000339.289-122.346-634.487-8.04-37.246349.57958.232-603.978-7.47-69.212359.868227.326-556.654-6.90-95.9203610.158380.506-495.499-6.34-117.4773710.447514.194-423.412-5.79-134.0663810.737625.639-343.171-5.25-145.9313911.026712.872-257.399-4.73-153.3664011.316774.659-168.541-4.23-156.6984111.605810.448-78.852-3.75-156.2664211.895820.3109.608-3.29-152.4104312.184804.88694.969-2.85-145.4514412.474765.328175.535-2.44-135.678