丰谷制曲边坡计算书报审

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西北有色勘测工程公司二o一—年七月

1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

2一、抗滑桩设计计算书11、抗滑动桩验算131.1计算项目：抗滑桩10m131.2计算项目：抗滑桩锚杆设计212、抗滑动桩验算222.1计算项目：抗滑桩9m222.2计算项目：抗滑桩锚杆设计313、抗滑动桩验算323.1计算项目：抗滑桩8nl323.2计算项目：抗滑桩锚杆设计414、抗滑动桩验算424.1计算项目：抗滑桩7m424.2计算项目：抗滑桩锚杆设计515、抗滑动桩验算525.1计算项目：抗滑桩6m525.2计算项目：抗滑桩锚杆设计616、抗滑动桩验算626.1计算项目：抗滑桩5.6m626.2计算项目：抗滑桩锚杆设计717、抗滑动桩验算727.1计算项目：抗滑桩5.0m727.2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821.1计算项目：衡重式挡土墙A-6.0m822.2计算项目：衡重式挡土墙A-5.0m903.3计算项目：衡重式挡土墙A-4.5m984.4计算项目：衡重式挡土墙A-4.0m1062、B型挡土墙设计计算书.....11215.1计算项目：衡重式挡土墙B型1213、C型挡土墙设计计算书1306.1计算项目：衡重式挡土墙C-5.6m1307.2计算项目：衡重式挡土墙C-5.0m1388.3计算项目：衡重式挡土墙C-4.0m1469.4计算项目：衡重式挡土墙C-3.0m154三、排水沟断面设计1612、计算项目：渠道水力学计算21633、计算项目：渠道水力学计算3164

3一、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)13.0003.00026.0005.00036.0002.00048.0000.500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)

4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)

5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)

613.4002.26025.00010.000

710.10010.00040.00013.000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:

8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)16.0002.00025.00010.00024.9003.00025.00010.00032.4003.00040.00013.00043.0004.00040.00013.000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=0.785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)

9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)

10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:

11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)

12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

13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)

14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)滑床反力R=29.914(kN)滑面抗滑力本块剩余下滑力=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

1512.0000.000023.4501.160031.9001.6500水面线段数：3,起始点标高3.000(m)段号投影Dx(m)投影Dy(m)12.0001.00025.0001.80036.0003.000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)10.6000.50025.00010.00021.0001.30025.00010.00031.0001.00040.00013.00043.0002.00040.00013.000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=0.960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)

16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)

17二、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)

18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(度)墙顶标高：0.000(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)0.000-1.55土反力(kPa)0.000第1道锚索水平拉力=388.736(kN)点号距顶距离弯矩(m)(kN-m)10.0000.000

1920.3003.240367.136-1.900.00030.623-111.704343.856-2.280.00040.947-219.120320.576-2.660.00051.270-319.009297.296-3.030.00061.593-411.371274.016-3.390.00071.917-496.206250.736-3.730.00082.240-573.513227.456-4.060.00092.563-643.294204.176-4.370.000102.887-705.547180.896-4.660.000113.210-760.273157.616-4.920.000123.533-807.471134.336-5.150.000133.857-847.143111.056-5.360.000144.180-879.28787.776-5.540.000154.503-903.90564.496-5.690.000164.827-920.99541.216-5.810.000175.150-930.55717.936-5.900.000185.473-932.593-5.344-5.950.000195.797-927.101-28.624-5.980.000206.120-914.082-51.904-5.970.000216.443-893.536-75.184-5.930.000226.767-865.463-98.464-5.860.000237.090-829.863-121.744-5.760.000247.413-786.735-145.024-5.630.000257.737-736.080-168.304-5.480.000268.060-677.898-191.584-5.300.000278.383-612.189-214.864-5.090.000288.707-538.953-238.144-4.870.000299.030-458.189-261.424-4.630.000309.353-369.898-284.704-4.370.000319.677-274.080-307.984-4.100.0003210.000-170.735-331.264-3.820.0003310.333-60.313-325.065-3.52-18.7883410.66745.975-307.511-3.23-34.4043511.000144.694-280.689-2.93-46.8753611.333233.101-246.640-2.64-56.3033711.667309.121-207.317-2.36-62.8573812.000371.312-164.543-2.09-66.7593912.333418.816-119.983-1.83-68.2734012.667451.301-75.116-1.59-67.6864113.000468.894-31.231-1.36-65.2984213.333472.12110.581-1.15-61.4054313.667461.84049.419-0.96-56.2854414.000439.17584.555-0.78-50.1884514.333405.470132.393-0.62-94.7764614.667350.913189.554-0.48-78.4374715.000279.101235.547-0.35-60.9384815.333193.882269.596-0.23-42.2404915.66799.370290.823-0.11-22.0845016.0000.000149.0550.000.000（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

2020.3001155231118130.6232311115518140.9472311115518151.2702311115518161.5932311115518171.9172311115518182.2402311115518192.56323111155181102.88723111155181113.21023571179181123.53325021251181133.85726301315181144.18027371368181154.50327921396181164.82728481424181175.15028771438181185.47329051453181195.79728771438181206.12028481424181216.44327641382181226.76726831341181237.09025781289181247.41324291214181257.73723111155181268.06023111155181278.38323111155181288.70723111155181299.03023111155181309.35323111155181319.677231111551813210.000231111551813310.333231111551813410.667115523111813511.000115523111813611.333115523111813711.667115523111813812.000115523111813912.333115523111814012.667115523111814113.000115523111814213.333115523111814313.667115523111814414.000115523111814514.333115523111814614.667115523111814715.000115523111814815.333115523111814915.667115523111815016.00023111155181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)

21(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

224414.0001230.607233.236-2.22-141.9294514.3331137.250368.549-1.77-268.1124614.667984.907530.273-1.36-221.9594715.000783.734660.440-0.99-172.4874815.333544.614756.824-0.64-119.5844915.667279.185816.921-0.32-62.5305016.0000.000418.7780.000.000（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

234414.000191938391814514.333177235451814614.667152730531814715.000121424291814815.333115523111814915.667115523111815016.00023111155181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

243210.000-437.298-977.670-1L490.0003310.333-111.408-959.030-10.59-56.4863410.667202.055-906.292-9.69-103.3233511.000492.787-825.789_&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)10.0001155231118120.3001155231118130.6232311115518140.9472311115518151.2702311115518161.5932311115518171.9172877143818182.2403441172018192.56339951997181102.88745012251181113.21050222511181123.53354382719181133.85758882944181144.18062513125181154.50365703285181164.82768363418181175.15070433522181185.47371853593181195.79772573628181206.12072573628181216.44371853593181226.76770433522181237.09068363418181247.41365703285181257.73761893094181268.06057722886181278.38352262613181288.70745922296181299.03039161958181309.35331461573181319.67723111155181

253210.0003310.3333410.6673511.0003611.3333711.6673812.0003912.3334012.6674113.0004213.3334313.6674414.0004514.3334614.6674715.0004815.3334915.6675016.00023111155181231111551811155231118111552311181116723341811512302318118083616181201740351812184436918122514501181225145011812206441218120784157181191938391811653330618113022604181115523111811155231118123111155181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

26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)130350.000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)1388.74③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)547.16588.73锚杆内力锚杆内力设计值(kN)实用值(kN)765.35765.35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)15.5980.0[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:t70ijn

27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15.40022.00035.00100.0016.0001.00025.00024.50055.00180.0035.0001.000初始弹性系数A:0.000(MN/m3)初始弹性系数Al: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0.30022.64020.00130350.002100.00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):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)

28(-)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

2971.750-739.337435.626-13.100.00082.040-860.939402.861-13.340.00092.330-972.912369.223-13.550.000102.620-1075.004334.713-13.740.000112.910-1166.961299.331-13.890.000123.200-1248.531263.076-14.020.000133.490-1319.461225.950-14.110.000143.780-1379.498187.951-14.160.000154.070-1428.389149.081-14.170.000164.360-1465.881109.338-14.150.000174.650-1491.72168.723-14.080.000184.940-1505.65627.236-13.980.000195.230-1507.433-15.124-13.830.000205.520-1496.799-58.355-13.640.000215.810-1473.502-102.459-13.410.000226.100-1437.289-147.435-13.140.000236.390-1387.906-193.283-12.830.000246.680-1325.101-240.003-12.480.000256.970-1248.620-287.595-12.100.000267.260-1158.211-336.059-11.680.000277.550-1053.622-385.396-11.230.000287.840-934.598-435.604-10.750.000298.130-800.886-486.685-10.240.000308.420-652.236-538.638-9.710.000318.710-488.392-591.463-9.170.000329.000-309.103-645.161-8.610.000339.289-122.346-634.487-8.04-37.246349.57958.232-603.978-7.47-69.212359.868227.326-556.654-6.90-95.9203610.158380.506-495.499-6.34-117.4773710.447514.194-423.412-5.79-134.0663810.737625.639-343.171-5.25-145.9313911.026712.872-257.399-4.73-153.3664011.316774.659-168.541-4.23-156.6984111.605810.448-78.852-3.75-156.2664211.895820.3109.608-3.29-152.4104312.184804.88694.969-2.85-145.4514412.474765.328175.535-2.44-135.6784512.763703.260249.761-2.05-123.3304613.053620.730316.224-1.67-108.5884713.342520.183373.582-1.32-91.5624813.632404.446420.537-0.98-72.2854913.921276.714455.783-0.64-50.7045014.211140.571477.961-0.32-26.6845114.5000.000242.8040.000.000(-)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)]0.0001155231118120.3001155231118130.5902311115518140.8802311115518151.17023111155181

3061.4602311115518171.7502311115518182.0402656132818192.33030231512181102.62033401670181112.91036521826181123.20039161958181133.49041162058181143.78043262163181154.07045012251181164.36045922296181174.65046842342181184.94047312365181195.23047312365181205.52047312365181215.81046382319181226.10045012251181236.39043692184181246.68041572078181256.97039161958181267.26036161808181277.55032741637181287.84029051453181298.13024781239181308.42023111155181318.71023111155181329.00023111155181339.28923111155181349.57911552311181359.868115523111813610.158115523111813710.447115523111813810.737115523111813911.026115523111814011.316120224051814111.605125125021814211.895127625531814312.184125125021814412.474117923571814512.763115523111814613.053115523111814713.342115523111814813.632115523111814913.921115523111815014.211115523111815114.50023111155181第2种情况：库仑土压力(一般情况)［土压力计算］计算高度为9.000(m)处的库仑主动土压力第1破裂角：38.258(度)Ea=378.628Ex=361.104Ey=113.856(kN)作用点高度Zy=3.011(m)(一)桩身内力计算计算方法：m法

31背侧一为挡土侧：面侧一为非挡土侧。背侧最大弯矩=762.315(kN-m)距离桩顶12,184(m)面侧最大弯矩=1863.562(kN-m)距离桩顶5.810(m)最大剪力=771.809(kN)距离桩顶9.000(m)最大位移=13(mm)第1道锚索水平拉力=525.268(kN)距离桩顶0.300(m)点号距顶距离(m)5弯矩(kN-m)剪力(kN)位移(mm)土反力(kPa)10.0000.0000.000-7.220.00020.3000.142523.853-7.740.00030.590-151.251519.792-8.250.00040.880-301.082513.086-8.750.00051.170-448.585503.734-9.250.00061.460-592.992491.735-9.730.00071.750-733.536477.091-10.190.00082.040-869.449459.801-10.640.00092.330-999.964439.864-11.060.000102.620-1124.314417.282-11.460.000112.910-1241.732392.053-11.820.000123.200-1351.449364.179-12.150.000133.490-1452.700333.658-12.440.000143.780-1544.715300.492-12.690.000154.070-1626.729264.679-12.900.000164.360-1697.974226.221-13.060.000174.650-1757.682185.116-13.180.000184.940-1805.085141.366-13.250.000195.230-1839.41894.969-13.270.000205.520-1859.58642.559-13.240.000215.810-1863.562-15.439-13.160.000226.100-1850.458-75.231-13.030.000236.390-1819.754-136.817-12.840.000246.680-1770.930-200.196-12.610.000256.970-1703.467-265.370-12.320.000267.260-1616.843-332.337-11.990.000277.550-1510.538-401.098-11.620.000287.840-1384.032-471.652-11.200.000298.130-1236.806-544.001-10.750.000308.420-1068.338-618.143-10.260.000318.710-878.109-694.080-9.740.000329.000-665.599-771.809-9.200.000339.289-442.180-760.337-8.64-40.034349.579-225.404-727.434-8.07-74.778359.868-21.035-676.158-7.50-104.1463610.158166.056-609.585-6.92-128.1553710.447331.883-530.756-6.34-146.9143810.737473.336-442.625-5.78-160.6113911.026588.140-348.023-5.23-169.4974011.316674.823-249.623-4.69-173.8664111.605732.659-149.920-4.18-174.0404211.895761.619-51.225-3.68-170.3494312.184762.31544.337-3.20-163.1104412.474735.950134.817-2.75-152.6134512.763684.264218.417-2.31-139.1054613.053609.498293.466-1.89-122.773

324713.342514.363358.377-1.49-103.7344813.632402.017411.613-1.11-82.0274913.921276.060451.629-0.73-57.6075014.211140.547476.832-0.36-30.3385114.5000.000242.7630.000.000(-)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)10.0001155231118120.3001155231118130.5902311115518140.8802311115518151.1702311115518161.4602311115518171.7502311115518182.0402710135518192.33031151557181102.62035101755181112.91038771939181123.20042402120181133.49045462273181143.78048742437181154.07051232561181164.36053842692181174.65055472774181184.94057152858181195.23058302915181205.52058882944181215.81058882944181226.10058882944181236.39057722886181246.68056032801181256.97053842692181267.26051232561181277.55047312365181287.84043262163181298.13038771939181308.42033401670181318.71027371368181329.00023111155181339.28923111155181349.57923111155181359.868231111551813610.158115523111813710.447115523111813810.737115523111813911.026115523111814011.316115523111814111.605115523111814211.895117923571814312.184117923571814412.474115523111814512.76311552311181

334613.053115523111814713.342115523111814813.632115523111814913.921115523111815014.211115523111815114.50011552311181第3种情况：库仑土压力(地震情况)［土压力计算］计算高度为9.000(m)处的库仑主动土压力第1破裂角：39.369(度)Ea=412.747Ex=393.643Ey=124.115(kN)作用点高度Zy=3.046(m)(一)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=879.243(kN-m)距离桩顶11.895(m)面侧最大弯矩=2013.415(kN-m)距离桩顶5.520(m)最大剪力=845.368(kN)距离桩顶9.000(m)最大位移=15(mm)第1道锚索水平拉力=574.042(kN)距离桩顶0.300(m)点号距顶距离(m)；弯矩(kN-m)剪力(kN)位移(mm)土反力(kPa)10.0000.000-0.000-9.370.00020.3000.157572.474-9.900.00030.590-165.280567.979-10.410.00040.880-328.988560.553-10.910.00051.170-490.117550.197-11.410.00061.460-647.819536.912-11.890.00071.750-801.243520.697-12.360.00082.040-949.540501.552-12.800.00092.330-1091.860479.477-13.220.000102.620-1227.353454.472-13.610.000112.910-1355.170426.538-13.960.000123.200-1474.462395.673-14.280.000133.490-1584.378361.879-14.560.000143.780-1684.068325.155-14.790.000154.070-1772.684285.501-14.980.000164.360-1849.375242.917-15.110.000174.650-1913.293197.403-15.200.000184.940-1963.224145.212-15.230.000195.230-1996.92086.855-15.210.000205.520-2013.41526.590-15.140.000215.810-2012.158-35.582-15.010.000226.100-1992.594-99.661-14.820.000236.390-1954.170-165.648-14.580.000246.680-1896.333-233.542-14.290.000256.970-1818.531-303.344-13.940.000267.260-1720.209-375.054-13.540.000277.550-1600.815-448.671-13.100.000287.840-1459.796-524.195-12.610.000298.130-1296.598-601.627-12.080.000308.420-1110.668-680.966-11.520.000318.710-901.453-762.213-10.920.000329.000-668.400-845.368-10.300.000

34339.289-423.688-832.536-9.67-44.777349.579-186.406-795.760-9.02-83.549359.86837.015-738.503-8.37-116.2463610.158241.149-664.23571-142.9083710.447421.573-576.374-7.07-163.6773810.737574.840-478.233-6.43-178.7813911.026698.444-372.974-5.81-188.5164011.316790.772-263.576-5.21-193.2234111.605851.041-152.814-4.64-193.2724211.895879.243-43.252-4.08-189.0404312.184876.08162.762-3.55-180.8894412.474842.907163.075-3.04-169.1464512.763781.669255.708-2.56-154.0924613.053694.866338.823-2.10-135.9354713.342585.509410.682-L65-114.8104813.632457.103469.593-1.22-90.7574913.921313.639513.863-0.81-63.7225014.211159.603541.740-0.40-33.5545114.500-0.000275.6780.000.000（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)10.0001155231118120.3001155231118130.5902311115518140.8802311115518151.1702311115518161.4602311115518171.7502478123918182.0402964148218192.33034071703181102.62038391919181112.91042402120181123.20046382319181133.49049722486181143.78053312665181154.07056032801181164.36058882944181174.65060673033181184.94062513125181195.23063763188181205.52063763188181215.81063763188181226.10063133157181236.39061893094181246.68060073003181256.97057722886181267.26054382719181277.55050722536181287.84045922296181298.13040752037181308.42034751738181318.71027921396181

35329.00023111155181339.28923111155181349.57923111155181359.868115523111813610.158115523111813710.447115523111813810.737115523111813911.026115523111814011.316122724531814111.605131526301814211.895136827371814312.184135527101814412.474130226041814512.763121424291814613.053115523111814713.342115523111814813.632115523111814913.921115523111815014.211115523111815114.50023111155181第3种情况」轮土压力（地震情况）ZX京A宜X33D32.2计算项目：抗滑桩锚杆设计

36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水平刚度筋浆强度(m)1锚索0.30(°)20.00直径(mm)力(kN)(MN/m)130350.00022.64fb(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(l(T5MPa)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①滑坡推力作用情况锚杆号锚杆最大锚杆最大锚杆最大锚杆内力锚杆内力内力①(kN)内力②(kN)内力③(kN)设计值(kN)实用值(kN)1614.84525.27574.04799.29799.29锚杆设计结果:T1护型索支类锚钢筋或自由段长度锚固段长度自由段长度锚固段长度实配［计算］锚杆刚度钢绞线配筋计算值(巾)计算值(m)实用值(m)实用值(m)面积(mm2)(MN/m)7sl5.27.015.57.016.0980.0［933.9119.263、抗滑动桩验算3.1计算项目：抗滑桩8m原始条件:

37墙身尺寸：桩总长：13.000(m)嵌入深度：5.000(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：钱接计算方法:土层序号压力调整系数12M法土层厚(m)5.4005.000重度(kN/m3)内摩擦角(度)士摩阻力(kPa)22.00024.50035.0055.00100.00180.0016.00035.000被动土1.0001.000初始弹性系数A:0.000(MN/m3)初始弹性系数Al:80.000(MN/m3)桩前滑动土层厚：0.000(m)锚杆(索)参数：锚杆道数：1锚杆号锚杆类型锚索竖向间距(m)0.300水平刚度(MN/m)17.510入射角(度)20.00锚固体水平预加筋浆强度直径(nun)130力(kN)fb(kPa)300.002100.00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:桩箍筋级别:桩箍筋间距:桩配筋形式:HRB400HRB335150(mm)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：30.000(度)墙背与墙后填土摩擦角：15.000(度)墙后填土容重：20.500(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

38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)18.2004.50026.0000.20031.0002.300410.0000.500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矩形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］假定荷载矩形分布：桩后：上部=131.250(kN/m)下部=131.250(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=854.243(kN-m)距离桩顶10.368(m)面侧最大弯矩=1195.572(kN-m)距离桩顶4.283(m)最大剪力=615.609(kN)距离桩顶0.300(m)最大位移=21(nun)第1道锚索水平拉力：=662.859(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)10.0000.0000.000-20.840.00020.3007.088615.609-20.720.00030.566-150.815573.790-20.620.00040.831-297.615531.971-20.510.00051.097-433.310490.152-20.390.00061.362-557.902448.333-20.270.00071.628-671.391406.514-20.130.00081.893-773.775364.695-19.980.00092.159-865.056322.876-19.800.000

39102.424-945.233281.057-19.610.000112.690-1014.307239.238-19.400.000122.955-1072.277197.419-19.160.000133.221-1119.143155.600-18.900.000143.486-1154.906113.781-18.610.000153.752-1179.56571.962-18.300.000164.017-1193.12030.143-17.960.000174.283-1195.572-11.676-17.590.000184.548-1186.920-53.495-17.190.000194.814-1167.165-95.314-16.770.000205.079-1136.305-137.133-16.320.000215.345-1094.343-178.952-15.840.000225.610-1041.276-220.771-15.340.000235.876-977.106-262.590-14.810.000246.141-901.832-304.409-14.270.000256.407-815.454-346.228-13.700.000266.672-717.973-388.046-13.110.000276.938-609.388-429.865-12.500.000287.203-489.700-471.684-11.880.000297.469-358.908-513.503-11.250.000307.734-217.012-555.322-10.620.000318.000-64.012-597.141-9.970.000328.26393.130-586.903-9.33-39.300338.526244.884-557.584-8.70-73.235348.789386.595-511.963-8.07-101.876359.053514.338-452.766-7.44-125.346369.316624.893-382.642-6.83-143.816379.579715.728-304.142-6.23-157.495389.842784.968-219.701-5.65-166.6223910.105831.360-131.623-5.09-171.4544010.368854.243-42.078-4.55-172.2544110.632853.50746.901-4.02-169.2814210.895829.559133.411-3.51-162.7784311.158783.290215.670-3.03-152.9614411.421716.048291.996-2.56-140.0104511.684629.608360.793-2.10-124.0584611.947526.157420.518-1.67-105.1874712.211408.283469.654-1.24-83.4184812.474278.971506,683-0.82-58.7114912.737141.608530.045-0.41-30.9615013.0000.000269.0550.000.000(-)桩身配筋计算点号距顶距离(m)面侧纵筋(mm2)背侧纵筋(mm2)箍筋(mm2)10.0001155231118120.3001155231118130.5662311115518140.8312311115518151.0972311115518161.3622311115518171.6282311115518181.89324051202181

4092.15926831341181102.42429341467181112.69031461573181122.95533401670181133.22134751738181143.48636161808181153.75236891844181164.01737261863181174.28337261863181184.54837261863181194.81436521826181205.07935451772181215.34534071703181225.61032411621181235.87630531527181246.14127921396181256.40725271264181266.67223111155181276.93823111155181287.20323111155181297.46923111155181307.73423111155181318.00023111155181328.26311552311181338.52611552311181348.78911552311181359.05311552311181369.31611552311181379.57911552311181389.842121424291813910.105128925781814010.368132826561814110.632132826561814210.895128925781814311.158121424291814411.421115523111814511.684115523111814611.947115523111814712.211115523111814812.474115523111814912.737115523111815013.00023111155181第2种情况：库仑土压力(一般情况)［土压力计算］计算高度为8.000(m)处的库仑主动土压力第1破裂角：40.117(度)Ea=332.171Ex=320.853Ey=85.972(kN)作用点高度Zy=2.765(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=527.752(kN-m)距离桩顶10.895(m)面侧最大弯矩=1502.224(kN-m)距离桩顶5.079(m)最大剪力=632.090(kN)距离桩顶8.000(m)

41最大位移二13(mm)第1道锚索水平拉力二488.593(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)]0.0000.0000.000-10.520.00020.3000.172486.877-10.770.00030.566-128.580482.495-10.990.00040.831-255.812475.424-11.210.00051.097-380.809465.665-11.420.00061.362-502.858453.217-11.630.00071.628-621.245438.081-11.820.00081.893-735.256420.256-11.990.00092.159-844.178399.743-12.160.000102.424-947.295376.540-12.300.000112.690-1043.896350.650-12.420.000122.955-1133.265322.071-12.510.000133.221-1214.688290.803-12.580.000143.486-1287.453256.846-12.620.000153.752-1350.845220.201-12.630.000164.017-1404.150180.868-12.610.000174.283-1446.654138.846-12.560.000184.548-1477.64494.135-12.470.000194.814-1496.40546.736-12.350.000205.079-1502.224-3.352-12.200.000215.345-1494.409-55.873-12.010.000225.610-1472.391-110.227-11.790.000235.876-1435.744-166.067-11.530.000246.141-1384.072-223.395-11.240.000256.407-1316.981-282.210-10.920.000266.672-1234.077-342.512TO.560.000276.938-1134.964-404.302-10.180.000287.203-1019.247-467.578-9.780.000297.469-886.532-532.342-9.340.000307.734-736.424-598.593-8.890.000318.000-571.558-632.090-8.420.000328.263-405.218-623.372-7.95-33.462338.526-243.467-598.286-7.46-62.828348.789-90.331-558.985-6.97-88.027359.05350.736-507.642-6.47-109.047369.316176.849-446.424-5.98-125.930379.579285.696-377.465-5.49-138.761389.842375.515-302.844-5.01-147.6623910.105445.087-224.570-4.54-152.7844010.368493.710-144.569-4.07-154.2914110.632521.176-64.679-3.62-152.3584210.895527.75213.351-3.18-147.1524311.158514.14987.858-2.75-138.8324411.421481.511157.251-2.33-127.5294511.684431.386220.006-1.92-113.3474611.947365.718274.638-1.53-96.3524712.211286.839319.688-1.14-76.5674812.474197.462353.696-0.75-53.9684912.737100.684375.177-0.38-28.4855013.0000.000191.2990.000.000

42（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)]0.0001155231118120.3001155231118130.5662311115518140.8312311115518151.0972311115518161.3622311115518171.6282311115518181.8932311115518192.15926041302181102.42429341467181112.69032411621181122.95535451772181133.22138011900181143.48640352017181153.75242402120181164.01744122206181174.28345462273181184.54846382319181194.81447312365181205.07947312365181215.34546842342181225.61046382319181235.87645012251181246.14143262163181256.40741162058181266.67238771939181276.93835451772181287.20331771589181297.46927371368181307.73423111155181318.00023111155181328.26323111155181338.52623111155181348.78923111155181359.05311552311181369.31611552311181379.57911552311181389.842115523111813910.105115523111814010.368115523111814110.632115523111814210.895115523111814311.158115523111814411.421115523111814511.684115523111814611.947115523111814712.211115523111814812.474115523111814912.73711552311181

435013.00023111155181第3种情况：库仑土压力(地震情况)［土压力计算］计算高度为8.000(m)处的库仑主动土压力第1破裂角：41.360(度)Ea=357.045Ex=344.879Ey=92.410(kN)作用点高度Zy=2.795(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=614.868(kN-m)距离桩顶10.895(m)面侧最大弯矩=1619.286(kN-m)距离桩顶5.079(m)最大剪力=71L263(kN)距离桩顶8.000(m)最大位移=15(mm)第1道锚索水平拉力=530.300(kN)距离桩顶0.300(m)点号距顶距离(m)；弯矩(kN-m)剪力(kN)位移(mm)土反力(kPa)10.000-0.0000.000-12.920.00020.3000.189528.414-13.150.00030.566-139.541523.599-13.360.00040.831-277.599515.830-13.560.00051.097-413.203505.106-13.750.00061.362-545.566491.428-13.940.00071.628-673.906474.795-14.110.00081.893-797.438455.208-14.270.00092.159-915.376432.667-14.410.000102.424-1026.937407.172-14.520.000112.690-1131.337378.722-14.620.000122.955-1227.790347.318-14.680.000133.221-1315.513312.959-14.720.000143.486-1393.721275.646-14.730.000153.752-1461.629235.379-14.710.000164.017-1518.454192.158-14.650.000174.283-1563.410145.982-14.560.000184.548-1595.71496.852-14.430.000194.814-1614.58044.767-14.270.000205.079-1619.286-9.582-14.070.000215.345-1609.353-65.505-13.830.000225.610-1584.362-123.002-13.550.000235.876-1543.895-182.072-13.240.000246.141-1487.536-242.715-12.890.000256.407-1414.866-304.931-12.500.000266.672-1325.468-368.720-12.090.000276.938-1218.924-434.082-11.640.000287.203-1094.816-501.018-11.170.000297.469-952.727-569.526-10.670.000307.734-792.239-639.608-10.150.000318.000-612.934-711.263-9.610.000328.263-425.760-701.326-9.06-38.141338.526-243.815-672.741-8.50-71.578348.789-71.685-627.978-7.94-100.241359.05386.699-569.525-7.37-124.124369.316228.065-499.859-6.81-143.281379.579349.783-421.415-6.25-157.818

44389.842449.862-336.562-5.70-167.8803910.105526.921-247.587-5.16-173.6424010.368580.171-156.678-4.63-175.2994110.632609.384-65.924-4.11-173.0504210.895614.86822.692-3.61-167.0934311.158597.440107.285-3.12-157.6054411.421558.402186.054-2.64-144.7424511.684499.517257.273-2.18-128.6224611.947422.995319.263-1.73-109.3204712.211331.484370.373-1.29-86.8614812.474228.062408.952-0.86-61.2194912.737116.246433.318-0.43-32.3115013.000-0.000220.8680.000.000（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)10.0001155231118120.3001155231118130.5662311115518140.8312311115518151.0972311115518161.3622311115518171.6282311115518181.8932478123918192.15928481424181102.42432091605181112.69035451772181122.95538391919181133.22141162058181143.48643692184181153.75245922296181164.01747782389181174.28349232461181184.54850222511181194.81450722536181205.07951232561181215.34550722536181225.61049722486181235.87648742437181246.14146842342181256.40744572228181266.67241572078181276.93838011900181287.20334071703181297.46929641482181307.73424531227181318.00023111155181328.26323111155181338.52623111155181348.78923111155181359.05311552311181369.31611552311181

45379.579389.8423910.1054010.3684110.6324210.8954311.1584411.4214511.6844611.9474712.2114812.4744912.7375013.0001155231118111552311181115523111811155231118111552311181115523111811155231118111552311181115523111811155231118111552311181115523111811155231118123111155181第3种情况：库仑土压力(地震情况)3.1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(m)入射角(0)锚固体直径(mm)水平预加力(kN)水平刚度(MN/m)筋浆强度fb(kPa)1锚索0.3020.00130300.00017.512100.00锚杆设计条件:

46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)58.19土体破裂角采用值(度)58.19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(1模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①滑坡推力作用情况锚杆号锚杆最大锚杆最大锚杆最大锚杆内力锚杆内力内力①(kN)内力②(kN)内力③(kN)设计值(kN)实用值(kN)1662.86488.59530.30861.72861.72锚杆设计结果:锚杆支护钢筋或自由段长度锚固段长度自由段长度锚固段长度实配［计算］锚杆刚度1,1.类型钢绞线配筋计算值(m)计算值(m)实用值(m)实用值(m)面积(mm2)(MN/m)1锚索8sl5.27.016.07.016.01120.0[1006.8]21.434、抗滑动桩验算4.1计算项目：抗滑桩7m原始条件:墙身尺寸：桩总长：12.000(m)嵌入深度：5.000(m)截面形状：圆桩

47桩径：1.000(m)桩间距：3.000(m)嵌入段土层数：3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12.00020.00030.0030.008.0001.00022.80022.00035.00100.0016.0001.00035.00024.50055.00180.0035.0001.000初始弹性系数A:0.000(MN/m3)初始弹性系数Al:70.000(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0.30022.56020.00130200.002100.00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：200(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：30.000(度)墙背与墙后填土摩擦角：15.000(度)墙后填土容重：20.000(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):100.00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：2折线序号水平投影长(m)竖向投影长(m)117.0004.00025.0005.000地面横坡角度：15.000(度)墙顶标高：0.000(m)参数值矩形参数名称推力分布类型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］假定荷载矩形分布：桩后：上部=150.000(kN/m)下部=150.000(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)

48(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=743.251(kN-m)距离桩顶9.857(m)面侧最大弯矩=1157.901(kN-m)距离桩顶3.889(m)最大剪力=647.892(kN)距离桩顶0.300(m)最大位移=23(mm)第1道锚索水平拉力=701.892(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)10.0000.0000.000-22.120.00020.3008.100647.892-22.250.00030.539-141.778604.820-22.350.00040.779-281.350561.749-22.450.00051.018-410.615518.677-22.530.00061.257-529.574475.606-22.600.00071.496-638.226432.534-22.650.00081.736-736.572389.463-22.680.00091.975-824.612346.392-22.670.000102.214-902.345303.320-22.640.000112.454-969.772260.249-22.570.000122.693-1026.893217.177-22.460.000132.932-1073.707174.106-22.310.000143.171-1110.215131.034-22.120.000153.411-1136.41787.963-21.890.000163.650-1152.31244.892-21.610.000173.889-1157.9011.820-21.290.000184.129-1153.183-41.251-20.920.000194.368-1138.159-84.323-20.510.000204.607-1112.828-127.394-20.050.000214.846-1077.192-170.466-19.550.000225.086-1031.248-213.537-19.010.000235.325-974.999-256.608-18.430.000245.564-908.443-299.680-17.810.000255.804-831.581-342.751-17.150.000266.043-744.412-385.823-16.470.000276.282-646.937-428.894-15.750.000286.521-539.155-471.966-15.010.000296.761-421.068-515.037-14.250.000

49307.000-292.673-558.108-13.470.000317.238-159.790-552.931-12.68-24.162327.476-29.373-538.045-11.89-45.307337.71496.421-514.744-11.10-63.429347.952215.743-484.318-10.31-78.559358.190327.049-448.035-9.53-90.761368.429429.094-407.130-8.76-100.131378.667520.921-362.789-8.01-106.792388.905601.850-316.142-7.28-110.894399.143671.464-244.121-6.57-225.204409.381718.099-147.821-5.89-224.199419.619741.855-52.820-5.23-219.140429.857743.25139.221-4.60-210.3844310.095723.179126.787-4.00-198.2594410.333682.876208.496-3.43-183.0494510.571623.895283.074-2.89-164.9824610.810548.079349.332-2.37-144.2214711.048457.546406.133-1.87-120.8504811.286354.682452.359-1.38-94.8714911.524242.137486.874-0.91-66.2005011.762122.837508.488-0.45-34.6635112.000-0.000257.9580.000.000（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)10.000808161720120.300808161720130.539161780820140.779161780820151.018161780820161.257199299620171.4962407120420181.7362795139720191.97531491575201102.21434441722201112.45437291865201122.69339591979201132.93241202060201143.17142872143201153.41143732187201163.65044612230201173.88944612230201184.12944612230201194.36843732187201204.60742872143201214.84641612080201225.08639591979201235.32537291865201245.56434791739201255.80431811590201266.04328231411201276.28224561228201

50286.52120331016201296.7611617808201307.0001617808201317.2381617808201327.4761617808201337.7148081617201347.9528081617201358.1908081617201368.4298081617201378.6679861973201388.90511342268201399.14312782555201409.38113702740201419.61914112823201429.857141128232014310.095137027402014410.333129025812014510.571118023602014610.810103720732014711.04885817162014811.28680816172014911.52480816172015011.76280816172015112.0001617808201第2种情况：库仑土压力(一般情况)［土压力计算］计算高度为7.000(m)处的库仑主动土压力第1破裂角：37.330(度)Ea=177.108Ex=171.073Ey=45.839(kN)作用点高度Zy=2.333(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=244.512(kN-m)距离桩顶10.095(m)面侧最大弯矩=803.314(kN-m)距离桩顶4.846(m)最大剪力二334.274(kN)距离桩顶7.000(m)最大位移二8(mm)第1道锚索水平拉力=281.588(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)10.000-0.000-0.000-3.190.00020.3000.113280.456-3.620.00030.539-66.723277.932-3.960.00040.779-132.783273.969-4.300.00051.018-197.722268.566-4.630.00061.257-261.196261.724-4.960.00071.496-322.861253.443-5.280.00081.736-382.371243.722-5.580.00091.975-439.384232.562-5.870.000102.214-493.554219.963-6.150.000112.454-544.537205.924-6.400.000122.693-591.989190.447-6.630.000132.932-635.565173.530-6.840.000143.171-674.921155.173-7.020.000

51153.411-709.712135.377-7.180.000163.650-739.594114.142-7.310.000173.889-764.22291.468-7.420.000184.129-783.25367.354-7.490.000194.368-796.34141.802-7.530.000204.607-803.14314.809-7.540.000214.846-803.314-13.622-7.520.000225.086-796.509-43.493-7.470.000235.325-782.384-74.803-7.390.000245.564-760.595-107.553-7.270.000255.804-730.798-141.741-7.130.000266.043-692.647-177.369-6.960.000276.282-645.799-214.437-6.760.000286.521-589.909-252.943-6.540.000296.761-524.633-292.889-6.300.000307.000-449.626-334.274-6.030.000317.238-370.037-331.928-5.75-10.947327.476-291.565-325.133-5.45-20.765337.714-215.212-314.385-5.14-29.391347.952-141.858-300.205-4.83-36.782358.190-72.257-283.127-4.51-42.917368.429-7.036-263.688-4.18-47.797378.66753.309-242.423-3.86-51.438388.905108.404-219.857-3.54-53.873399.143158.002-184.676-3.22-110.304409.381196.345-137.326-2.90-110.665419.619223.395-90.263-2.60-108.961429.857239.327-44.345-2.30-105.3254310.095244.512-0.371-2.02-99.8854410.333239.50440.909-1.74-92.7564510.571225.03178.792-1.47-84.0344610.810201.984112.612-1.21-73.7914711.048171.407141.725-0.96-62.0674811.286134.496165.497-0.71-48.8724911.52492.598183.293-0.47-34.1775011.76247.213194.457-0.24-17.9195112.000(二)桩身配筋计算点号距顶距离(m)10.00020.30030.53940.77951.01861.25771.49681.73691.975102.214112.454122.6930.00099.148面侧纵筋背侧纵筋(mm2)(mm2)808161780816171617808161780816178081617808161780816178081649825185892920531026224511230.000.000箍筋(mm2)201201201201201201201201201201201201

52132.93224071204201143.17125551278201153.41126861343201163.65028231411201173.88929081454201184.12929961498201194.36830261513201204.60730561528201214.84630561528201225.08630261513201235.32529961498201245.56429081454201255.80427671383201266.04326331316201276.28224561228201286.52122231111201296.7611973986201307.0001682841201317.2381617808201327.4761617808201337.7141617808201347.9521617808201358.1901617808201368.4291617808201378.6678081617201388.9058081617201399.1438081617201409.3818081617201419.6198081617201429.85780816172014310.09580816172014410.33380816172014510.57180816172014610.81080816172014711.04880816172014811.28680816172014911.52480816172015011.76280816172015112.0008081617201第3种情况：库仑土压力(地震情况)［土压力计算］计算高度为7.000(m)处的库仑主动土压力第1破裂角：39.070(度)Ea=188.688Ex=182.259Ey=48.836(kN)作用点高度Zy=2.333(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=270.228(kN-m)距离桩顶10.095(m)面侧最大弯矩=848.968(kN-m)距离桩顶4.607(m)最大剪力=357.684(kN)距离桩顶7.000(m)最大位移=8(mm)第1道锚索水平拉力=298.446(kN)距离桩顶0.300(m)点号距顶距离弯矩剪力位移土反力

53(m)(kN-m)(kN)(mm)(kPa)]0.0000.0000.000-3.930.00020.3000.121297.241-4.360.00030.539-70.714294.552-4.710.00040.779-140.721290.330-5.060.00051.018-209.535284.574-5.400.00061.257-276.788277.284-5.730.00071.496-342.113268.461-6.060.00081.736-405.143258.105-6.360.00091.975-465.512246.215-6.660.000102.214-522.853232.792-6.930.000112.454-576.798217.836-7.190.000122.693-626.981201.346-7.420.000132.932-673.034183.323-7.630.000143.171-714.591163.766-7.810.000153.411-751.286142.676-7.960.000163.650-782.750120.053-8.090.000173.889-808.61795.896-8.180.000184.129-828.52070.205-8.250.000194.368-842.09342.982-8.280.000204.607-848.96814.224-8.270.000214.846-848.778-16.066-8.240.000225.086-841.157-47.890-8.170.000235.325-825.737-81.247-8.070.000245.564-802.152-116.138-7.940.000255.804-770.034-152.562-7.770.000266.043-729.017-190.520-7.580.000276.282-678.734-230.011-7.360.000286.521-618.818-271.035-7.110.000296.761-548.902-313.593-6.840.000307.000-468.619-357.684-6.540.000317.238-383.456-355.140-6.23-11.874327.476-299.505-347.772-5.91-22.510337.714-217.851-336.125-5.57-31.841347.952-139.445-320.768-5.23-39.826358.190-65.104-302.282-4.88-46.444368.4294.498-281.251-4.52-51.699378.66768.825-258.256-4.17-55.610388.905127.478-233.864-3.82-58.218399.143180.189-195.857-3.48-119.148409.381220.743-144.721-3.14-119.491419.619249.104-93.914-2.81-117.607429.857265.464-44.360-2.49-113.6434310.095270.2283.079-2.18-107.7394410.333263.99847.599-1.88-100.0204510.571247.56288.444-1.59-90.5924610.810221.881124.899-1.30-79.5324711.048188.086156.274-1.03-66.8844811.286147.465181.890-0.77-52.6574911.524101.471201.064-0.51-36.8205011.76251.721213.090-0.25-19.3035112.0000.000108.6130.000.000（二）桩身配筋计算

54点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2)]0.000808161720120.300808161720130.539161780820140.779161780820151.018161780820161.257161780820171.496161780820181.736161780820191.9751751875201102.2141973986201112.45421791090201122.69323831192201132.93225551278201143.17127121356201153.41128511425201163.65029961498201173.88930871544201184.12931491575201194.36832121606201204.60732441622201214.84632441622201225.08632121606201235.32531491575201245.56430561528201255.80429371469201266.04327671383201276.28225811290201286.52123361168201296.76120731037201307.0001768884201317.2381617808201327.4761617808201337.7141617808201347.9521617808201358.1901617808201368.4298081617201378.6678081617201388.9058081617201399.1438081617201409.3818081617201419.6198081617201429.85780816172014310.09580816172014410.33380816172014510.57180816172014610.81080816172014711.04880816172014811.28680816172014911.52480816172015011.76280816172015112.0001617808201

55第3种情况：库仑土压力(地震情况)卅1s4.2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(m)入射角(0)锚固体直径(mm)水平预加力(kN)水平刚度(MN/m)筋浆强度fb(kPa)1锚索0.3020.00150200.00022.562100.00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)60.00土体破裂角采用值(度)60.00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)2.00筋浆粘结强度系数0.60锚索类型1X7锚杆荷载分项系数1.25锚索钢筋强度(MPa)1320.00

56自由长超过破裂面长(m)1.0锚索材料弹模(105MPa)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①滑坡推力作用情况锚杆号锚杆最大锚杆最大锚杆最大锚杆内力锚杆内力内力①(kN)内力②(kN)内力③(kN)设计值(kN)实用值(kN)1701.89281.59298.45877.36877.36锚杆设计结果：护型索支类锚钢筋或自由段长度锚固段长度自由段长度锚固段长度实配[计算]锚杆刚度钢绞线配筋计算值(m)计算值(m)实用值(m)实用值(m)面积(mm2)(MN/m)8sl5.26.024.06.024.01120.0[1025.1]22.845、抗滑动桩验算5.1计算项目：抗滑桩6m原始条件:墙身尺寸：桩总长：10.000(m)嵌入深度：4.000(m)截面形状：圆桩桩径：1.000(m)桩间距：3.000(m)嵌入段土层数：3桩底支承条件：钱接计算方法：M法土层序号土层厚(m)重度度N/m3)内摩擦角(度)土摩阻力(kPa)M(MN/m4)被动土压力调整系数10.70020.00030.0030.008.0001.00024.80022.00035.00100.0016.0001.00035.00024.50055.00180.0035.0001.000初始弹性系数A:0.000(MN/m3)

57初始弹性系数Al:60.000(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(m)(MN/m)1锚索0.30013.180入射角锚固体水平预加筋浆强度(度)直径(mm)力(kN)fb(kPa)20.00150200.002100.00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：200(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：30.000(度)墙背与墙后填土摩擦角：15.000(度)墙后填土容重：20.000(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):100.00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：2折线序号水平投影长(m)竖向投影长(m)118.0004.00025.0005.000参数值矩形350.000(kN/m)0.000(kN/m)地面横坡角度：30.000(度)墙顶标高：0.000(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：

58桩后：上部=175.000(kN/m)下部=175.OOO(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)(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=671.946(kN-m)距离桩顶8.000(m)面侧最大弯矩=900.204(kN-m)距离桩顶3.150(m)最大剪力=618.427(kN)距离桩顶0.300(m)最大位移=37(mm)第1道锚索水平拉力=681.427(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)10.0000.0000.000-37.220.00020.3009.450618.427-36.530.00030.504-112.093575.677-36.050.00040.707-224.933532.927-35.580.00050.911-329.070490.177-35.100.00061.114-424.505447.427-34.600.00071.318-511.237404.677-34.100.00081.521-589.266361.927-33.580.00091.725-658.593319.177-33.050.000101.929-719.216276.427-32.490.000112.132-771.138233.677-31.920.000122.336-814.356190.927-31.320.000132.539-848.872148.177-30.710.000142.743-874.685105.427-30.060.000152.946-891.79662.677-29.400.000163.150-900.20419.927-28.710.000173.354-899.909-22.823-27.990.000183.557-890.911-65.573-27.250.000193.761-873.211-108.323-26.480.000203.964-846.808-151.073-25.690.000214.168-811.703-193.823-24.870.000224.371-767.895-236.573-24.030.000234.575-715.384-279.323-23.170.000244.779-654.170-322.073-22.290.000254.982-584.254-364.823-21.400.000265.186-505.635-407.573-20.480.000275.389-418.314-450.323-19.550.000285.593-322.289-493.073-18.610.000295.796-217.562-535.823-17.660.000306.000-104.133-578.573-16.710.000316.20011.582-574.033-15.76-25.221326.400125.481-560.956-14.82-47.429336.600235.964-540.424-13.88-66.639346.800341.650-498.590-12.95-165.774357.000435.400-434.109-12.03-192.453367.200515.294-361.046-11.12-213.452377.400579.819-281.417-10.22-228.932387.600627.861-197.176-9.34-239.072397.800658.689-110.213-8.47-244.059408.000671.946-22.347-7.63-244.084

59418.200667.62864.668-6.80-239.331428.400646.078149.142-5.99-229.968438.600607.971229.442-5.20-216.146448.800554.301303.986-4.42-197.985459.000486.377371.226-3.66-175.574469.200405.811429.643-2.91-148.964479.400314.520477.726-2.17-118.161489.600214.720513.958-1.44-83.128499.800108.936536.802-0.72-43.7845010.0000.000272.3410.000.000(-)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)10.000808161720120.300808161720130.504161780820140.707161780820150.911161780820161.114161780820171.318193496720181.5212223111120191.72525051252201101.92927401370201112.13229371469201122.33631181559201132.53932441622201142.74333431671201152.94634101705201163.15034441722201173.35434441722201183.55734101705201193.76133431671201203.96432441622201214.16830871544201224.37129371469201234.57527121356201244.77924801240201254.98222011100201265.1861896948201275.3891617808201285.5931617808201295.7961617808201306.0001617808201316.2008081617201326.4008081617201336.6008081617201346.8008081617201357.0008161633201367.2009671934201377.40011002201201387.60011922383201397.80012522505201

60408.00012782555201418.20012652530201428.40012282456201438.60011452290201448.80010472094201459.0009201840201469.2008081617201479.4008081617201489.6008081617201499.80080816172015010.0001617808201第2种情况：库仑土压力(一般情况)［土压力计算］计算高度为6.000(m)处的库仑主动土压力第1破裂角：37.040(度)Ea=128.569Ex=124.188Ey=33.276(kN)作用点高度Zy=2.000(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=22.825(kN-m)距离桩顶9.000(m)面侧最大弯矩=554.325(kN-m)距离桩顶4.168(m)最大剪力=219.685(kN)距离桩顶0.300(m)最大位移=4(mm)第1道锚索水平拉力=220.802(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)10.0000.0000.000-1.310.00020.3000.112219.685-1.580.00030.504-44.420217.653-1.760.00040.707-88.434214.592-1.950.00050.911-131.720210.502-2.130.00061.114-174.069205.383-2.310.00071.318-215.271199.234-2.480.00081.521-255.116192.056-2.650.00091.725-293.395183.849-2.810.000101.929-329.899174.612-2.960.000112.132-364.417164.346-3.100.000122.336-396.741153.051-3.230.000132.539-426.661140.726-3.350.000142.743-453.967127.372-3.460.000152.946-478.450112.989-3.560.000163.150-499.90097.577-3.640.000173.354-518.10881.135-3.710.000183.557-532.86463.664-3.760.000193.761-543.95845.164-3.800.000203.964-551.18225.634-3.820.000214.168-554.3255.075-3.830.000224.371-553.178-16.513-3.820.000234.575-547.532-39.131-3.800.000244.779-537.176-62.778-3.760.000254.982-521.902-87.454-3.710.000265.186-501.500-113.159-3.640.000275.389-475.760-139.894-3.560.000

61285.593-444.473-167.658-3.460.000295.796-407.430-196.452-3.350.000306.000-365.449-211.106-3.230.000316.200-323.228-210.211-3.11-4.969326.400-281.364-207.607-2.97-9.502336.600-240.185-203.455-2.83-13.561346.800-199.982-194.852-2.67-34.235357.000-162.244-181.436-2.52-40.296367.200-127.408-166.034-2.36-45.274377.400-95.831-149.038-2.19-49.147387.600-67.793-130.849-2.03-51.904397.800-43.491-111.868-1.86-53.541408.000-23.045-92.500-1.69-54.062418.200-6.492-73.143-1.52-53.474428.4006.212-54.196-1.35-51.789438.60015.187-36.050-1.18-49.020448.80020.632-19.095-1.01-45.178459.00022.825-3.714-0.84-40.275469.20022.1189.713-0.67-34.318479.40018.94020.807-0.50-27.314489.60013.79529.191-0.33-19.263499.8007.26334.487-0.17-10.1615010.0000.00018.1580.000.000(-)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)10.000808161720120.300808161720130.504161780820140.707161780820150.911161780820161.114161780820171.318161780820181.521161780820191.7251617808201101.9291617808201112.1321617808201122.3361617808201132.5391617808201142.7431699850201152.9461804902201163.1501877939201173.3541953977201183.55720121006201193.76120531026201203.96420731037201214.16820941047201224.37120941047201234.57520731037201244.77920331016201254.9821973986201265.1861896948201

62275.3891786893201285.5931666833201295.7961617808201306.0001617808201316.2001617808201326.4001617808201336.6001617808201346.8001617808201357.0001617808201367.2001617808201377.4001617808201387.6001617808201397.8001617808201408.0001617808201418.2001617808201428.4008081617201438.6008081617201448.8008081617201459.0008081617201469.2008081617201479.4008081617201489.6008081617201499.80080816172015010.0001617808201第3种情况：库仑土压力(地震情况)［土压力计算］计算高度为6.000(m)处的库仑主动土压力第1破裂角：38.730(度)Ea=136.846Ex=132.183Ey=35.418(kN)作用点高度Zy=2.000(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=36.215(kN-m)距离桩顶9.000(m)面侧最大弯矩=593.798(kN-m)距离桩顶4.168(m)最大剪力=239.862(kN)距离桩顶6.000(m)最大位移=5(mm)第1道锚索水平拉力=235.996(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)10.000-0.000-0.000-2.470.00020.3000.119234.807-2.730.00030.504-47.479232.644-2.910.00040.707-94.526229.386-3.080.00050.911-140.798225.033-3.250.00061.114-186.072219.584-3.420.00071.318-230.126213.039-3.580.00081.521-272.735205.399-3.740.00091.725-313.678196.664-3.890.000101.929-352.731186.832-4.020.000112.132-389.671175.905-4.150.000122.336-424.276163.883-4.270.000132.539-456.321150.765-4.380.000142.743-485.584136.551-4.470.000

63152.946-511.842121.242-4.550.000163.150-534.873104.838-4.620.000173.354-554.45287.337-4.670.000183.557-570.35768.742-4.700.000193.761-582.36549.050-4.720.000203.964-590.25328.263-4.720.000214.168-593.7986.381-4.710.000224.371-592.777-16.597-4.680.000234.575-586.966-40.671-4.630.000244.779-576.144-65.840-4.570.000254.982-560.086-92.105-4.490.000265.186-538.569-119.465-4.390.000275.389-511.372-147.921-4.280.000285.593-478.270-177.473-4.150.000295.796-439.041-208.120-4.020.000306.000-393.461-239.862-3.860.000316.200-345.489-238.796-3.70-5.928326.400-297.943-235.692-3.54-11.315336.600-251.212-230.753-3.36-16.123346.800-205.642-220.535-3.18-40.643357.000-162.998-204.620-2.99-47.775367.200-123.794-186.371-2.79-53.609377.400-88.450-166.258-2.60-58.128387.600-57.291-144.757-2.40-61.323397.800-30.547-122.343-2.19-63.195408.000-8.353-99.493-1.99-63.753418.2009.250-76.676-1.79-63.009428.40022.317-54.358-1.59-60.979438.60030.993-32.999-1.39-57.681448.80035.517-13.053-1.19-53.131459.00036.2155.032-0.99-47.342469.20033.50420.812-0.79-40.325479.40027.89033.846-0.59-32.085489.60019.96543.694-0.39-22.623499.80010.41249.913-0.20-11.9315010.000(二)桩身配筋计算点号距顶距离(m)10.00020.30030.50440.70750.91161.11471.31881.52191.725101.929112.132122.336132.5390.00026.030面侧纵筋背侧纵筋(mm2)(mm2)80816178081617161780816178081617808161780816178081617808161780816178081617808161780817168580.00箍筋(mm2)2012012012012012012012012012012012012010.000

64142.7431822911201152.9461934967201163.15020121006201173.35420941047201183.55721581079201193.76122011100201203.96422231111201214.16822451123201224.37122451123201234.57522231111201244.77921791090201254.98221151058201265.18620331016201275.3891934967201285.5931804902201295.7961649825201306.0001617808201316.2001617808201326.4001617808201336.6001617808201346.8001617808201357.0001617808201367.2001617808201377.4001617808201387.6001617808201397.8001617808201408.0001617808201418.2008081617201428.4008081617201438.6008081617201448.8008081617201459.0008081617201469.2008081617201479.4008081617201489.6008081617201499.80080816172015010.0008081617201

65taoo5.2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(m)入射角(°)锚固体直径(mm)水平预加力(kN)水平刚度(MN/m)筋浆强度fb(kPa)1锚索0.3020.00150200.00013.182100.00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)56.89土体破裂角采用值(度)56.89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)2.00筋浆粘结强度系数0.60锚索类型1X7锚杆荷载分项系数1.25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(l(T5MPa)1.95

66自由构造长度(m)4.0锚固构造长度(m)5.0注浆体弹模(104MPa)3.00锚杆水平内力取值：内力取值工况号①滑坡推力作用情况锚杆号锚杆最大锚杆最大锚杆最大锚杆内力锚杆内力内力①(kN)内力②(kN)内力③(kN)设计值(kN)实用值(kN)1681.43220.80236.00851.78851.78钢筋或自由段长度锚固段长度自由段长度锚固段长度实配［计算］锚杆刚度钢绞线配筋计算值(m)计算值(m)实用值(m)实用值(m)面积(mm2)(MN/m)8sl5.26.018.06.018.01120.0[995.2124.62护型索支类锚锚杆设计结果:6、抗滑动桩验算6.1计算项目：抗滑桩5.6m原始条件:墙身尺寸：桩总长：9.100(m)嵌入深度：3.500(m)截面形状：圆桩桩径：0.800(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)重度度N/m3)内摩擦角(度)土摩阻力(kPa)M(MN/m4)被动土压力调整系数14.10022.00035.00100.0016.0001.00025.00024.50055.00180.0035.0001.000初始弹性系数A:0.000(MN/m3)初始弹性系数Al:50.000(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锚杆0.30013.18020.001300.002100.00

67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：HRB335桩箍筋级别：HRB335桩箍筋间距：200(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：21.500(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):100.00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：L00综合影响系数：0.25坡线与滑坡推力：坡面线段数：3折线序号水平投影长(m)竖向投影长(m)12.5000.00023.0003.20031.0002.300地面横坡角度：30.000(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100.000(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=35.714(kN/m)下部=71.429(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)(一)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=151.246(kN-m)距离桩顶7.442(m)面侧最大弯矩=258.929(kN-m)距离桩顶3.224(m)最大剪力=180.655(kN)距离桩顶5.600(m)最大位移=14(mm)第1道锚索水平拉力=179.345(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)10.0000.000-0.000-13.780.00020.3001.963166.143-13.610.00030.483-27.639157.764-13.500.00040.666-55.687149.128-13.400.000

6850.848-82.133140.237-13.290.00061.031-106.930131.090-13.180.00071.214-130.033121.688-13.060.00081.397-151.394112.030-12.930.00091.579-170.966102.116-12.800.000101.762-188.70391.947-12.650.000111.945-204.55881.522-12.500.000122.128-218.48570.841-12.330.000132.310-230.43759.905-12.150.000142.493-240.36648.714-11.960.000152.676-248.22737.266-11.760.000162.859-253.97225.563-11.540.000173.041-257.55513.605-11.310.000183.224-258.9291.391-11.060.000193.407-258.048-11.079-10.800.000203.590-254.864-23.805-10.530.000213.772-249.331-36.786-10.240.000223.955-241.403-50.022-9.940.000234.138-231.032-63.515-9.620.000244.321-218.171-77.262-9.290.000254.503-202.775-91.266-8.950.000264.686-184.796-105.525-8.600.000274.869-164.188-120.040-8.240.000285.052-140.904-134.810-7.870.000295.234-114.897-149.836-7.490.000305.417-86.121-165.118-7.100.000315.600-54.528-180.655-6.710.000325.784-21.250-177.876-6.32-18.622335.96811.005-169.890-5.92-34.902346.15341.341-157.394-5.52-48.844356.33768.992-141.083-5.13-60.474366.52193.319-121.640-4.74-69.835376.705113.807-99.732-4.35-76.986

69386.889130.063-76.011-3.97-81.996397.074141.811-51.102-3.60-84.943407.258148.890-25.609-3.24-85.908417.442151.246-0.111-2.88-84.974427.626148.93124.836-2.54-82.219437.811142.09648.699-2.20-77.713447.995130.98970.965-1.87-71.514458.179115.95191.136-1.54-63.669468.36397.412108.724-1.23-54.203478.54775.894123.246-0.91-43.126488.73252.006134.221-0.61-30.426498.91626.445141.158-0.30-16.069509.1000.00071.7780.000.000(-)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)10.000628125616120.300628125616130.483628125616140.666125662816150.848125662816161.031125662816171.214125662816181.397125662816191.5791256628161101.7621256628161111.9451256628161122.1281256628161132.3101320660161142.4931387694161152.6761429715161162.8591458729161173.0411487744161183.2241487744161193.4071487744161203.5901472736161213.7721429715161223.9551387694161234.1381333666161244.3211256628161254.5031256628161264.6861256628161274.8691256628161285.0521256628161295.2341256628161305.4171256628161315.6001256628161325.7841256628161335.9686281256161346.1536281256161356.3376281256161366.5216281256161

70376.7056281256161386.8896281256161397.0746281256161407.25862812561614]7.4426281256161427.6266281256161437.8116281256161447.9956281256161458.1796281256161468.3636281256161478.5476281256161488.7326281256161498.9166281256161509.1006281256161第2种情况：库仑土压力(一般情况)［土压力计算］计算高度为5.600(m)处的库仑主动土压力第1破裂角：32.000(度)Ea=96.168Ex=91.718Ey=28.918(kN)作用点高度Zy=1.680(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=102.534(kN-m)距离桩顶7.626(m)面侧最大弯矩=297.155(kN-m)距离桩顶3.772(m)最大剪力=198.063(kN)距离桩顶5.600(m)最大位移=10(mm)第1道锚索水平拉力=132.232(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)10.000-0.000-0.000-10.020.00020.3000.081131.417-10.030.00030.483-23.827130.122-10.040.00040.666-47.444128.222-10.040.00050.848-70.658125.717-10.050.00061.031-93.359122.608-10.050.00071.214-115.436118.894-10.040.00081.397-136.780114.575-10.030.00091.579-157.278109.651-10.010.000101.762-176.822104.123-9.980.000111.945-195.30097.990-9.940.000122.128-212.60291.252-9.890.000132.310-228.61783.909-9.830.000142.493-243.23575.961-9.750.000152.676-256.34667.409-9.660.000162.859-267.83858.252-9.560.000173.041-277.60148.490-9.450.000183.224-285.52538.124-9.310.000193.407-291.49927.152-9.170.000203.590-295.41315.576-9.000.000213.772-297.1553.395-8.820.000223.955-296.617-9.390-8.620.000234.138-293.659-23.234-8.410.000244.321-288.023-38.740-8.180.000

71254.503-279.388-56.060-7.940.000264.686-267.422-75.194-7.680.000274.869-251.793-96.140-7.400.000285.052-232.170-118.901-7.110.000295.234-208.222-143.475-6.810.000305.417-179.617-169.862-6.490.000315.600-146.024-198.063-6.170.000325.784-109.539-195.497-5.84-17.200335.968-73.999-188.097-5.50-32.392346.153-40.239-176.470-5.15-45.538356.337-8.984-161.226-4.80-56.624366.52119.160-142.981-4.46-65.655376.70543.694-122.343-4.11-72.655386.88964.233-99.914-3.76-77.662397.07480.504-76.282-3.42-80.723407.25892.337-52.017-3.09-81.895417.44299.668-27.676-2.76-81.237427.626102.534-3.796-2.43-78.808437.811101.06719.104-2.11-74.663447.99595.49640.517-1.80-68.849458.17986.14059.952-1.49-61.404468.36373.40876.926-1.18-52.352478.54757.79890.960-0.88-41.701488.73239.897101.576-0.59-29.445498.91620.376108.291-0.29-15.558509.1000.00055.3060.000.000（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)10.000628125616120.300628125616130.483628125616140.666125662816150.848125662816161.031125662816171.214125662816181.397125662816191.5791256628161101.7621256628161111.9451256628161122.1281256628161132.3101307653161142.4931401700161152.6761472736161162.8591547774161173.0411594797161183.2241643821161193.4071676838161203.5901709855161213.7721709855161223.9551709855161234.1381692846161

72244.3211659830161254.5031610805161264.6861547774161274.8691443722161285.0521333666161295.2341256628161305.4171256628161315.6001256628161325.7841256628161335.9681256628161346.1531256628161356.3371256628161366.5216281256161376.7056281256161386.8896281256161397.0746281256161407.2586281256161417.4426281256161427.6266281256161437.8116281256161447.9956281256161458.1796281256161468.3636281256161478.5476281256161488.7326281256161498.9166281256161509.1006281256161第3种情况：库仑土压力(地震情况)［土压力计算］计算高度为5.600(m)处的库仑主动土压力第1破裂角：32.000(度)Ea=102.101Ex=97.376Ey=30.702(kN)作用点高度Zy=1.680(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=108.859(kN-m)距离桩顶7.626(m)面侧最大弯矩=315.487(kN-m)距离桩顶3.772(m)最大剪力=210.282(kN)距离桩顶5.600(m)最大位移=11(mm)第1道锚索水平拉力=140.389(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)]0.0000.0000.000-10.640.00020.3000.087139.524-10.650.00030.483-25.297138.149-10.660.00040.666-50.370136.132-10.660.00050.848-75.016133.473-10.670.00061.031-99.118130.172-10.670.00071.214-122.557126.228-10.660.00081.397-145.217121.643-10.640.00091.579-166.981116.416-10.620.000101.762-187.730110.546-10.590.000111.945-207.348104.035-10.550.000

73122.128-225.71896.881-10.500.000132.310-242.72189.085-10.430.000142.493-258.24180.647-10.350.000152.676-272.16071.567-10.260.000162.859-284.36161.846-10.150.000173.041-294.72651.482-10.030.000183.224-303.13940.475-9.890.000193.407-309.48228.827-9.730.000203.590-313.63716.537-9.560.000213.772-315.4873.605-9.370.000223.955-314.915-9.970-9.160.000234.138-311.774-24.668-8.930.000244.321-305.791-41.130-8.690.000254.503-296.623-59.519-8.430.000264.686-283.919-79.832-8.150.000274.869-267.326-102.071-7.860.000285.052-246.493-126.236-7.550.000295.234-221.067-152.326-7.230.000305.417-190.698-180.341-6.890.000315.600-155.032-210.282-6.550.000325.784-116.296-207.557-6.20-18.261335.968-78.564-199.701-5.83-34.390346.153-42.722-187.356-5.47-48.347356.337-9.538-171.172-5.10-60.117366.52120.342-151.801-4.73-69.705376.70546.389-129.891-4.36-77.137386.88968.196-106.078-4.00-82.453397.07485.470-80.988-3.63-85.703407.25898.034-55.226-3.28-86.947417.442105.817-29.384-2.93-86.249427.626108.859-4.030-2.58-83.670437.811107.30220.282-2.24-79.269447.995101.38743.017-1.91-73.097458.17991.45463.651-1.58-65.192468.36377.93781.672-1.26-55.582478.54761.36496.571-0.94-44.274488.73242.358107.842-0.62-31.262498.91621.633114.971-0.31-16.518509.1000.00058.7180.000.000(-)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)10.000628125616120.300628125616130.483628125616140.666125662816150.848125662816161.031125662816171.214125662816181.397125662816191.5791256628161101.7621256628161

74111.9451256628161122.1281294647161132.3101401700161142.4931487744161152.6761563781161162.8591643821161173.0411709855161183.2241744872161193.4071797898161203.5901815907161213.7721833916161223.9551815907161234.1381797898161244.3211761881161254.5031709855161264.6861643821161274.8691547774161285.0521415707161295.2341268634161305.4171256628161315.6001256628161325.7841256628161335.9681256628161346.1531256628161356.3371256628161366.5216281256161376.7056281256161386.8896281256161397.0746281256161407.2586281256161417.4426281256161427.6266281256161437.8116281256161447.9956281256161458.1796281256161468.3636281256161478.5476281256161488.7326281256161498.9166281256161509.1006281256161

75第3种情况库仑土压力(地脑况)全墙的土压加只有第一破裂⑼1.00062.5062.501.0锚杆所在岩土类型土层1.00锚杆钢筋等级HRB4000.69锚杆材料弹模(10~5MPa)2.000.60锚索类型1X71.25锚索钢筋强度(MPa)1320.001.0锚索材料弹模(10,5MPa)1.95内力计算结果6.2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(m)入射角(°)锚固体直径(mm)水平预加力(kN)水平刚度(MN/m)筋浆强度fb(kPa)1锚杆0.3020.001300.00013.182100.00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)土体破裂角计算值(度)土体破裂角采用值(度)锚杆控制参数：边坡工程重要性系数锚固体与土粘结系数锚杆钢筋抗拉系数筋浆粘结强度系数锚杆荷载分项系数自由长超过破裂面长(m)

76锚杆水平内力取值：内力取值工况号①滑坡推力作用情况锚杆号锚杆最大锚杆最大锚杆最大锚杆内力锚杆内力内力①(kN)内力②(kN)内力③(kN)设计值(kN)实用值(kN)1179.35132.23140.39224.18224.18自由构造长度(m)锚固构造长度(m)4.05.0注浆体弹模(10,4MPa)3.00支类锚护型杆钢筋或自由段长度锚固段长度自由段长度锚固段长度实配［计算］锚杆刚度钢绞线配筋计算值(m)计算值(m)实用值(m)实用值(m)面积(mm2)(MN/m)2E255.06.05.06.0982[960]30.44锚杆设计结果:7、抗滑动桩验算7.1计算项目：抗滑桩5.0m原始条件:墙身尺寸：桩总长：8.500(m)嵌入深度：3.500(m)截面形状：圆桩桩径：0.800(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法内摩擦角(度)土摩阻力(kPa)M(MN/m4)被动土35.00100.0016.0001.00055.00180.0035.0001.000重度(kN/m3)22.00024.500土层序号土层厚(m)压力调整系数14.20025.000初始弹性系数A:0.000(MN/m3)初始弹性系数Al:50.000(MN/m3)桩前滑动土层厚：0.000(m)

77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(m)(MN/m)1锚杆0.30013.180入射角锚固体(度)直径(mm)20.00130水平预加筋浆强度力(k\)fb(kPa)0.002100.00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：HRB335桩箍筋级别：HRB335桩箍筋间距：200(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：21.500(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):100.00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：L00综合影响系数：0.25坡线与滑坡推力：坡面线段数：3折线序号水平投影长(m)竖向投影长(m)12.0000.00025.4002.80031.0002.300地面横坡角度：35.000(度)墙顶标高：0.000(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参数值矩形80.000(kN/m)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］假定荷载矩形分布：桩后：上部=48.000(kN/m)下部=48.000(kN/m)桩前：上部=0.000(kN/m)下部=0.000(kN/m)

78桩前分布长度=0.000(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。背侧最大弯矩=136.025(kN-m)距离桩顶6.667(m)面侧最大弯矩=161.790(kN-m)距离桩顶2.650(m)最大剪力=137.630(kN)距离桩顶0.300(m)最大位移=12(mm)第1道锚索水平拉力=154.910(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)10.000-0.0000.000-12.030.00020.3002.592137.630-11.750.00030.468-19.699127.961-11.600.00040.636-40.366118.292-11.440.00050.804-59.411108.624-11.280.00060.971-76.83398.955-11.110.00071.139-92.63289.287-10.950.00081.307-106.80879.618-10.780.00091.475-119.36169.950-10.600.000101.643-130.29160.281-10.420.000111.811-139.59850.612-10.230.000121.979-147.28240.944-10.040.000132.146-153.34331.275-9.840.000142.314-157.78221.607-9.630.000152.482-160.59711.938-9.410.000162.650-161.7902.270-9.190.000172.818-161.359-7.399-8.960.000182.986-159.306-17.068-8.720.000193.154-155.629-26.736-8.480.000203.321-150.330-36.405-8.220.000213.489-143.408-46.073-7.960.000223.657-134.862-55.742-7.700.000233.825-124.694-65.410-7.420.000243.993-112.903-75.079-7.140.000254.161-99.489-84.748-6.860.000264.329-84.452-94.416-6.570.000274.496-67.792-104.085-6.280.000284.664-49.510-113.753-5.980.000294.832-29.604-123.422-5.690.000305.000-8.075-133.090-5.390.000315.16714.107-131.258-5.09-13.572325.33335.678-125.975-4.79-25.560335.50056.098-117.668-4.50-35.978345.66774.900-106.757-4.20-44.848355.83391.684-93.655-3.92-52.203366.000106.118-78.766-3.63-58.082376.167117.939-62.483-3.35-62.532386.333126.946-45.185-3.08-65.603396.500133.001-27.237-2.81-67.348406.667136.025-8.989-2.54-67.821416.833135.9979.222-2.29-67.075427.000132.95127.074-2.04-65.160

79437.167126.97344.257-L79-62.122447.333118.19960.473T.55-57.998457.500106.81575.433-L32-52.819467.66793.05588.856-1.09-46.606477.83377.197100.462-0.87-39.370488.00059.567109.977-0.65-31.110498.16740.538117.122-0.43-21.814508.33320.527121.613-0.21-11.456518.500-0.00061.5800.000.000(-)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)10.000628125616120.300628125616130.468628125616140.636125662816150.804125662816160.971125662816171.139125662816181.307125662816191.4751256628161101.6431256628161111.8111256628161121.9791256628161132.1461256628161142.3141256628161152.4821256628161162.6501256628161172.8181256628161182.9861256628161193.1541256628161203.3211256628161213.4891256628161223.6571256628161233.8251256628161243.9931256628161254.1611256628161264.3291256628161274.4961256628161284.6641256628161294.8321256628161305.0001256628161315.1676281256161325.3336281256161335.5006281256161345.6676281256161355.8336281256161366.0006281256161376.1676281256161386.3336281256161396.5006281256161406.6676281256161

80416.8336281256161427.0006281256161437.1676281256161447.3336281256161457.5006281256161467.6676281256161477.8336281256161488.0006281256161498.1676281256161508.33362812561618.500125662816151第2种情况：库仑土压力(一般情况)［土压力计算］计算高度为5.000(m)处的库仑主动土压力第1破裂角：36.982(度)Ea=71.419Ex=68.113Ey=21.476(kN)作用点高度Zy=l.557(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=77.939(kN-m)距离桩顶7.000(m)面侧最大弯矩=196.859(kN-m)距离桩顶3.321(m)最大剪力=135.741(kN)距离桩顶5.000(m)最大位移=8(mm)第1道锚索水平拉力=100.090(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)10.0000.000-0.000-7.660.00020.3000.07799.316-7.590.00030.468-16.50798.208-7.550.00040.636-32.86596.615-7.510.00050.804-48.91594.538-7.470.00060.971-64.57691.976-7.430.00071.139-79.76688.930-7.380.00081.307-94.40485.400-7.330.00091.475-108.40981.385-7.280.000101.643-121.69976.885-7.220.000111.811-134.19371.901-7.150.000121.979-145.81066.432-7.080.000132.146-156.46860.479-7.000.000142.314-166.08654.041-6.910.000152.482-174.58447.119-6.820.000162.650-181.87839.713-6.720.000172.818-187.88031.672-6.610.000182.986-192.46622.841-6.490.000193.154-195.50413.216-6.360.000203.321-196.8592.796-6.220.000213.489-196.398-8.419-6.080.000223.657-193.988-20.429-5.920.000233.825-189.495-33.234-5.750.000243.993-182.786-46.834-5.580.000254.161-173.728-61.228-5.400.000264.329-162.187-76.418-5.210.000274.496-148.029-92.402-5.010.000

81284.664-131.122-109.181-4.810.000294.832-111.331-126.755-4.590.000305.000-89.049-135.741-4.380.000315.167-66.425-134.243-4.16-11.093325.333-44.301-129.910-3.94-21.004335.500-23.122-123.063-3.71-29.715345.667-3.280-114.027-3.49-37.222355.83314.887-103.125-3.26-43.527366.00031.095-90.683-3.04-48.642376.16745.115-77.017-2.82-52.588386.33356.768-62.440-2.60-55.388396.50065.928-47.258-2.38-57.072406.66772.520-31.767-2.16-57.673416.83376.517-16.257-1.95-57.222427.00077.939-1.005-1.74-55.754437.16776.85213.717-1.54-53.297447.33373.36727.646-1.34-49.879457.50067.63740.525-1.14-45.522467.66759.85852.103-0.94-40.241477.83350.26962.131-0.75-34.044488.00039.14870.364-0.56-26.934498.16726.81576.551-0.37-18.901508.33313.63180.444-0.19-9.931518.5000.00040.8920.000.000(-)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)10.000628125616120.300628125616130.468628125616140.636125662816150.804125662816160.971125662816171.139125662816181.307125662816191.4751256628161101.6431256628161111.8111256628161121.9791256628161132.1461256628161142.3141256628161152.4821256628161162.6501256628161172.8181256628161182.9861256628161193.1541256628161203.3211256628161213.4891256628161223.6571256628161233.8251256628161243.9931256628161254.1611256628161

82264.3291256628161274.4961256628161284.6641256628161294.8321256628161305.0001256628161315.1671256628161325.3331256628161335.5001256628161345.6671256628161355.8336281256161366.0006281256161376.1676281256161386.3336281256161396.5006281256161406.6676281256161416.8336281256161427.0006281256161437.1676281256161447.3336281256161457.5006281256161467.6676281256161477.8336281256161488.0006281256161498.1676281256161508.3336281256161518.5006281256161第3种情况：库仑土压力(地震情况)［土压力计算］计算高度为5.000(m)处的库仑主动土压力第1破裂角：39.721(度)Ea=77.662Ex=74.068Ey=23.354(kN)作用点高度Zy=l.531(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=83.775(kN-m)距离桩顶7.000(m)面侧最大弯矩=223.902(kN-m)距离桩顶3.489(m)最大剪力=156.233(kN)距离桩顶5.000(m)最大位移=8(nun)第1道锚索水平拉力=110.458(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)10.0000.0000.000-8.450.00020.3000.080109.660-8.380.00030.468-18.239108.518-8.340.00040.636-36.323106.876-8.300.00050.804-54.090104.735-8.260.00060.971-71.456102.095-8.220.00071.139-88.33798.955-8.170.00081.307-104.64995.316-8.120.00091.475-120.30891.177-8.060.000101.643-135.23086.539-8.000.000111.811-149.33281.401-7.930.000121.979-162.53075.765-7.860.000

83132.146-174.74069.628-7.780.000142.314-185.87762.993-7.690.000152.482-195.85555.773-7.590.000162.650-204.55847.781-7.480.000172.818-211.84638.912-7.360.000182.986-217.57229.165-7.230.000193.154-221.58818.540-7.100.000203.321-223.7477.039-6.950.000213.489-223.902-5.340-6.790.000223.657-221.905-18.597-6.620.000233.825-217.610-32.730-6.440.000243.993-210.868-47.742-6.250.000254.161-201.533-63.630-6.050.000264.329-189.458-80.396-5.840.000274.496-174.494-98.039-5.620.000284.664-156.495-116.560-5.400.000294.832-135.314-135.958-5.160.000305.000-110.803-156.233-4.920.000315.167-84.764-154.548-4.68-12.485325.333-59.287-149.669-4.44-23.654335.500-34.875-141.956-4.19-33.484345.667-11.969-131.770-3.93-41.965355.8339.049-119.476-3.68-49.099366.00027.857-105.437-3.43-54.896376.16744.194-90.010-3.18-59.376386.33357.860-73.548-2.93-62.565396.50068.710-56.396-2.69-64.493406.66776.659-38.887-2.44-65.197416.83381.673-21.350-2.21-64.710427.00083.775-4.100-1.97-63.070437.16783.03912.556-1.74-60.308447.33379.59028.320-1.51-56.456457.50073.60042.898-1.29-51.536467.66765.29056.007-1.07-45.566477.83354.93167.363-0.85-38.556488.00042.83676.687-0.64-30.507498.16729.36883.696-0.42-21.411508.33314.93788.105-0.21-11.250518.5000.00044.8120.000.000(-)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)10.000628125616120.300628125616130.468628125616140.636125662816150.804125662816160.971125662816171.139125662816181.307125662816191.4751256628161101.6431256628161

84111.8111256628161121.9791256628161132.1461256628161142.3141256628161152.4821256628161162.6501256628161172.8181256628161182.9861256628161193.1541268634161203.3211281640161213.4891281640161223.6571268634161233.8251256628161243.9931256628161254.1611256628161264.3291256628161274.4961256628161284.6641256628161294.8321256628161305.0001256628161315.1671256628161325.3331256628161335.5001256628161345.6671256628161355.8336281256161366.0006281256161376.1676281256161386.3336281256161396.5006281256161406.6676281256161416.8336281256161427.0006281256161437.1676281256161447.3336281256161457.5006281256161467.6676281256161477.8336281256161488.0006281256161498.1676281256161508.3336281256161518.5006281256161

85内力计算结果7.2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(m)入射角(°)锚固体直径(mm)水平预加力(kN)水平刚度(MN/m)筋浆强度fb(kPa)1锚杆0.3020.001300.00013.182100.00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)0.000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L0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HRB400锚杆钢筋抗拉系数0.69锚杆材料弹模(10,5MPa)2.00筋浆粘结强度系数0.60锚索类型1X7锚杆荷载分项系数1.25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

86①滑坡推力作用情况锚杆水平内力取值:内力取值工况号锚杆号锚杆最大内力①(kN)锚杆最大内力②(kN)锚杆最大内力③(kN)锚杆内力设计值(kN)锚杆内力实用值(kN)1154.91100.09110.46193.64193.64锚固构造长度(m)5.0支类锚护型杆钢筋或自由段长度钢绞线配筋计算值(m)2E255.0锚固段长度计算值(m)5.0自由段长度实用值(m)5.0锚固段长度实配［计算］实用值(m)面积(mm2)5.0982[830]锚杆刚度(MN/m)31.08锚杆设计结果:三、挡土墙设计计算书1、A型挡土墙设计计算书1.1计算项目：衡重式挡土墙A-6.0m计算时间：2011-07-1615:11:16星期六原始条件:墙身总高：6.000(m)上墙高：2.400(m)墙顶宽:0.400(m)台宽：1.150(m)面坡倾斜坡度：1:0.050上墙背坡倾斜坡度：1:0.400下墙背坡倾斜坡度：1：-0.250采用1个扩展墙址台阶：墙趾台阶bl:0.600(m)墙趾台阶hl:0.600(m)墙趾台阶与墙面坡坡度相同墙底倾斜坡率：0.100:1

87下墙土压力计算方法：力多边形法物理参数：与工砌体容重：24.000(kN/m3)坊工之间摩擦系数：0.600地基土摩擦系数：0.800墙身砌体容许压应力：4600.OOO(kPa)墙身砌体容许剪应力：650.000(kPa)墙身砌体容许拉应力：330.000(kPa)墙身砌体容许弯曲拉应力：360.000(kPa)挡土墙类型：抗震区挡土墙墙后填土内摩擦角：30.000(度)墙后填土粘聚力：0.000(kPa)墙后填土容重：20.000(kN/m3)墙背与墙后填土摩擦角：15.000(度)地基土容重：22.000(kN/m3)修正后地基土容许承载力：300.000(kPa)地基土容许承载力提高系数：墙趾值提高系数：L200墙踵值提高系数：1.300平均值提高系数：L000地震作用墙趾值提高系数：1.500地震作用墙踵值提高系数：1.625地震作用平均值提高系数：1.250墙底摩擦系数：0.350地基土类型：土质地基地基土内摩擦角：23.000(度)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抗震基底容许偏心距:B/5地震力调整系数：1.000坡线土柱：坡面线段数：3折线序号水平投影长(m)竖向投影长(m)换算土柱数12.0000.000028.0003.000035.0000.0000地面横坡角度：30.000(度)墙顶标高：0.000(m)第1种情况：一般情况［土压力计算］计算高度为6.245(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：43.640(度)Ea=68.270(kN)Ex-21.865(kN)Ey=64.674(kN)作用点高度Zy=0.712(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=23.859(度)第1破裂角=41.490(度)Ea=40.629(kN)Ex=23.962(kN)Ey=32.811(kN)作用点高度Zy=0.736(m)计算下墙土压力按力多边形法计算得到：破裂角：43.886(度)Ea=102.833(kN)Ex=102.818(kN)Ey=l.730(kN)作用点高度Zy=1.548(m)墙身截面积=11.095(m2)重量=266.288kN

88衡重台上填料重=52.765(kN)重心坐标(1.437,-1.218)(相对于墙面坡上角点)(一)滑动稳定性验算基底摩擦系数=0.350采用倾斜基底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=317.469(kN)En=46.984(kN)Wt=31.747(kN)Et=122.714(kN)滑移力=90.967(kN)抗滑力=127.559(kN)滑移验算满足：Kc=1.402>1.300地基土摩擦系数=0.800地基土层水平向：滑移力=126.780(kN)抗滑力=288.151(kN)地基土层水平向：滑移验算满足：Kc2=2.273>1.300(二)倾覆稳定性验算相对于墙趾，墙身重力的力臂Zw=1.685(m)相对于墙趾，上墙Ey的力臂Zx=3.085(m)相对于墙趾，上墙Ex的力臂Zy=4.336(m)相对于墙趾，下墙Ey的力臂Zx3=2.836(m)相对于墙趾，下墙Ex的力臂Zy3=1.303(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=237.914(kN-m)抗倾覆力矩=678.195(kN-m)倾覆验算满足：K0=2.851>1.600(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距作用于基础底的总竖向力=353.593(kN)作用于墙趾下点的总弯矩=440.280(kN-m)基础底面宽度B=2.449(m)偏心距e=-0.021(m)基础底面合力作用点距离基础趾点的距离Zn=1.245(m)基底压应力：趾部=137.047踵部=151.744(kPa)最大应力与最小应力之比=137.047/151.744=0.903作用于基底的合力偏心距验算满足：e=-0.021<=0.200*2.449=0.490(m)墙趾处地基承载力验算满足：压应力=137.047<=360.000(kPa)墙踵处地基承载力验算满足：压应力=151.744<=390.000(kPa)地基平均承载力验算满足：压应力=144.3967300.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算上墙重力Ws=54.144(kN)上墙墙背处的Ex=23.962(kN)上墙墙背处的Ey=9.585(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.570(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.736(m)相对于上墙墙趾，上墙Ey的力臂Zx=1.186(m)［容许应力法］:法向应力检算：相对于上墙墙趾，合力作用力臂Zn=0.386(m)截面宽度B=1.480(m)偏心距el=0.354(m)截面上偏心距验算满足：el=0.354<=0.250*1.480=0.370(m)截面上压应力：面坡=104.848背坡=-18.728(kPa)压应力验算满足：计算值=104.848<=4600.000(kPa)

89拉应力验算满足：计算值=18.728<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-9.645<=650.000(kPa)斜截面剪应力检算斜剪应力验算满足:计算值=14.929<=650.000(kPa)(六)墙底截面强度验算验算截面以上，墙身截面积=10.788(m2)重量=258.912kN相对于验算截面外边缘，墙身重力的力臂Zw=1.686(m)［容许应力法］:法向应力检算：作用于截面总竖向力=346.217(kN)作用于墙趾下点的总弯矩=433.851(kN-m)相对于验算截面外边缘，合力作用力臂Zn=1.253(m)截面宽度B=2.510(m)偏心距el=0.002(m)截面上偏心距验算满足:el=0.002<=0.250*2.510=0.628(m)截面上压应力：面坡=138.556背坡=137.314(kPa)压应力验算满足:计算值=138.556<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-32.251<=650.000(kPa)(七)台顶截面强度验算［土压力计算］计算高度为5.400(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：43.640(度)Ea=68.270(kN)Ex=21.865(kN)Ey=64.674(kN)作用点高度Zy=0.712(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=23.859(度)第1破裂角=41.490(度)Ea=40.629(kN)Ex=23.962(kN)Ey=32.811(kN)作用点高度Zy=0.736(m)计算下墙土压力按力多边形法计算得到：破裂角：43.843(度)Ea=72.848(kN)Ex=72.838(kN)Ey-1.225(kN)作用点高度Zy=1.226(m)［强度验算］验算截面以上，墙身截面积=9.246(m2)重量=221.904kN相对于验算截面外边缘，墙身重力的力臂Zw=1.750(m)［容许应力法］:法向应力检算：作用于截面总竖向力=308.705(kN)作用于墙趾下点的总弯矩=243.823(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.790(m)截面宽度B=2.030(m)偏心距el=0.225(m)截面上偏心距验算满足：el=0.225<=0.250*2.030=0.508(m)截面上压应力：面坡=253.281背坡=50.862(kPa)压应力验算满足：计算值=253.281<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-43.558<=650.000(kPa)

90第2种情东•卅霉情加［土压力计算］计算高度为6.245(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：47.240(度)Ea=75.161(kN)Ex=24.072(kN)Ey=71.202(kN)作用点高度Zy=0.701(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=24.090(度)第1破裂角=44.550(度)Ea=44.356(kN)Ex=26.016(kN)Ey=35.926(kN)作用点高度Zy=0.731(m)计算下墙土压力按力多边形法计算得到：破裂角：45.015(度)Ea=112.775(kN)Ex=112.759(kN)Ey=1.897(kN)作用点高度Zy=1.561(m)墙身截面积=11.095(m2)重量=266.288kN衡重台上填料重=52.486(kN)重心坐标(1.435,-1.221)(相对于墙面坡上角点)全墙地震力=7.969(kN)作用点距墙顶高度=3.265(m)(-)滑动稳定性验算基底摩擦系数=0.350采用倾斜基底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=317.192(kN)En=52.237(kN)Wt=31.719(kN)Et=142.253(kN)滑移力=110.533(kN)抗滑力=129.300(kN)滑移验算满足：Kc=1.170>1.100地基土摩擦系数=0.800地基土层水平向：滑移力=146.744(kN)抗滑力=290.554(kN)地基土层水平向：滑移验算满足：Kc2=1.980>1.100(-)倾覆稳定性验算相对于墙趾，墙身重力的力臂Zw=1.685(m)相对于墙趾，上墙Ey的力臂Zx=3.083(m)相对于墙趾，上墙Ex的力臂Zy=4.331(m)相对于墙趾，下墙Ey的力臂Zx3=2.839(m)相对于墙趾，下墙Ex的力臂Zy3=1.316(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=282.923(kN-m)抗倾覆力矩=687.478(kN-m)倾覆验算满足：K0=2.430>1.200(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距作用于基础底的总竖向力=356.597(kN)作用于墙趾下点的总弯矩=404.555(kN-m)基础底面宽度B=2.449(m)偏心距e=0.090(m)基础底面合力作用点距离基础趾点的距离Zn=1.134(m)基底压应力：趾部=177.699踵部=113.545(kPa)最大应力与最小应力之比=177.699/113.545=1.565作用于基底的合力偏心距验算满足：e=0.090<=0.200*2.449=0.490(m)墙趾处地基承载力验算满足：压应力=177.699<=450.000(kPa)墙踵处地基承载力验算满足：压应力=113.545<=487.500(kPa)地基平均承载力验算满足：压应力=145.622<=375.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算验算截面以上地震力=1.354(kN)作用点距墙顶高度=1.430(m)

91上墙重力Ws=54.144(kN)上墙墙背处的Ex=26.016(kN)上墙墙背处的Ey=10.406(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.570(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.731(m)相对于上墙墙趾，上墙Ey的力臂Zx=1.187(m)［容许应力法］:法向应力检算：相对于上墙墙趾，合力作用力臂Zn=0.355(m)截面宽度B=1.480(m)偏心距el=0.385(m)截面上偏心距验算满足:el=0.385<=0.330*1.480=0.488(m)截面上压应力：面坡=111.761背坡=-24.531(kPa)压应力验算满足:计算值=111.761<=6900.000(kPa)拉应力验算满足：计算值=24.531<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-7.676<=650.000(kPa)斜截面剪应力检算斜剪应力验算满足：计算值=17.862<=650.000(kPa)(六)墙底截面强度验算验算截面以上，墙身截面积=10.788(m2)重量=258.912kN相对于验算截面外边缘，墙身重力的力臂Zw=1.686(m)验算截面以上地震力=7.785(kN)作用点距墙顶高度=3.198(m)［容许应力法］:法向应力检算：作用于截面总竖向力=349.221(kN)作用于墙趾下点的总弯矩=398.719(kN-m)相对于验算截面外边缘，合力作用力臂Zn=1.142(m)截面宽度B=2.510(m)偏心距el=0.113(m)截面上偏心距验算满足：el=0.113<=0.330*2.510=0.828(m)截面上压应力：面坡=176.801背坡=101.463(kPa)压应力验算满足：计算值=176.801<=6900.000(kPa)切向应力检算：剪应力验算满足：计算值=-25.089<=650.000(kPa)(七)台顶截面强度验算［土压力计算］计算高度为5.400(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：47.240(度)Ea=75.161(kN)Ex=24.072(kN)Ey=71.202(kN)作用点高度Zy=0.701(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=24.090(度)第1破裂角=44.550(度)Ea=44.356(kN)Ex=26.016(kN)Ey=35.926(kN)作用点高度Zy=0.731(m)计算下墙土压力按力多边形法计算得到：破裂角：45.907(度)Ea=80.289(kN)Ex=80.277(kN)Ey=1.350(kN)作用点高度Zy=1.234(m)［强度验算］验算截面以上，墙身截面积=9.246(m2)重量=221.904kN相对于验算截面外边缘，墙身重力的力臂Zw=1.750(m)验算截面以上地震力=6.860(kN)

92作用点距墙顶高度=2.861(m)［容许应力法］:法向应力检算：作用于截面总竖向力=311.667(kN)作用于墙趾下点的总弯矩=215.873(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.693(m)截面宽度B=2.030(m)偏心距el=0.322(m)截面上偏心距验算满足：el=0.322<=0.330*2.030=0.670(m)截面上压应力：面坡=299.813背坡=7.248(kPa)压应力验算满足：计算值=299.813<=6900.000(kPa)切向应力检算：剪应力验算满足:计算值=-36.378<=650.000(kPa)各组合最不利结果(一)滑移验算安全系数最不利为：组合2(地震情况)抗滑力=129.300(kN),滑移力=110.533(kN).滑移验算满足：Kc=1.170>1.100安全系数最不利为：组合2(地震情况)抗滑力=290.554(kN),滑移力=146.744(kN).地基土层水平向：滑移验算满足：Kc2=1.980>1.100（二）倾覆验算安全系数最不利为：组合2（地震情况）抗倾覆力矩=687.478（kN力），倾覆力矩=282.923（kN-m）.倾覆验算满足：K0=2.430>1.200（三）地基验算作用于基底的合力偏心距验算最不利为：组合2（地震情况）作用于基底的合力偏心距验算满足：e-0.090<=0.200*2.449=0.490（m）墙趾处地基承载力验算最不利为：组合2（地震情况）墙趾处地基承载力验算满足：压应力=177.699<=450.000（kPa）墙踵处地基承载力验算最不利为：组合1（一般情况）墙踵处地基承载力验算满足：压应力=151.744<=390.000（kPa）地基平均承载力验算最不利为：组合1（地震情况）地基平均承载力验算满足：压应力=145.622<=300.000（kPa）（四）基础验算不做强度计算。（五）上墙截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0.354<=0.250*1.480=0.370（m）

93压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=104.848<=4600.000（kPa）拉应力验算最不利为：组合2（地震情况）拉应力验算满足：计算值=24.531<=360.000（kPa）剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-7.676<=650.000（kPa）斜截面剪应力检算最不利为：组合2（地震情况）斜剪应力验算满足：计算值=17.862<=650.000（kPa）（六）墙底截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0.002<=0.250*2.510=0.628（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=138.556<=4600.000（kPa）拉应力验算最不利为：组合1（一般情况）拉应力验算满足：计算值=0.000<=360.000（kPa）剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-25.089<=650.000（kPa）(七)台顶截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1(一般情况)截面上偏心距验算满足：el=0.225<=0.250*2.030=0.508(m)压应力验算最不利为：组合1(一般情况)压应力验算满足：计算值=253.280<=4600.000(kPa)拉应力验算最不利为：组合1(一般情况)拉应力验算满足：计算值=0.000<=360.000(kPa)剪应力验算最不利为：组合2(地震情况)剪应力验算满足：计算值=-36.378<=650.000(kPa)1.2计算项目：衡重式挡土墙A-5.0m计算时间:2011-07-1614:03:48星期六原始条件:

94墙身尺寸：墙身总高：5.000(m)上墙高：2.000(m)墙顶宽：0.400(m)台宽：0.750(m)面坡倾斜坡度：1:0.050上墙背坡倾斜坡度：1:0.350下墙背坡倾斜坡度：1：-0.250采用1个扩展墙址台阶：墙趾台阶bl:0.500(m)墙趾台阶hl:0.500(m)墙趾台阶与墙面坡坡度相同墙底倾斜坡率:0.100:1下墙土压力计算方法：力多边形法物理参数：与工砌体容重：24.000(kN/m3)培工之间摩擦系数：0.600地基土摩擦系数：0.800墙身砌体容许压应力：4600.000(kPa)墙身砌体容许剪应力：650.000(kPa)墙身砌体容许拉应力：330.000(kPa)墙身砌体容许弯曲拉应力：360.000(kPa)挡土墙类型：抗震区挡土墙墙后填土内摩擦角：30.000(度)墙后填土粘聚力：0.000(kPa)墙后填土容重：20.000(kN/m3)墙背与墙后填土摩擦角：15.000(度)地基土容重：22.000(kN/m3)修正后地基土容许承载力：300.000(kPa)地基土容许承载力提高系数：墙趾值提高系数：L200墙踵值提高系数：1.300平均值提高系数：L000地震作用墙趾值提高系数：1.500地震作用墙踵值提高系数：1.625地震作用平均值提高系数：1.250墙底摩擦系数：0.350地基土类型：土质地基地基土内摩擦角：23.000(度)地震烈度：设计烈度7度

95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抗震基底容许偏心距:B/5地震力调整系数：1.000坡线土柱：坡面线段数：3折线序号水平投影长(m)竖向投影长(m)换算土柱数12.0000.000023.0001.000035.0000.0000地面横坡角度：30.000(度)墙顶标高:0.000(m)第1种情况：一般情况［土压力计算］计算高度为5.180(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：37.720(度)Ea=33.751(kN)Ex-13.759(kN)Ey=30.820(kN)作用点高度Zy=O.636(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=28.696(度)第1破裂角=37.130(度)Ea=26.999(kN)Ex=14.028(kN)Ey=23.069(kN)作用点高度Zy=0.636(m)计算下墙土压力按力多边形法计算得到：破裂角：40.347(度)Ea=60.370(kN)Ex=60.362(kN)Ey=1.015(kN)作用点高度Zy=1.311(m)墙身截面积=6.967(m2)重量=167.207kN衡重台上填料重=22.104(kN)重心坐标(1.080,-1.119)(相对于墙面坡上角点)(一)滑动稳定性验算基底摩擦系数=0.350采用倾斜基底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=188.371(kN)En=31.366(kN)Wt=18.837(kN)Et=71.624(kN)滑移力=52.787(kN)抗滑力=76.908(kN)滑移验算满足：Kc=1.457>1,300地基土摩擦系数=0.800地基土层水平向：滑移力=74.390(kN)抗滑力=173.583(kN)地基土层水平向：滑移验算满足：Kc2=2.333>1.300(二)倾覆稳定性验算相对于墙趾，墙身重力的力臂Zw=1.301(m)相对于墙趾，上墙Ey的力臂Zx=2.252(m)相对于墙趾，上墙Ex的力臂Zy=3.636(m)相对于墙趾，下墙Ey的力臂Zx3=2.133(m)相对于墙趾，下墙Ex的力臂Zy3=1.131(m)验算挡土墙绕墙趾的倾覆稳定性

96倾覆力矩=119.249(kN-m)抗倾覆力矩=312.157(kN-m)倾覆验算满足：K0=2.618>1.600(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距作用于基础底的总竖向力=213.395(kN)作用于墙趾下点的总弯矩=192.908(kN-m)基础底面宽度B=1.805(m)偏心距e=-0.002(m)基础底面合力作用点距离基础趾点的距离Zn=0.904(m)基底压应力：趾部=117.621踵部=118.844(kPa)最大应力与最小应力之比=117.621/118.844=0.990作用于基底的合力偏心距验算满足：e=-0.002<=0.200*1.805=0.361(m)墙趾处地基承载力验算满足：压应力=117.621<=360.000(kPa)墙踵处地基承载力验算满足：压应力=118.844<=390.000(kPa)地基平均承载力验算满足：压应力=118.232<=300.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算上墙重力Ws=38.400(kN)上墙墙背处的Ex=14.028(kN)上墙墙背处的Ey=4.910(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.475(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.636(m)相对于上墙墙趾，上墙Ey的力臂Zx=0.977(m)［容许应力法］:法向应力检算：相对于上墙墙趾，合力作用力臂Zn=0.326(m)截面宽度B=1.200(m)偏心距el=0.274(m)截面上偏心距验算满足：el=0.274<=0.250*1.200=0.300(m)截面上压应力：面坡=85.528背坡=-13.345(kPa)压应力验算满足：计算值=85.528<=4600.000(kPa)拉应力验算满足：计算值=13.345<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-9.965<=650.000(kPa)斜截面剪应力检算斜剪应力验算满足：计算值=9.942<=650.000(kPa)(六)墙底截面强度验算验算截面以上，墙身截面积=6.800(m2)重量=163.200kN相对于验算截面外边缘，墙身重力的力臂Zw=1.303(m)［容许应力法］:法向应力检算：作用于截面总竖向力=209.388(kN)作用于墙趾下点的总弯矩=190.512(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.910(m)截面宽度B=1.850(m)偏心距el=0.015(m)截面上偏心距验算满足:el=0.015<=0.250*1.850=0.462(m)截面上压应力：面坡=118.743背坡=107.623(kPa)压应力验算满足:计算值=118.743<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-27.699<=650.000(kPa)

97(七)台顶截面强度验算［土压力计算］计算高度为4.500(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：37.720(度)Ea=33.751(kN)Ex=13.759(kN)Ey=30.820(kN)作用点高度Zy=0.636(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：笫2破裂角=28.696(度)第1破裂角=37.130(度)Ea=26.999(kN)Ex=14.028(kN)Ey=23.069(kN)作用点高度Zy=0.636(m)计算下墙土压力按力多边形法计算得到：破裂角：40.707(度)Ea=43.467(kN)Ex=43.461(kN)Ey=0.731(kN)作用点高度Zy=1.045(m)［强度验算］验算截面以上，墙身截面积=5.850(m2)重量=140.400kN相对于验算截面外边缘，墙身重力的力臂Zw=1.359(m)［容许应力法］:法向应力检算：作用于截面总竖向力=186.304(kN)作用于墙趾下点的总弯矩=97.830(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.525(m)截面宽度B=1.450(m)偏心距el=0.200(m)截面上偏心距验算满足：el=0.200<=0.250*1.450=0.362(m)截面上压应力：面坡=234.760背坡=22.211(kPa)压应力验算满足：计算值=234.760<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-37.444<=650.000(kPa)第2种情况,卅霄怙湿［土压力计算］计算高度为5.180(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：41.470(度)Ea=36.129(kN)Ex=14.728(kN)Ey=32.990(kN)作用点高度Zy=0.626(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=28.862(度)第1破裂角=40.510(度)Ea=28.961(kN)Ex=14.976(kN)Ey=24.788(kN)作用点高度Zy=0.627(m)计算下墙土压力按力多边形法计算得到：破裂角：41.549(度)Ea=65.126(kN)Ex=65.117(kN)Ey=1.095(kN)作用点高度Zy=l.318(m)墙身截面积=6.967(m2)重量=167.207kN衡重台上填料重=21.954(kN)重心坐标(1.079,-1.122)(相对于墙面坡上角点)全墙地震力=4.729(kN)作用点距墙顶高度=2.766(m)(-)滑动稳定性验算基底摩擦系数=0.350采用倾斜基底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=188.222(kN)En=34.195(kN)Wt=18.822(kN)Et=81.825(kN)

98滑移力=63.003(kN)抗滑力=77.846(kN)滑移验算满足：Kc=1.236>1,100地基±摩擦系数=0.800地基土层水平向：滑移力=84.822(kN)抗滑力=174.902(kN)地基土层水平向：滑移验算满足：Kc2=2.062>1.100(二)倾覆稳定性验算相对于墙趾，墙身重力的力臂Zw=1.301(m)相对于墙趾，上墙Ey的力臂Zx=2.254(m)相对于墙趾，上墙Ex的力臂Zy=3.627(m)相对于墙趾，下墙Ey的力臂Zx3=2.134(m)相对于墙趾,下墙Ex的力臂Zy3=1.137(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=138.938(kN-m)抗倾覆力矩=315.976(kN-m)倾覆验算满足：K0=2.274>1.200(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距作用于基础底的总竖向力=215.044(kN)作用于墙趾下点的总弯矩=177.038(kN-m)基础底面宽度B=1.805(m)偏心距e=0.079(m)基础底面合力作用点距离基础趾点的距离Zn=0.823(m)基底压应力：趾部=150.506踵部=87.786(kPa)最大应力与最小应力之比=150.506/87.786=1.714作用于基底的合力偏心距验算满足：e=0.079〈=0.200*1.805=0.361(m)墙趾处地基承载力验算满足：压应力=150.506<=450.000(kPa)墙踵处地基承载力验算满足：压应力=87.786<=487.500(kPa)地基平均承载力验算满足：压应力=119.146<=375.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算验算截面以上地震力=0.960(kN)作用点距墙顶高度=1.167(m)上墙重力Ws=38.400(kN)上墙墙背处的Ex=14.976(kN)上墙墙背处的Ey=5.242(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.475(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.627(m)相对于上墙墙趾，上墙Ey的力臂Zx=0.980(m)［容许应力法］:法向应力检算：相对于上墙墙趾，合力作用力臂Zn=0.302(m)截面宽度B=1.200(m)偏心距el=0.298(m)截面上偏心距验算满足：el=0.298<=0.330*1.200=0.396(m)

99截面上压应力：面坡=90.544背坡=T7.808(kPa)压应力验算满足：计算值=90.544<=6900.000(kPa)拉应力验算满足：计算值=17.808<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-8.541<=650.000(kPa)斜截面剪应力检算斜剪应力验算满足：计算值=11.926<=650.000(kPa)(六)墙底截面强度验算验算截面以上，墙身截面积=6.800(m2)重量=163.200kN相对于验算截面外边缘，墙身重力的力臂Zw=1.303(m)验算截面以上地震力=4.629(kN)作用点距墙顶高度=2.716(m)［容许应力法］:法向应力检算：作用于截面总竖向力=211.037(kN)作用于墙趾下点的总弯矩=174.853(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.829(m)截面宽度B=1.850(m)偏心距el=0.096(m)截面上偏心距验算满足:el=0.096<=0.330*1.850=0.610(m)截面上压应力：面坡=149.761背坡=78.388(kPa)压应力验算满足：计算值=149.761<=6900.000(kPa)切向应力检算：剪应力验算满足：计算值=-22.649<=650.000(kPa)(七)台顶截面强度验算［土压力计算］计算高度为4.500(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：41.470(度)Ea=36.129(kN)Ex=14.728(kN)Ey=32.990(kN)作用点高度Zy=0.626(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=28.862(度)第1破裂角=40.510(度)Ea=28.961(kN)Ex=14.976(kN)Ey=24.788(kN)作用点高度Zy=0.627(m)计算下墙土压力按力多边形法计算得到：破裂角：41.930(度)Ea=47.044(kN)Ex=47.037(kN)Ey=0.791(kN)作用点高度Zy=1.050(m)［强度验算］验算截面以上，墙身截面积=5.850(m2)重量=140.400kN相对于验算截面外边缘，墙身重力的力臂Zw=1.359(m)验算截面以上地震力=4.059(kN)作用点距墙顶高度=2.431(m)［容许应力法］:法向应力检算：作用于截面总竖向力=187.933(kN)作用于墙趾下点的总弯矩=85.285(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.454(m)截面宽度B=1.450(m)偏心距el=0.271(m)截面上偏心距验算满足：el=0.271<=0.330*1.450=0.478(m)

100截面上压应力：面坡=275.056背坡=-15.837(kPa)压应力验算满足：计算值=275.056<=6900.000(kPa)拉应力验算满足：计算值=15.837<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-32.198<=650.000(kPa)各组合最不利结果(-)滑移验算安全系数最不利为：组合2(地震情况)抗滑力=77.846(kN),滑移力=63.003(kN).滑移验算满足：Kc=1.236>1.100安全系数最不利为：组合2(地震情况)抗滑力=174.902(kN),滑移力=84.822(kN)。地基土层水平向：滑移验算满足：Kc2=2.062>1.100(二)倾覆验算安全系数最不利为：组合1(一般情况)抗倾覆力矩=312.157（kN-M）,倾覆力矩=119.249（kN-m）.倾覆验算满足：K0=2.618>1.600（三）地基验算作用于基底的合力偏心距验算最不利为：组合2（地震情况）作用于基底的合力偏心距验算满足：e=0.079<=0.200*1.805=0.361（m）墙趾处地基承载力验算最不利为：组合2（地震情况）墙趾处地基承载力验算满足：压应力=150.506<=450.000（kPa）墙踵处地基承载力验算最不利为：组合1（一般情况）墙踵处地基承载力验算满足：压应力=118.844<=390.000（kPa）地基平均承载力验算最不利为：组合1（地震情况）地基平均承载力验算满足：压应力=119.146<=300.000（kPa）（四）基础验算不做强度计算。（五）上墙截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0.274<=0.250*1.200=0.300（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=85.528<=4600.000（kPa）拉应力验算最不利为：组合2（地震情况）拉应力验算满足：计算值=17.808<=360.000（kPa）

101剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-8.541<=650.000（kPa）斜截面剪应力检算最不利为：组合2（地震情况）斜剪应力验算满足：计算值=11.926<=650.000（kPa）（六）墙底截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0.015<=0.250*1.850=0.462（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=118.743<=4600.000（kPa）拉应力验算最不利为：组合1（一般情况）拉应力验算满足：计算值=0.000<=360.000（kPa）剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-22.649<=650.000（kPa）（七）台顶截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0.200<=0.250*1.450=0.362（m）压应力验算最不利为：组合1(一般情况)压应力验算满足：计算值=234.760<=4600.000(kPa)拉应力验算最不利为：组合2(地震情况)拉应力验算满足：计算值=15.837<=360.000(kPa)剪应力验算最不利为：组合2(地震情况)剪应力验算满足：计算值=-32.198<=650.000(kPa)1.3计算项目：衡重式挡土墙A-4.5m计算时间：2011-07-1613:30:50星期六原始条件:

102墙身尺寸：墙身总高：4.500(m)上墙高：1.800(m)墙顶宽：0.400(m)台宽：0.600(m)面坡倾斜坡度：1:0.050上墙背坡倾斜坡度：1:0.350下墙背坡倾斜坡度：L-0.250采用1个扩展墙址台阶：墙趾台阶bl:0.500(m)墙趾台阶hl:0.500(m)墙趾台阶与墙面坡坡度相同墙底倾斜坡率：0.100:1下墙土压力计算方法：力多边形法物理参数：与工砌体容重：24.000(kN/m3)用工之间摩擦系数：0.600地基土摩擦系数：0.500墙身砌体容许压应力：4600.000(kPa)墙身砌体容许剪应力：650.000(kPa)墙身砌体容许拉应力：330.000(kPa)墙身砌体容许弯曲拉应力：360.000(kPa)挡土墙类型：抗震区挡土墙墙后填土内摩擦角：30.000(度)墙后填土粘聚力：0.000(kPa)墙后填土容重：20.000(kN/m3)墙背与墙后填土摩擦角：15.000(度)地基土容重：20.000(kN/m3)修正后地基土容许承载力：160.000(kPa)地基土容许承载力提高系数：墙趾值提局系数：L200墙踵值提高系数：1.300平均值提高系数：1.000地震作用墙趾值提高系数：1.500地震作用墙踵值提高系数：1.625地震作用平均值提高系数：1.250墙底摩擦系数：0.300

103地基土类型：土质地基地基土内摩擦角：13.000(度)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抗震基底容许偏心距:B/5地震力调整系数：L000坡线土柱：坡面线段数：3折线序号水平投影长(m)竖向投影长(m)换算土柱数11.5000.000026.0000.800035.0004.0000地面横坡角度：20.000(度)墙顶标高：0.000(m)第1种情况：一般情况［土压力计算］计算高度为4.664(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：32.900(度)Ea=25.333(kN)Ex=10.967(kN)Ey=22.836(kN)作用点高度Zy=0.590(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=29.352(度)第1破裂角=32.640(度)Ea=21.735(kN)Ex=11.079(kN)Ey=18.699(kN)作用点高度Zy=0.590(m)计算下墙土压力按力多边形法计算得到：破裂角：39.355(度)Ea=42.795(kN)Ex=42.789(kN)Ey=0.720(kN)作用点高度Zy=l.196(m)墙身截面积=5.671(m2)重量=136.096kN衡重台上填料重=14.719(kN)重心坐标(0.983,-1.040)(相对于墙面坡上角点)(一)滑动稳定性验算基底摩擦系数=0.300采用倾斜基底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=150.067(kN)En=24.682(kN)Wt=15.007(kN)Et=51.669(kN)滑移力=36.662(kN)抗滑力=52.425(kN)滑移验算满足：Kc=1.430>1.300地基土摩擦系数=0.500地基土层水平向：滑移力=53.869(kN)抗滑力=86.460(kN)地基土层水平向：滑移验算满足：Kc2=1.605>1.300(-)倾覆稳定性验算相对于墙趾，墙身重力的力臂Zw=1.200(m)相对于墙趾，上墙Ey的力臂Zx=2.023(m)相对于墙趾，上墙Ex的力臂Zy=3.290(m)

104相对于墙趾，下墙Ey的力臂Zx3=1.938(m)相对于墙趾，下墙Ex的力臂Zy3=1.032(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=80.629(kN-m)抗倾覆力矩=227.730(kN-m)倾覆验算满足：K0=2.824>1.600(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距作用于基础底的总竖向力=170.234(kN)作用于墙趾下点的总弯矩=147.101(kN-m)基础底面宽度B=1.639(m)偏心距e=-0.045(m)基础底面合力作用点距离基础趾点的距离Zn=0.864(m)基底压应力：趾部=86.907踵部=120.819(kPa)最大应力与最小应力之比=86.907/120.819=0.719作用于基底的合力偏心距验算满足：e=-0.045<=0.200*1.639=0.328(m)墙趾处地基承载力验算满足：压应力=86.907<=192.000(kPa)墙踵处地基承载力验算满足：压应力=120.819<=208.000(kPa)地基平均承载力验算满足：压应力=103.863<=160.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算上墙重力Ws=32.832(kN)上墙墙背处的Ex=11.079(kN)上墙墙背处的Ey=3.878(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.446(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.590(m)相对于上墙墙趾，上墙Ey的力臂Zx=0.914(m)［容许应力法］:法向应力检算:相对于上墙墙趾，合力作用力臂Zn=0.318(m)截面宽度B=1.120(m)偏心距el=0.242(m)截面上偏心距验算满足：el=0.242<=0.250*1.120=0.280(m)截面上压应力：面坡=75.336背坡=-9.783(kPa)压应力验算满足：计算值=75.336<=4600.000(kPa)拉应力验算满足：计算值=9.783<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-9.774<=650.000(kPa)斜截而剪应力检算斜剪应力验算满足：计算值=7.716<=650.000(kPa)(六)墙底截面强度验算验算截面以上，墙身截面积=5.533(m2)重量=132.792kN相对于验算截面外边缘，墙身重力的力臂Zw=1.203(m)［容许应力法］:法向应力检算：作用于截面总竖向力=166.930(kN)作用于墙趾下点的总弯矩=145.232(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.870(m)截面宽度B=1.680(m)偏心距el=-0.030(m)截面上偏心距验算满足：el=-0.030<=0.250*1.680=0.420(m)

105截面上压应力：面坡=88.711背坡=110.015(kPa)压应力验算满足：计算值=110.015<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-27.553<=650.000(kPa)(七)台顶截面强度验算［土压力计算］计算高度为4.000(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：32.900(度)Ea=25.333(kN)Ex=10.967(kN)Ey=22.836(kN)作用点高度Zy=0.590(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=29.352(度)第1破裂角=32.640(度)Ea=21.735(kN)Ex=ll.079(kN)Ey=18.699(kN)作用点高度Zy=0.590(m)计算下墙土压力按力多边形法计算得到：破裂角：38.981(度)Ea=29.399(kN)Ex=29.395(kN)Ey=0.494(kN)作用点高度Zy=0.942(m)［强度验算］验算截面以上，墙身截面积=4.668(m2)重量=112.032kN相对于验算截面外边缘，墙身重力的力臂Zw=1.263(m)［容许应力法］:法向应力检算：作用于截面总竖向力=145.944(kN)作用于墙趾下点的总弯矩=70.428(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.483(m)截面宽度B=1.280(m)偏心距el=0.157(m)截面上偏心距验算满足：el=0.157<=0.250*1.280=0.320(m)截面上压应力：面坡=198.160背坡=29.878(kPa)压应力验算满足：计算值=198.160<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-36.790<=650.000(kPa)第2种情东•卅霉情加［土压力计算］计算高度为4.664(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：35.720(度)Ea=26.711(kN)Ex=ll.564(kN)Ey=24.078(kN)作用点高度Zy=0.588(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=29.428(度)第1破裂角=35.210(度)Ea=22.948(kN)Ex=ll.672(kN)Ey=19.758(kN)作用点高度Zy=0.588(m)计算下墙土压力按力多边形法计算得到：破裂角：40.765(度)Ea=46.213(kN)Ex=46.206(kN)Ey=0.777(kN)作用点高度Zy=l.196(m)墙身截面积=5.671(m2)重量=136.096kN衡重台上填料重=14.663(kN)重心坐标(0.984,-1.042)(相对于墙面坡上角点)

106全墙地震力=3.769(kN)作用点距墙顶高度=2.508(m)(-)滑动稳定性验算基底摩擦系数=0.300采用倾斜基底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=150.011(kN)En=26.567(kN)Wt=15.001(kN)Et=59.298(kN)滑移力=44.297(kN)抗滑力=52.974(kN)滑移验算满足：Kc=1.196>1.100地基土摩擦系数=0.500地基土层水平向：滑移力=61.647(kN)抗滑力=86.990(kN)地基土层水平向：滑移验算满足：Kc2=1.411>1.100(二)倾覆稳定性验算相对于墙趾，墙身重力的力臂Zw=1.200(m)相对于墙趾，上墙Ey的力臂Zx=2.023(m)相对于墙趾，上墙Ex的力臂Zy=3.288(m)相对于墙趾，下墙Ey的力臂Zx3=1.938(m)相对于墙趾，下墙Ex的力臂Zy3=1.032(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=93.594(kN-m)抗倾覆力矩=229.888(kN-m)倾覆验算满足：K0=2.456>1,200(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距作用于基础底的总竖向力=171.294(kN)作用于墙趾下点的总弯矩=136.294(kN-m)基础底面宽度B=1.639(m)偏心距e=0.024(m)基础底面合力作用点距离基础趾点的距离Zn=0.796(m)基底压应力：趾部=113.631踵部=95.388(kPa)最大应力与最小应力之比=113.631/95.388=1.191作用于基底的合力偏心距验算满足：e=0.024<=0.200*1.639=0.328(m)墙趾处地基承载力验算满足：压应力=113.631<=240.000(kPa)墙踵处地基承载力验算满足：压应力=95.388<=260.000(kPa)地基平均承载力验算满足：压应力=104.510<=200.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算验算截面以上地震力=0.821(kN)作用点距墙顶高度=1.042(m)上墙重力Ws=32.832(kN)上墙墙背处的Ex=11.672(kN)上墙墙背处的Ey=4.085(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.446(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.588(m)相对于上墙墙趾，上墙Ey的力臂Zx=0.914(m)［容许应力法］:法向应力检算：相对于上墙墙趾，合力作用力臂Zn=0.295(m)截面宽度B=1.120(m)偏心距el=0.265(m)截面上偏心距验算满足：el=0.265<=0.330*1.120=0,370(m)截面上压应力：面坡=79.718背坡=-13.794(kPa)压应力验算满足：计算值=79.718<=6900.000(kPa)

107拉应力验算满足：计算值=13.794<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-8.623<=650.000(kPa)斜截面剪应力检算斜剪应力验算满足：计算值=9.262<=650.000(kPa)(六)墙底截面强度验算验算截面以上，墙身截面积=5.533(m2)重量=132.792kN相对于验算截面外边缘，墙身重力的力臂Zw=1.203(m)验算截面以上地震力=3.686(kN)作用点距墙顶高度=2.462(m)［容许应力法］:法向应力检算：作用于截面总竖向力=167.990(kN)作用于墙趾下点的总弯矩=134.547(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.801(m)截面宽度B=1.680(m)偏心距el=0.039(m)截面上偏心距验算满足：el=0.039<=0.330*1.680=0.554(m)截面上压应力：面坡=113.950背坡=86.038(kPa)压应力验算满足：计算值=113.950<=6900.000(kPa)切向应力检算：剪应力验算满足：计算值=-23.351<=650,000(kPa)(七)台顶截面强度验算［土压力计算］计算高度为4.000(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：35.720(度)Ea=26.711(kN)Ex=ll.564(kN)Ey=24.078(kN)作用点高度Zy=0.588(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=29.428(度)第1破裂角=35.210(度)Ea=22.948(kN)Ex=ll.672(kN)Ey=19.758(kN)作用点高度Zy=0.588(m)计算下墙土压力按力多边形法计算得到：破裂角：40.470(度)Ea=31.793(kN)Ex=31.788(kN)Ey=0.535(kN)作用点高度Zy=0.942(m)［强度验算］验算截面以上，墙身截面积=4.668(m2)重量=112.032kN相对于验算截面外边缘，墙身重力的力臂Zw=1.263(m)验算截面以上地震力=3.167(kN)作用点距墙顶高度=2.170(m)［容许应力法］:法向应力检算：作用于截面总竖向力=146.988(kN)作用于墙趾下点的总弯矩=62.151(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.423(m)截面宽度B=1.280(m)偏心距el=0.217(m)截面上偏心距验算满足：el=0.217<=0.330*1.280=0,422(m)截面上压应力：面坡=231.733背坡=-2.064(kPa)压应力验算满足:计算值=231.733<=6900.000(kPa)拉应力验算满足：计算值=2.064<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-32.473<=650.000(kPa)

108各组合最不利结果(-)滑移验算安全系数最不利为：组合2(地震情况)抗滑力=52.974(kN),滑移力=44.297(kN).滑移验算满足：Kc=1.196>1.100安全系数最不利为：组合1(一般情况)抗滑力=86.460(kN),滑移力=53.869(kN)»地基土层水平向：滑移验算满足：Kc2=1.605>1.300(二)倾覆验算安全系数最不利为：组合1(一般情况)抗倾覆力矩=227.抗O(kN-M),倾覆力矩=80.629(kN-m).倾覆验算满足：K0=2.824>1.600（三）地基验算作用于基底的合力偏心距验算最不利为：组合1（一般情况）作用于基底的合力偏心距验算满足：e-0.045<=0.200*1.639=0.328（m）墙趾处地基承载力验算最不利为：组合2（地震情况）墙趾处地基承载力验算满足：压应力=113.631<=240.000（kPa）墙踵处地基承载力验算最不利为：组合1（一般情况）墙踵处地基承载力验算满足：压应力=120.819<=208.000（kPa）地基平均承载力验算最不利为：组合1（地震情况）地基平均承载力验算满足：压应力=104.510<=160.000（kPa）（四）基础验算不做强度计算。（五）上墙截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0.242<=0.250*1.120=0.280（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=75.336<=4600.000（kPa）拉应力验算最不利为：组合2（地震情况）拉应力验算满足：计算值=13.794<=360.000（kPa）剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-8.623<=650.000（kPa）斜截面剪应力检算最不利为：组合2（地震情况）斜剪应力验算满足：计算值=9.262<=650.000（kPa）（六）墙底截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=-0.030<=0.250*1.680=0.420（m）压应力验算最不利为：组合1（一般情况）

109压应力验算满足：计算值=110.015<=4600.000（kPa）拉应力验算最不利为：组合1（一般情况）拉应力验算满足：计算值=0.000<=360.000（kPa）剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-23.351<=650.000（kPa）（七）台顶截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0.157<=0.250*1.280=0.320（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=198.161<=4600.000（kPa）拉应力验算最不利为：组合2(地震情况)拉应力验算满足：计算值=2.064<=360.000(kPa)剪应力验算最不利为：组合2(地震情况)剪应力验算满足：计算值=-32.473<=650.000(kPa)1.4计算项目：衡重式挡土墙A-4.0m计算时间:2011-07-1614:10:23星期六原始条件:墙身尺寸：墙身总高：4.000(m)上墙高：1.600(m)墙顶宽：0.400(m)台宽：0.450(m)面坡倾斜坡度：1:0.050上墙背坡倾斜坡度：1:0.330下墙背坡倾斜坡度：1：-0.250采用1个扩展墙址台阶：墙趾台阶bl:0.400(m)墙趾台阶hl:0.400(m)

110墙趾台阶与墙面坡坡度相同墙底倾斜坡率：0.100:1下墙土压力计算方法：力多边形法物理参数：培工砌体容重：24.000(kN/m3)垮工之间摩擦系数：0.600地基土摩擦系数：0.500墙身砌体容许压应力：4600.000(kPa)墙身砌体容许剪应力：650.000(kPa)墙身砌体容许拉应力：330.000(kPa)墙身砌体容许弯曲拉应力：360.000(kPa)挡土墙类型：抗震区挡土墙墙后填土内摩擦角：30.000(度)墙后填土粘聚力：0.000(kPa)墙后填土容重：20.000(kN/m3)墙背与墙后填土摩擦角：15.000(度)地基土容重：20.000(kN/m3)修正后地基土容许承载力：160.000(kPa)地基土容许承载力提高系数：墙趾值提高系数：1.200墙踵值提高系数：L300平均值提高系数：1.000地震作用墙趾值提高系数：1.500地震作用墙踵值提高系数：1.625地震作用平均值提高系数：1.250墙底摩擦系数：0.300地基土类型：土质地基地基土内摩擦角：13.000(度)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抗震基底容许偏心距:B/5地震力调整系数：1.000坡线土柱：坡面线段数：3折线序号水平投影长(m)竖向投影长(m)换算土柱数11.5000.000026.0000.800035.0004.0000地面横坡角度：30.000(度)墙顶标高：0.000(m)第1种情况：一般情况［土压力计算］计算高度为4.134(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：笫1破裂角：31.810(度)Ea=17.989(kN)Ex=8.602(kN)Ey=15.800(kN)作用点高度Zy=0.529(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：

111第2破裂角=29.782(度)第1破裂角=31.780(度)Ea=17.110(kN)Ex=8.611(kN)Ey=14.785(kN)作用点高度Zy=0.529(m)计算下墙土压力按力多边形法计算得到：破裂角：39.283(度)Ea=33.079(kN)Ex-33.074(kN)Ey=0.556(kN)作用点高度Zy=1.059(m)墙身截面积=4.302(m2)重量=103.253kN衡重台上填料重=8.198(kN)重心坐标(0.883,-1.002)(相对于墙面坡上角点)(一)滑动稳定性验算基底摩擦系数=o300采用倾斜端底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=110.898(kN)En=19.413(kN)Wt=11.090(kN)Et=39.952(kN)滑移力=28.862(kN)抗滑力=39.093(kN)滑移验算满足：Kc=1.354>1.300地基土摩擦系数=0.500地基土层水平向：滑移力=41.685(kN)抗滑力=64.300(kN)地基土层水平向：滑移验算满足：Kc2=1.543>1.300(二)倾覆稳定性验算相对于墙趾，墙身重力的力臂Zw=1.005(m)相对于墙趾，上墙Ey的力臂Zx=1.675(m)相对于墙趾，上墙Ex的力臂Zy=2.929(m)相对于墙趾，下墙Ey的力臂Zx3=1.609(m)相对于墙趾，下墙Ex的力臂Zy3=0.925(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=55.811(kN-m)抗倾覆力矩=141.561(kN-m)倾覆验算满足：K0=2.536>1.600(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距作用于基础底的总竖向力=126.792(kN)作用于墙趾下点的总弯矩=85.750(kN-m)基础底面宽度B=1.344(m)偏心距e=-0.004(m)基础底面合力作用点距离基础趾点的距离Zn=0.676(m)基底压应力：趾部=92.582踵部=96.041(kPa)最大应力与最小应力之比=92.582/96.041=0.964作用于基底的合力偏心距验算满足：e=-0.004<=0.200*1.344=0.269(m)墙趾处地基承载力验算满足：压应力=92.582<=192.000(kPa)墙踵处地基承载力验算满足：压应力=96.041<=208.000(kPa)地基平均承载力验算满足：压应力=94.312<=160.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算上墙重力Ws=27.034(kN)上墙墙背处的Ex=8.611(kN)上墙墙背处的Ey=2.842(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.408(m)

112相对于上墙墙趾，上墙Ex的力臂Zy=0.529(m)相对于上墙墙趾，上墙Ey的力臂Zx=0.833(m)［容许应力法］:法向应力检算：相对于上墙墙趾，合力作用力臂Zn=0.296(m)截面宽度B=1.008(m)偏心距el=0.208(m)截面上偏心距验算满足:el=0.208<=0.250*1.008=0.252(m)截面上压应力：面坡=66.325背坡=-7.048(kPa)压应力验算满足：计算值=66.325<=4600.000(kPa)拉应力验算满足：计算值=7.048<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-9.240<=650.000(kPa)斜截面剪应力检算斜剪应力验算满足：计算值=6.388<=650.000(kPa)(六)墙底截面强度验算验算截面以上，墙身截面积=4.210(m2)重量=101.030kN相对于验算截面外边缘，墙身重力的力臂Zw=1.007(m)［容许应力法］:法向应力检算：作用于截面总竖向力=124.569(kN)作用于墙趾下点的总弯矩=84.872(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.681(m)截面宽度B=1.378(m)偏心距el=0.008(m)截面上偏心距验算满足：el=0.008<=0.250*1.378=0.345(m)截面上压应力：面坡=93.420背坡=87.376(kPa)压应力验算满足：计算值=93.420<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-23.988<=650.000(kPa)(七)台顶截面强度验算［土压力计算］计算高度为3.600(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：31.810(度)Ea=17.989(kN)Ex=8.602(kN)Ey=15.800(kN)作用点高度Zy=0.529(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=29.782(度)第1破裂角=31.780(度)Ea=17.110(kN)Ex=8.611(kN)Ey=14.785(kN)作用点高度Zy=0.529(m)计算下墙土压力按力多边形法计算得到：破裂角：38.945(度)Ea=23.551(kN)Ex=23.547(kN)Ey=0.396(kN)作用点高度Zy=0.855(m)［强度验算］验算截面以上，墙身截面积=3.642(m2)重量=87.418kN相对于验算截面外边缘，墙身重力的力臂Zw=1.052(m)［容许应力法］:

113法向应力检算：作用于截面总竖向力=110.796(kN)作用于墙趾下点的总弯矩=41.199(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.372(m)截面宽度B=1.058(m)偏心距el=0.157(m)截面上偏心距验算满足：el=0.157<=0.250*1.058=0.264(m)截面上压应力：面坡=198.054背坡=11.390(kPa)压应力验算满足：计算值=198.054<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-32.438<=650,000(kPa)第2种情况：地震情况［土压力计算］计算高度为4.134(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：34.520(度)Ea=18.920(kN)Ex=9.047(kN)Ey=16.617(kN)作用点高度Zy=0.528(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=29.851(度)第1破裂角=34.410(度)Ea=18.029(kN)Ex=9.055(kN)Ey=15.590(kN)作用点高度Zy=0.528(m)计算下墙土压力按力多边形法计算得到：破裂角：40.707(度)Ea=35.739(kN)Ex=35.734(kN)Ey=0.601(kN)作用点高度Zy=1.059(m)墙身截面积=4.302(m2)重量=103.253kN衡重台上填料重=8.156(kN)重心坐标(0.884,-1.004)(相对于墙面坡上角点)全墙地震力=2.785(kN)作用点距墙顶高度=2.221(m)(~)滑动稳定性验算基底摩擦系数=0.300采用倾斜基底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=110.857(kN)En=20.845(kN)Wt=11.086(kN)Et=45.727(kN)滑移力=34.642(kN)抗滑力=39.511(kN)滑移验算满足：Kc=1.141>1.100地基土摩擦系数=0.500地基土层水平向：滑移力=47.574(kN)抗滑力=64.704(kN)地基土层水平向：滑移验算满足：Kc2=1.360>1.100(二)倾覆稳定性验算相对于墙趾，墙身重力的力臂Zw=1.005(m)相对于墙趾，上墙Ey的力臂Zx=1.675(m)相对于墙趾，上墙Ex的力臂Zy=2.928(m)相对于墙趾，下墙Ey的力臂Zx3=1.609(m)相对于墙趾，下墙Ex的力臂Zy3=0.924(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=64.502(kN-m)抗倾覆力矩=142.927(kN-m)倾覆验算满足：K0=2.216>1.200(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距

114作用于基础底的总竖向力=127.602(kN)作用于墙趾下点的总弯矩=78.425(kN-ni)基础底面宽度B=1.344(m)偏心距e=0.058(m)基础底面合力作用点距离基础趾点的距离Zn=0.615(m)基底压应力：趾部=119.307踵部=70.521(kPa)最大应力与最小应力之比=119.307/70.521=1.692作用于基底的合力偏心距验算满足：e=0.058〈=0.200*1.344=0.269(m)墙趾处地基承载力验算满足：压应力=119.307<=240.000(kPa)墙踵处地基承载力验算满足：压应力=70.521<=260.000(kPa)地基平均承载力验算满足：压应力=94.914〈=200.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算验算截面以上地震力=0.676(kN)作用点距墙顶高度=0.915(m)上墙重力Ws=27.034(kN)上墙墙背处的Ex=9.055(kN)上墙墙背处的Ey=2.988(kN)相对于上墙墙趾，上墙重力的力臂Zw二0.408(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.528(m)相对于上墙墙趾，上墙Ey的力臂Zx=0.834(m)［容许应力法］:法向应力检算：相对于上墙墙趾，合力作用力臂Zn=0.276(m)截面宽度B=1.008(m)偏心距el=0.228(m)截面上偏心距验算满足：el=0.228<=0.330*1.008=0.333(m)截面上压应力：面坡=70.219背坡=-10.652(kPa)压应力验算满足：计算值=70.219<=6900.000(kPa)拉应力验算满足：计算值=10.652<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-8.216<=650.000(kPa)斜截面剪应力检算斜剪应力验算满足：计算值=7.741<=650.000(kPa)(六)墙底截面强度验算验算截面以上，墙身截面积=4.210(m2)重量=101.030kN相对于验算截面外边缘，墙身重力的力臂Zw=1.007(m)验算截面以上地震力=2.730(kN)作用点距墙顶高度=2.184(m)［容许应力法］:法向应力检算：作用于截面总竖向力=125.378(kN)作用于墙趾下点的总弯矩=77.623(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.619(m)截面宽度B=1.378(m)偏心距el=0.070(m)截面上偏心距验算满足：el=0.070<=0.330*1.378=0.455(m)截面上压应力：面坡=118.675背坡=63.297(kPa)压应力验算满足：计算值=118.675<=6900.000(kPa)切向应力检算：剪应力验算满足：计算值=-20.108<=650.000(kPa)

115(七)台顶截面强度验算［土压力计算］计算高度为3.600(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：34.520(度)Ea=18.920(kN)Ex=9.047(kN)Ey=16.617(kN)作用点高度Zy=0.528(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=29.851(度)第1破裂角=34.410(度)Ea=18.029(kN)Ex=9.055(kN)Ey=15.590(kN)作用点高度Zy=0.528(m)计算下墙土压力按力多边形法计算得到：破裂角：40.405(度)Ea=25.482(kN)Ex=25.478(kN)Ey=0.429(kN)作用点高度Zy=0.854(m)［强度验算］验算截面以上，墙身截面积=3.642(m2)重量=87.418kN相对于验算截面外边缘，墙身重力的力臂Zw=1.052(m)验算截面以上地震力=2.389(kN)作用点距墙顶高度=1.954(m)［容许应力法］:法向应力检算：作用于截面总竖向力=111.593(kN)作用于墙趾下点的总弯矩=35.416(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.317(m)截面宽度B=1.058(m)偏心距el=0.212(m)截面上偏心距验算满足：el=0.212<=0.330*1.058=0.349(m)截面上压应力：面坡=232.067背坡=-21.116(kPa)压应力验算满足：计算值=232.067<=6900.000(kPa)拉应力验算满足：计算值=21.116<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-28.386<=650.000(kPa)各组合最不利结果(-)滑移验算安全系数最不利为：组合2(地震情况)抗滑力=39.511(kN),滑移力=34.642(kN).滑移验算满足：Kc=1.141>1.100安全系数最不利为：组合1(一般情况)抗滑力=64.300(kN),滑移力=41.685(kN).地基土层水平向：滑移验算满足：Kc2=1.543>1.300(二)倾覆验算安全系数最不利为：组合1(一般情况)抗倾覆力矩=141.抗1(kN力)，倾覆力矩=55.811(kN-m),倾覆验算满足：K0=2.536>1.600(三)地基验算作用于基底的合力偏心距验算最不利为：组合2(地震情况)作用于基底的合力偏心距验算满足：e=0.058〈=0.200*1.344=0.269(m)

116墙趾处地基承载力验算满足：压应力=119.307<=240.000（kPa）墙踵处地基承载力验算最不利为：组合1（一般情况）墙踵处地基承载力验算满足：压应力=96.041<=208.000（kPa）地基平均承载力验算最不利为：组合1（地震情况）地基平均承载力验算满足：压应力=94.914<=160.000（kPa）（四）基础验算不做强度计算。（五）上墙截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0.208<=0.250*1.008=0.252（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=66.325<=4600.000（kPa）拉应力验算最不利为：组合2（地震情况）拉应力验算满足：计算值=10.652<=360.000（kPa）剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-8.216<=650.000（kPa）斜截面剪应力检算最不利为：组合2（地震情况）斜剪应力验算满足：计算值=7.741<=650.000（kPa）（六）墙底截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0.008<=0.250*1.378=0,345（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=93.420<=4600.000（kPa）拉应力验算最不利为：组合1（一般情况）拉应力验算满足：计算值=0.000<=360.000（kPa）剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-20.108<=650.000（kPa）（七）台顶截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0.157<=0.250*1.058=0.264（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=198.054<=4600.000（kPa）拉应力验算最不利为：组合2（地震情况）拉应力验算满足：计算值=21.116<=360.000（kPa）

1171.5计算项目：衡重式挡土墙A-2.7m计算时间：2011-07-1614:17:47星期六原始条件:墙身尺寸：墙身总高：2.700(m)上墙高：1.100(m)墙顶宽：0.400(m)台宽：0.350(m)面坡倾斜坡度：1:0.050上墙背坡倾斜坡度：1:0.330下墙背坡倾斜坡度：1：-0.250采用1个扩展墙址台阶：墙趾台阶bl:0.350(m)墙趾台阶hl:0.350(m)墙趾台阶与墙面坡坡度相同墙底倾斜坡率：0.100:1下墙土压力计算方法：力多边形法物理参数：坛工砌体容重：24.000(kN/m3)坛工之间摩擦系数：0.600地基土摩擦系数：0.500墙身砌体容许压应力：4600.000(kPa)墙身砌体容许剪应力：650.000(kPa)墙身砌体容许拉应力：330.000(kPa)墙身砌体容许弯曲拉应力：360.000(kPa)挡土墙类型：抗震区挡土墙墙后填土内摩擦角：30.000(度)墙后填土粘聚力：0.000(kPa)墙后填土容重：20.000(kN/m3)墙背与墙后填土摩擦角：15.000(度)地基土容重：20.000(kN/m3)修正后地基土容许承载力：160.000(kPa)地基土容许承载力提高系数：墙趾值提高系数：1.200

118墙踵值提局系数：1.300平均值提高系数：1.000地震作用墙趾值提高系数：1.500地震作用墙踵值提高系数：1.625地震作用平均值提高系数：1.250墙底摩擦系数：0.300地基土类型：土质地基地基土内摩擦角：13.000(度)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抗震基底容许偏心距:B/5地震力调整系数：1.000坡线土柱：坡面线段数：3折线序号水平投影长(m)竖向投影长(m)换算土柱数15.0001.200026.0000.800035.0004.0000地面横坡角度：20.000(度)墙顶标高：0.000(m)第1种情况：一般情况［土压力计算］计算高度为2.817(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：37.920(度)Ea=12.201(kN)Ex=5.549(kN)Ey=10.867(kN)作用点高度Zy=0.367(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=22.828(度)第1破裂角=37.160(度)Ea=9.477(kN)Ex=5.726(kN)Ey=7.552(kN)作用点高度Zy=0.385(m)计算下墙土压力按力多边形法计算得到：破裂角：40.987(度)Ea=19.031(kN)Ex=19.029(kN)Ey=0.320(kN)作用点高度Zy=0.723(m)墙身截面积=2.475(m2)重量=59.405kN衡重台上填料重=6.736(kN)重心坐标(0.739,-0.568)(相对于墙面坡上角点)(-)滑动稳定性验算基底摩擦系数=0.300采用倾斜基底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=65.813(kN)En=10.296(kN)Wt=6.581(kN)Et=23.849(kN)滑移力=17.267(kN)抗滑力=22.833(kN)滑移验算满足：Kc=1.322>1.300地基土摩擦系数=0.500地基土层水平向：滑移力=24.755(kN)抗滑力=37.689(kN)地基土层水平向：滑移验算满足：Kc2=1.523>1.300(二)倾覆稳定性验算相对于墙趾，墙身重力的力臂Zw=0.827(m)相对于墙趾，上墙Ey的力臂Zx=1.436(m)

119相对于墙趾，上墙Ex的力臂Zy=1.985(m)相对于墙趾，下墙Ey的力臂Zx3=1.349(m)相对于墙趾，下墙Ex的力臂Zy3=0.606(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=22.891(kN-m)抗倾覆力矩=68.631(kN-m)倾覆验算满足：K0=2.998>1.600(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距作用于基础底的总竖向力=74.012(kN)作用于墙趾下点的总弯矩=45.740(kN-m)基础底面宽度B=1.169(m)偏心距e=-0.034(m)基础底面合力作用点距离基础趾点的距离Zn=0.618(m)基底压应力：趾部=52.398踵部=74.251(kPa)最大应力与最小应力之比=52.398/74.251=0.706作用于基底的合力偏心距验算满足：e=-0.034<=0.200*1.169=0.234(m)墙趾处地基承载力验算满足：压应力=52.398<=192.000(kPa)墙踵处地基承载力验算满足：压应力=74.251<=208.000(kPa)地基平均承载力验算满足：压应力=63.325<=160.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算上墙重力Ws=16.078(kN)上墙墙背处的Ex=5.726(kN)上墙墙背处的Ey=1.890(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.341(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.385(m)相对于上墙墙趾，上墙Ey的力臂Zx=0.691(m)［容许应力法］:法向应力检算：相对于上墙墙趾，合力作用力臂Zn=0.255(m)截面宽度B=0.818(m)偏心距el=0.154(m)截面上偏心距验算满足:el=0.154<=0.250*0,818=0.205(m)截面上压应力：面坡=46.777背坡=-2.847(kPa)压应力验算满足：计算值=46.777<=4600.000(kPa)拉应力验算满足：计算值=2.847<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-6.179<=650.000(kPa)斜截面剪应力检算斜剪应力验算满足：计算值=5.278<=650.000(kPa)(六)墙底截面强度验算验算截面以上，墙身截面积=2.405(m2)重量=57.725kN相对于验算截面外边缘，墙身重力的力臂Zw=0.828(m)［容许应力法］:

120法向应力检算：作用于截面总竖向力=72.332(kN)作用于墙趾下点的总弯矩=45.074(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.623(m)截面宽度B=1.198(m)偏心距el=-0.024(m)截面上偏心距验算满足：el=-0.024<=0.250*1.198=0.300(m)截面上压应力：面坡=53.074背坡=67.681(kPa)压应力验算满足：计算值=67.681<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-15.563<=650.000(kPa)(七)台顶截面强度验算［土压力计算］计算高度为2.350(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：37.920(度)Ea=12.201(kN)Ex=5.549(kN)Ey=10.867(kN)作用点高度Zy=0.367(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=22.828(度)第1破裂角=37.160(度)Ea=9.477(kN)Ex=5.726(kN)Ey=7.552(kN)作用点高度Zy=0.385(m)计算下墙土压力按力多边形法计算得到：破裂角：40.671(度)Ea=12.365(kN)Ex=12.364(kN)Ey=0.208(kN)作用点高度Zy=0.541(m)［强度验算］验算截面以上，墙身截面积=1.974(m2)重量=47.368kN相对于验算截面外边缘，墙身重力的力臂Zw=0.872(m)［容许应力法］:法向应力检算：作用于截面总竖向力=61.863(kN)作用于墙趾下点的总弯矩=21.963(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.355(m)截面宽度B=0.918(m)偏心距el=0.104(m)截面上偏心距验算满足:el=0.104<=0.250*0.918=0.230(m)截面上压应力：面坡=113.183背坡=21.595(kPa)压应力验算满足：计算值=113.183<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-20.728<=650.000(kPa)第2种情况：地震情况［土压力计算］计算高度为2.817(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：40.710(度)Ea=13.047(kN)Ex=5.933(kN)Ey=ll.620(kN)作用点高度Zy=0.367(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=22.934(度)第1破裂角=39.610(度)Ea=10.128(kN)Ex=6.104(kN)Ey=8.081(kN)作用点高度Zy=0.385(m)计算下墙土压力

121按力多边形法计算得到：破裂角：42.613(度)Ea=20.656(kN)Ex=20.653(kN)Ey=0.347(kN)作用点高度Zy=0.723(m)墙身截面积=2.475(m2)重量=59.405kN衡重台上填料重=6.707(kN)重心坐标(0.739,-0.569)(相对于墙面坡上角点)全墙地震力=1.653(kN)作用点距墙顶高度=1.476(m)(一)滑动稳定性验算基底摩擦系数=0.300采用倾斜基底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=65.784(kN)En=11.214(kN)Wt=6.578(kN)Et=27.430(kN)滑移力=20.852(kN)抗滑力=23.099(kN)滑移验算满足：Kc=1.108>1,100地基土摩擦系数=0.500地基土层水平向：滑移力=28.410(kN)抗滑力=37.953(kN)地基土层水平向：滑移验算满足：Kc2=1.336>1.100(-)倾覆稳定性验算相对于墙趾，墙身重力的力臂Zw=0.827(m)相对于墙趾,上墙Ey的力臂Zx=1.435(m)相对于墙趾，上墙Ex的力臂Zy=1.985(m)相对于墙趾，下墙Ey的力臂Zx3=1.350(m)相对于墙趾，下墙Ex的力臂Zy3=0.606(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=26.659(kN-m)抗倾覆力矩=69.386(kN-m)倾覆验算满足：K0=2.603>1.200(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距作用于基础底的总竖向力=74.541(kN)作用于墙趾下点的总弯矩=42.727(kN-m)基础底面宽度B=1.169(m)偏心距e=O.Oll(m)基础底面合力作用点距离基础趾点的距离Zn=0.573(m)基底压应力：趾部=67.439踵部=60.114(kPa)最大应力与最小应力之比=67.439/60.114=1.122作用于基底的合力偏心距验算满足：e=0.011<=0.200*1.169=0.234(m)墙趾处地基承载力验算满足：压应力=67.439<=240.000(kPa)墙踵处地基承载力验算满足：压应力=60.114<=260.000(kPa)地基平均承载力验算满足：压应力=63.776<=200.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算验算截面以上地震力=0.402(kN)作用点距墙顶高度=0.613(m)上墙重力Ws=16.078(kN)上墙墙背处的Ex=6.104(kN)上墙墙背处的Ey=2.014(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.341(m)

122相对于上墙墙趾，上墙Ex的力臂Zy=0.385(m)相对于上墙墙趾，上墙Ey的力臂Zx=0.691(m)［容许应力法］:法向应力检算：相对于上墙墙趾，合力作用力臂Zn=0.239(m)截面宽度B=0.818(m)偏心距el=0.170(m)截面上偏心距验算满足:el=0.170<=0.330*0.818=0.270(m)截面上压应力：面坡=49.664背坡=-5.429(kPa)压应力验算满足：计算值=49.664<=6900.000(kPa)拉应力验算满足：计算值=5.429<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-5.317<=650.000(kPa)斜截面剪应力检算斜剪应力验算满足：计算值=6.487<=650.000(kPa)(六)墙底截面强度验算验算截面以上，墙身截面积=2.405(m2)重量=57.725kN相对于验算截面外边缘，墙身重力的力臂Zw=0.828(m)验算截面以上地震力=1.611(kN)作用点距墙顶高度口.443(m)［容许应力法］:法向应力检算：作用于截面总竖向力=72.860(kN)作用于墙趾下点的总弯矩=42.113(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.578(m)截面宽度B=1.198(m)偏心距el=0.021(m)截面上偏心距验算满足：el=0.021<=0.330*1.198=0.395(m)截面上压应力：面坡=67.215背坡=54.422(kPa)压应力验算满足：计算值=67.215<=6900.000(kPa)切向应力检算：剪应力验算满足:计算值=-12.812<=650.000(kPa)(七)台顶截面强度验算［土压力计算］计算高度为2.350(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：40.710(度)Ea=13.047(kN)Ex=5.933(kN)Ey=ll.620(kN)作用点高度Zy=0.367(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=22.934(度)第1破裂角=39.610(度)Ea=10.128(kN)Ex-6.104(kN)Ey=8.081(kN)作用点高度Zy=0.385(m)计算下墙土压力按力多边形法计算得到：破裂角：42.368(度)Ea=13.433(kN)Ex=13.431(kN)Ey=O.226(kN)作用点高度Zy=O.541(m)［强度验算］验算截面以上，墙身截面积=1.974(m2)重量=47.368kN相对于验算截面外边缘，墙身重力的力臂Zw=0.872(m)验算截面以上地震力=1.352(kN)作用点距墙顶高度=1.237(m)［容许应力法］:

123法向应力检算：作用于截面总竖向力=62.382(kN)作用于墙趾下点的总弯矩=19.759(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.317(m)截面宽度B=0.918(m)偏心距el=0.142(m)截面上偏心距验算满足:el=0.142<=0.330*0.918=0.303(m)截面上压应力：面坡=131.138背坡=4.770(kPa)压应力验算满足：计算值=131.138<=6900.000(kPa)切向应力检算：剪应力验算满足：计算值=-18.019<=650.000(kPa)各组合最不利结果(一)滑移验算安全系数最不利为：组合2(地震情况)抗滑力=23.099(kN),滑移力=20.852(kN).滑移验算满足：Kc=1.108>1.100安全系数最不利为：组合1(一般情况)抗滑力=37.689(kN),滑移力=24.755(kN).地基土层水平向：滑移验算满足：Kc2=1.523>1.300(二)倾覆验算安全系数最不利为：组合1(一般情况)抗倾覆力矩=68.631(kN-M)，倾覆力矩=22.891(kN-n>).倾覆验算满足：K0=2.998>1.600(三)地基验算作用于基底的合力偏心距验算最不利为：组合1(一般情况)作用于基底的合力偏心距验算满足：e=-0.034<=0.200*1.169=0.234(m)墙趾处地基承载力验算最不利为：组合2(地震情况)墙趾处地基承载力验算满足：压应力=67.439<=240.000(kPa)墙踵处地基承载力验算最不利为：组合1(一般情况)墙踵处地基承载力验算满足：压应力=74.251<=208.000(kPa)地基平均承载力验算最不利为：组合1(地震情况)地基平均承载力验算满足：压应力=63.776<=160.000(kPa)(四)基础验算不做强度计算。（五）上墙截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0.154<=0.250*0.818=0.205（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=46.777<=4600.000（kPa）拉应力验算最不利为：组合2（地震情况）

124拉应力验算满足：计算值=5.429<=360.000（kPa）剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-5.317<=650.000（kPa）斜截面剪应力检算最不利为：组合2（地震情况）斜剪应力验算满足：计算值=6.487<=650.000（kPa）（六）墙底截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=-0.024<=0.250*1.198=0.300（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=67.681<=4600.000（kPa）拉应力验算最不利为：组合1（一般情况）拉应力验算满足：计算值=0.000<=360.000（kPa）剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-12.812<=650.000（kPa）（七）台顶截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0.104<=0.250*0.918=0.230（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=113.183<=4600.000（kPa）拉应力验算最不利为：组合1（一般情况）拉应力验算满足：计算值=0.000<=360.000（kPa）剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-18.019<=650.000（kPa）2、B型挡土墙设计计算书2.1计算项目：衡重式挡土墙B型计算时间：2011-07-1620:22:42星期六原始条件:墙身尺寸：

125墙身总高：6.600(m)上墙高：2.600(m)墙顶宽：0.400(m)台宽：1.000(m)面坡倾斜坡度：1:0.050上墙背坡倾斜坡度：1:0.420下墙背坡倾斜坡度：1：-0.250采用1个扩展墙址台阶：墙趾台阶b1:0.600(m)墙趾台阶h1:0.600(m)墙趾台阶与墙面坡坡度相同墙底倾斜坡率：0.100:1下墙土压力计算方法：力多边形法物理参数：培工砌体容重：24.000(kN/m3)垮工之间摩擦系数：0.600地基土摩擦系数：0.500墙身砌体容许压应力：4600.000(kPa)墙身砌体容许剪应力：650.000(kPa)墙身砌体容许拉应力：330.000(kPa)墙身砌体容许弯曲拉应力：360.000(kPa)挡土墙类型：抗震区挡土墙墙后填土内摩擦角：28.000(度)墙后填土粘聚力：0.000(kPa)墙后填土容重：20.000(kN/m3)墙背与墙后填土摩擦角：15.000(度)地基土容重：20.000(kN/m3)地基土浮容重：10.000(kN/m3)修正后地基土容许承载力：160.000(kPa)地基土容许承载力提高系数：墙趾值提高系数：L200墙踵值提高系数：1.300平均值提高系数：L000地震作用墙趾值提高系数：1.500地震作用墙踵值提高系数：1.625地震作用平均值提高系数：1.250墙底摩擦系数：0.300地基土类型：土质地基地基土内摩擦角：13.000(度)地基土粘聚力：40,000(kPa)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抗震基底容许偏心距:B/5地震力调整系数：1.000坡线土柱：坡面线段数：3折线序号水平投影长(m)竖向投影长(m)换算土柱数110.0000.000028.0003.0000315.0000.5000地面横坡角度：20.000(度)墙顶标高：0.000(m)计算参数：稳定计算目标：自动搜索最危险滑裂面搜索时的圆心步长：1.000(m)搜索时的半径步长：1.000(m)筋带对稳定的作用：筋带力沿圆弧切线第1种情况：一般情况［土压力计算］计算高度为6.836(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：31.710(度)Ea=60.358(kN)Ex=23.758(kN)Ey=55.486(kN)作用点高度Zy=O.867(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=30.994(度)第1破裂角=31.000(度)Ea=47.379(kN)Ex=24.406(kN)Ey=40.609(kN)作用点高度Zy=O.867(m)计算下墙土压力按力多边形法计算得到：破裂角：39.096(度)Ea=93.166(kN)Ex=93.153(kN)Ey=l.567(kN)作用点高度Zy=l.801(m)

126墙身截面积=12.163(m2)重量=291.906kN衡重台上填料重=39.783(kN)重心坐标(1.396,-1.433)(相对于墙面坡上角点)(一)滑动稳定性验算基底摩擦系数=0.300采用倾斜基底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=330.043(kN)En=53.665(kN)Wt=33.004(kN)Et=112.778(kN)滑移力=79.774(kN)抗滑力=115.112(kN)滑移验算满足：Kc=1.443>1.300地基土摩擦系数=0.500地基土层水平向：滑移力=117.559(kN)抗滑力=189.724(kN)地基土层水平向：滑移验算满足：Kc2=1.614>1.300(二)倾覆稳定性验算

127相对于墙趾，墙身重力的力臂Zw=1.690(m)Zx=2.901(m)Zy=4.867(m)Zx3=2.813(m)Zy3=1.565(m)相对于墙趾,上墙Ey的力臂相对于墙趾，上墙Ex的力臂相对于墙趾,下墙Ey的力臂相对于墙趾,下墙Ex的力臂验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=264.548(kN-m)抗倾覆力矩=708.123(kN-m)倾覆验算满足：K0=2.677>1.600(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距作用于基础底的总竖向力=373,865(kN)作用于墙趾下点的总弯矩=443.575(kN-m)基础底面宽度B=2.363(m)偏心距e=-0.005(m)基础底面合力作用点距离基础趾点的距离Zn=1.186(m)基底压应力：趾部=156.215踵部=160.227(kPa)最大应力与最小应力之比=156.215/160.227=0.975作用于基底的合力偏心距验算满足：e=-0.005<=0.200*2.363=0.473(m)墙趾处地基承载力验算满足：压应力=156.215<=192.000(kPa)墙踵处地基承载力验算满足：压应力=160.227<=208.000(kPa)地基平均承载力验算满足：压应力=158.221<=160.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算上墙重力Ws=63.086(kN)上墙墙背处的Ex=24.406(kN)上墙墙背处的Ey=10.250(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.619(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.867(m)相对于上墙墙趾，上墙Ey的力臂Zx=1.258(m)［容许应力法］:法向应力检算：相对于上墙墙趾，合力作用力臂Zn=0.420(m)截面宽度B=1.622(m)偏心距el=0.391(m)截面上偏心距验算满足:el=0.391<=0.250*1.622=0.405(m)截面上压应力：面坡=110.634背坡=-20.207(kPa)压应力验算满足：计算值=110.634<=4600.000(kPa)拉应力验算满足：计算值=20.207<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-12.082<=650.000(kPa)斜截面剪应力检算斜剪应力验算满足：计算值=12.276<=650.000(kPa)

128(六)墙底截面强度验算验算截面以上，墙身截面积=11.877(m2)重量=285.038kN相对于验算截面外边缘，墙身重力的力臂Zw=1.692(m)［容许应力法］:法向应力检算：作用于截面总竖向力=366.997(kN)作用于墙趾下点的总弯矩=438.295(kN-m)相对于验算截面外边缘，合力作用力臂Zn=1.194(m)截面宽度B=2.422(m)偏心距el=0.017(m)截面上偏心距验算满足:el=0.017<=0.250*2.422=0.606(m)截面上压应力：面坡=157.805背坡=145.248(kPa)压应力验算满足：计算值=157.805<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-42.378<=650.000(kPa)(七)台顶截面强度验算［土压力计算］计算高度为6.000(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：31.710(度)Ea=60.358(kN)Ex=23.758(kN)Ey=55.486(kN)作用点高度Zy=0.867(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=30.994(度)第1破裂角=31.000(度)Ea=47.379(kN)Ex=24.406(kN)Ey=40.609(kN)作用点高度Zy=0.867(m)计算下墙土压力按力多边形法计算得到：破裂角：38.751(度)Ea=67.842(kN)Ex=67.832(kN)Ey=l.141(kN)作用点高度Zy=1.476(m)［强度验算］验算截面以上，墙身截面积=10.387(m2)重量=249.298kN相对于验算截面外边缘，墙身重力的力臂Zw=1.755(m)［容许应力法］:法向应力检算：作用于截面总竖向力=330.831(kN)作用于墙趾下点的总弯矩=239.021(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.722(m)截面宽度B=1.942(m)偏心距el=0.249(m)截面上偏心距验算满足：el=0.249<=0.250*1.942=0.486(m)截面上压应力：面坡=301.156背坡=39.555(kPa)压应力验算满足：计算值=301.156<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-54.717<=650.000(kPa)(A)整体稳定验算最不利滑动面：圆心：(4.22122,51.47949)半径=50.52551(m)安全系数=1.827

129总的下滑力=0.011(kN)总的抗滑力=0.020(kN)土体部分下滑力=0.011(kN)土体部分抗滑力=0.020(kN)筋带的抗滑力=0.000(kN)整体稳定验算满足：最小安全系数=1.827>=1.250第2种情汨•卅霄情况［土压力计算〕计算高度为6.836(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：34.550(度)Ea=63.224(kN)Ex=24.886(kN)Ey=58.121(kN)作用点高度Zy=0.867(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=31.064(度)第1破裂角=33.400(度)Ea=49.645(kN)Ex=25.521(kN)Ey=42.583(kN)作用点高度Zy=0.867(m)计算下墙土压力按力多边形法计算得到：破裂角：40.383(度)Ea=99.866(kN)Ex=99.852(kN)Ey=1.680(kN)作用点高度Zy=1.801(m)墙身截面积=12.163(m2)重量=291.906kN衡重台上填料重=39.670(kN)重心坐标(1.396,-1.435)(相对于墙面坡上角点)全墙地震力=8.289(kN)作用点距墙顶高度=3.653(m)(-)滑动稳定性验算基底摩擦系数=0.300采用倾斜基底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=329.931(kN)En=57.343(kN)Wt=32.993(kN)Et=128.595(kN)滑移力=95.602(kN)抗滑力=116.182(kN)滑移验算满足：Kc=1.215>1.100地基土摩擦系数=0.500地基土层水平向：滑移力=133.663(kN)抗滑力=190.711(kN)地基土层水平向：滑移验算满足：Kc2=1.427>1.100(-)倾覆稳定性验算相对于墙趾，墙身重力的力臂Zw=1.690(m)相对于墙趾，上墙Ey的力臂Zx=2.900(m)相对于墙趾，上墙Ex的力臂Zy=4.867(m)相对于墙趾，下墙Ey的力臂Zx3=2.813(m)相对于墙趾，下墙Ex的力臂Zy3=1.565(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=304.886(kN-m)抗倾覆力矩=713.837(kN-m)倾覆验算满足：K0=2.341>1.200(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距作用于基础底的总竖向力=375.839(kN)作用于墙趾下点的总弯矩=408.952(kN-m)基础底面宽度B=2.363(m)偏心距e=0.093(m)基础底面合力作用点距离基础趾点的距离Zn=1.088(m)基底压应力：趾部=196.763踵部=121.350(kPa)最大应力与最小应力之比=196.763/121.350=1.621

130作用于基底的合力偏心距验算满足：e=0.093烂0.200*2.363=0.473(m)墙趾处地基承载力验算满足：压应力=196.763〈=240.000(kPa)墙踵处地基承载力验算满足：压应力=121.350<=260.000(kPa)地基平均承载力验算满足：压应力=159.057<=200.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算验算截面以上地震力=1.577(kN)作用点距墙顶高度=1.562(m)上墙重力Ws=63.086(kN)上墙墙背处的Ex=25.521(kN)上墙墙背处的Ey=10.719(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.619(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.867(m)相对于上墙墙趾，上墙Ey的力臂Zx=1.258(m)［容许应力法］:法向应力检算：相对于上墙墙趾，合力作用力臂Zn=0.390(m)截面宽度B=1.622(m)偏心距el=0.421(m)截面上偏心距验算满足：el=0.421<=0.330*1,622=0.535(m)截面上压应力：面坡=116.384背坡=-25.379(kPa)压应力验算满足：计算值=116.384<=6900.000(kPa)拉应力验算满足：计算值=25.379<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-10.595<=650.000(kPa)斜截面剪应力检算斜剪应力验算满足：计算值=14.297<=650.000(kPa)(六)墙底截面强度验算验算截面以上，墙身截面积=11.877(m2)重量=285.038kN相对于验算截面外边缘，墙身重力的力臂Zw=1.692(m)验算截面以上地震力=8.U8(kN)作用点距墙顶高度=3.589(m)［容许应力法］:法向应力检算：作用于截面总竖向力=368.971(kN)作用于墙趾下点的总弯矩=404.015(kN-m)相对于验算截面外边缘，合力作用力臂Zn=1.095(m)截面宽度B=2.422(m)偏心距el=0.116(m)截面上偏心距验算满足：el=0.116<=0.330*2.422=0.799(m)截面上压应力：面坡=196.128背坡=108.555(kPa)压应力验算满足：计算值=196.128<=6900.000(kPa)切向应力检算：剪应力验算满足：计算值=-36.289<=650,000(kPa)(七)台顶截面强度验算［土压力计算］计算高度为6.000(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：34.550(度)Ea=63.224(kN)Ex=24.886(kN)Ey=58.121(kN)作用点高度Zy=0.867(m)因

131为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=31.064(度)第1破裂角=33.400(度)Ea=49.645(kN)Ex=25.521(kN)Ey=42.583(kN)作用点高度Zy=0.867(m)计算下墙土压力按力多边形法计算得到：破裂角：40.081(度)Ea=72.818(kN)Ex=72.807(kN)Ey=l.225(kN)作用点高度Zy=1.476(m)［强度验算］验算截面以上，墙身截面积=10.387(m2)重量=249.298kN相对于验算截面外边缘，墙身重力的力臂Zw=1.755(m)验算截面以上地震力=7.224(kN)作用点距墙顶高度=3.254(m)［容许应力法］:法向应力检算：作用于截面总竖向力=332.776(kN)作用于墙趾下点的总弯矩=211.022(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.634(m)截面宽度B=1.942(m)偏心距el=0.337(m)截面上偏心距验算满足：el=0.337<=0.330*1.942=0.641(m)截面上压应力：面坡=349.706背坡=-6.992(kPa)压应力验算满足：计算值=349.706<=6900.000(kPa)拉应力验算满足：计算值=6.992<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-48.462<=650.000(kPa)(八)整体稳定验算最不利滑动面：圆心：(7.31195,18.14690)半径=18.08768(m)安全系数=1.330总的下滑力=0.059(kN)总的抗滑力=0.078(kN)土体部分下滑力=0.055(kN)土体部分抗滑力=0.078(kN)筋带的抗滑力=0.000(kN)地震作用的下滑力=0.004(kN)整体稳定验算满足：最小安全系数=1.330>=1.250各组合最不利结果(一)滑移验算安全系数最不利为：组合2(地震情况)抗滑力=116.182(kN),滑移力=95.602(kN).滑移验算满足：Kc=1.215>1.100安全系数最不利为：组合1(一般情况)抗滑力=189.724(kN),滑移力=117.559(kN).地基土层水平向：滑移验算满足：Kc2=1.614>1.300(-)倾覆验算安全系数最不利为：组合1(一般情况)

132抗倾覆力矩=708.123(kN-M),倾覆力矩=264.548(kN-m).倾覆验算满足：K0=2.677>1.600(三)地基验算作用于基底的合力偏心距验算最不利为：组合2(地震情况)作用于基底的合力偏心距验算满足：e=0.093<=0.200*2.363=0.473(m)墙趾处地基承载力验算最不利为：组合2(地震情况)墙趾处地基承载力验算满足：压应力=196.763<=240.000(kPa)墙踵处地基承载力验算最不利为：组合1(一般情况)墙踵处地基承载力验算满足：压应力=160.227<=208.000(kPa)地基平均承载力验算最不利为：组合1(地震情况)地基平均承载力验算满足：压应力=159.057<=160.000(kPa)(四)基础验算不做强度计算。(五)上墙截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1(一般情况)截面上偏心距验算满足：el=0.391<=0.250*1.622=0.405(m)压应力验算最不利为：组合1(一般情况)压应力验算满足：计算值=110.634<=4600.000(kPa)拉应力验算最不利为：组合2(地震情况)拉应力验算满足：计算值=25.379<=360.000(kPa)剪应力验算最不利为：组合2(地震情况)剪应力验算满足：计算值=-10.595<=650.000(kPa)斜截面剪应力检算最不利为：组合2(地震情况)斜剪应力验算满足：计算值=14.297<=650.000(kPa)(六)墙底截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1(一般情况)截面上偏心距验算满足：el=0.017<=0.250*2.422=0.606(m)压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=157.805<=4600.000（kPa）拉应力验算最不利为：组合1（一般情况）拉应力验算满足：计算值=0.000<=360.000（kPa）剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-36.289<=650.000（kPa）（七）台顶截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）

133截面上偏心距验算满足：el=0.249<=0.250*1.942=0.486（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=301.156<=4600.000（kPa）拉应力验算最不利为：组合2（地震情况）拉应力验算满足：计算值=6.992<=360.000（kPa）剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-48.462<=650.000（kPa）（七）整体稳定验算整体稳定验算最不利为：组合2（地震情况）整体稳定验算满足：最小安全系数=1.330>=1.2503、C型挡土墙设计计算书3.1计算项目：衡重式挡土墙C-5.6m计算时间：2011-07-1614:24:37星期六原始条件：墙身尺寸：墙身总高：5.600（m）上墙高：2.200（m）墙顶宽：0.500(m)台宽：l.OOO(m)面坡倾斜坡度：1:0.050上墙背坡倾斜坡度：1:0.400下墙背坡倾斜坡度：1：-0.250采用1个扩展墙址台阶：墙趾台阶bl:0.500(m)墙趾台阶hl:0.500(m)墙趾台阶与墙面坡坡度相同墙底倾斜坡率:0.100:1下墙土压力计算方法：力多边形法物理参数：与工砌体容重：24.000(kN/m3)培工之间摩擦系数：0.600地基土摩擦系数：0.800

134墙身砌体容许压应力：4600.OOO(kPa)墙身砌体容许剪应力：650.000(kPa)墙身砌体容许拉应力：330.000(kPa)墙身砌体容许弯曲拉应力：360.000(kPa)挡土墙类型：抗震区挡土墙墙后填土内摩擦角：30.000(度)墙后填土粘聚力：0.000(kPa)墙后填土容重：20.000(kN/m3)墙背与墙后填土摩擦角：15.000(度)地基土容重：20.000(kN/m3)修正后地基土容许承载力：300.000(kPa)地基土容许承载力提高系数：墙趾值提高系数：1.200墙踵值提高系数：1.300平均值提高系数：1.000地震作用墙趾值提高系数：1.500地震作用墙踵值提高系数：1.625地震作用平均值提高系数：1.250墙底摩擦系数：0.350地基土类型：土质地基地基土内摩擦角：23.000(度)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抗震基底容许偏心距:B/5地震力调整系数：1.000坡线土柱：坡面线段数：3折线序号水平投影长(m)竖向投影长(m)换算土柱数12.5000.000024.0002.000035.0000.0000

135地面横坡角度：30.000(度)墙顶标高：0.000(m)第1种情况：一般情况［土压力计算］计算高度为5.825(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：47.732(度)Ea=52.748(kN)Ex=17.594(kN)Ey=49.727(kN)作用点高度Zy=0.616(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=26.181(度)第1破裂角=46.030(度)Ea=33.438(kN)Ex=18.611(kN)Ey=27.780(kN)作用点高度Zy=0.630(m)计算下墙土压力按力多边形法计算得到：破裂角：41.750(度)Ea=89.322(kN)Ex=89.309(kN)Ey=l.502(kN)作用点高度Zy=l.477(m)墙身截面积=10.009(m2)重量=240.223kN衡重台上填料重=39.564(kN)重心坐标(1.408,T.141)(相对于墙面坡上角点)(-)滑动稳定性验算基底摩擦系数=0.350采用倾斜基底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=278.399(kN)En=39.876(kN)Wt=27.840(kN)Et=104.471(kN)滑移力=76.631(kN)抗滑力=111.396(kN)滑移验算满足：Kc=1.454>1.300地基土摩擦系数=0.800地基土层水平向：滑移力=107.920(kN)抗滑力=251.319(kN)地基土层水平向：滑移验算满足：Kc2=2.329>1.300(二)倾覆稳定性验算相对于墙趾，墙身重力的力臂相对于墙趾,上墙Ey的力臂相对于墙趾,上墙Ex的力臂相对于墙趾，下墙Ey的力臂相对于墙趾，下墙Ex的力臂Zw=1.543Zx=2.850Zy=4.030(m)(m)(m)Zx3=2.623(m)Zy3=1.251(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=186.748(kN-m)抗倾覆力矩=540.257(kN-m)倾覆验算满足：K0=2.893>1.600(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距作用于基础底的总竖向力=309.070(kN)作用于墙趾下点的总弯矩=353.509(kN-m)基础底面宽度B=2.254(m)偏心距e=-0.017(m)基础底面合力作用点距离基础趾点的距离Zn=1.144(m)基底压应力：趾部=130.952踵部=143.331(kPa)最大应力与最小应力之比=130.952/143.331=0.914作用于基底的合力偏心距验算满足：e-0.017<=0.200*2.254=0.451(m)墙趾处地基承载力验算满足：压应力=130.952<=360.000(kPa)墙踵处地基承载力验算满足：压应力=143.331<=390.000(kPa)地基平均承载力验算满足：压应力=137.141<=300.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算

136上墙重力Ws=52.536(kN)上墙墙背处的Ex=18.611(kN)上墙墙背处的Ey=7.444(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.584(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.630(m)相对于上墙墙趾，上墙Ey的力臂Zx=1.238(m)［容许应力法］:法向应力检算：相对于上墙墙趾，合力作用力臂Zn=0.470(m)截面宽度B=1.490(m)偏心距el=0.275(m)截面上偏心距验算满足：el=0.275<=0.250*1.490=0.373(m)截面上压应力：面坡=84.810背坡=-4.300(kPa)压应力验算满足：计算值=84.810<=4600.000(kPa)拉应力验算满足：计算值=4.300<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-11.663<=650.000(kPa)斜截面剪应力检算斜剪应力验算满足：计算值=9.209<=650.000(kPa)(六)墙底截面强度验算验算截面以上，墙身截面积=9.749(m2)重量=233.976kN相对于验算截面外边缘，墙身重力的力臂Zw=1.543(m)［容许应力法］:法向应力检算：作用于截面总竖向力=302.823(kN)作用于墙趾下点的总弯矩=348.115(kN-m)相对于验算截面外边缘，合力作用力臂Zn=1.150(m)截面宽度B=2.310(m)偏心距el=0.005(m)截面上偏心距验算满足：el=0.005<=0.250*2.310=0.577(m)截面上压应力：面坡=132.942背坡=129.242(kPa)压应力验算满足：计算值=132.942<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-31.937<=650.000(kPa)(七)台顶截面强度验算［土压力计算］计算高度为5.100(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：47.732(度)Ea=52.748(kN)Ex=17.594(kN)Ey=49.727(kN)作用点高度Zy=0.616(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=26.181(度)第1破裂角=46.030(度)Ea=33.438(kN)Ex=18.611(kN)Ey=27.780(kN)作用点高度Zy=0.630(m)计算下墙土压力按力多边形法计算得到：破裂角：42.304(度)Ea=66.567(kN)Ex=66.557(kN)Ey=l.120(kN)作用点高度Zy=l.192(m)［强度验算］验算截面以上，墙身截面积=8.569(m2)重量=205.656kN

137相对于验算截面外边缘，墙身重力的力臂Zw=1.591(m)［容许应力法］:法向应力检算：作用于截面总竖向力=274.120(kN)作用于墙趾下点的总弯矩=207.537(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.757(m)截面宽度B=1.910(m)偏心距el=0.198(m)截面上偏心距验算满足:el=0.198<=0.250*1.910=0.478(m)截面上压应力：面坡=232.740背坡=54.297(kPa)压应力验算满足：计算值=232.740<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-41.520<=650.000(kPa)第?种搐泞•卅震情况［土压力计算］计算高度为5.825(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：49.363(度)Ea=59.555(kN)Ex=19.865(kN)Ey=56.144(kN)作用点高度Zy=0.606(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=26.440(度)第1破裂角=48.635(度)Ea=37.723(kN)Ex=20.853(kN)Ey=31.435(kN)作用点高度Zy=0.615(m)计算下墙土压力按力多边形法计算得到：破裂角：42.973(度)Ea=95.623(kN)Ex=95.610(kN)Ey=1.608(kN)作用点高度Zy=1.490(m)墙身截面积=10.009(m2)重量=240.223kN衡重台上填料重=39.292(kN)重心坐标(1.406,-1.144)(相对于墙面坡上角点)全墙地震力=6.988(kN)作用点距墙顶高度=3.035(m)(-)滑动稳定性验算基底摩擦系数=0.350采用倾斜基底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=278.128(kN)En=45.163(kN)Wt=27.813(kN)Et=119.550(kN)滑移力=91.737(kN)抗滑力=113.152(kN)滑移验算满足：Kc=1.233>1.100地基土摩擦系数=0.800地基土层水平向：滑移力=123.451(kN)抗滑力=254.110(kN)地基土层水平向：滑移验算满足：Kc2=2.058>1.100(二)倾覆稳定性验算相对于墙趾，墙身重力的力臂Zw=1.543(m)相对于墙趾，上墙Ey的力臂Zx=2.854(m)相对于墙趾，上墙Ex的力臂Zy=4.015(m)相对于墙趾，下墙Ey的力臂Zx3=2.626(m)相对于墙趾，下墙Ex的力臂Zy3=1.264(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=222.544(kN-m)抗倾覆力矩=550.406(kN-m)倾覆验算满足：K0=2.473>1.200(三)地基应力及偏心距验算

138基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距作用于基础底的总竖向力=312.558(kN)作用于墙趾下点的总弯矩=327.862(kN-m)基础底面宽度B=2.254(m)偏心距e=0.078(m)基础底面合力作用点距离基础趾点的距离Zn=1.049(m)基底压应力：趾部=167.440踵部=109.938(kPa)最大应力与最小应力之比=167.440/109.938=1.523作用于基底的合力偏心距验算满足：e=0.078<=0.200*2.254=0.451(m)墙趾处地基承载力验算满足：压应力=167.440<=450.000(kPa)墙踵处地基承载力验算满足：压应力=109.938<=487.500(kPa)地基平均承载力验算满足：压应力=138.689<=375.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算验算截面以上地震力=L313(kN)作用点距墙顶高度=1.282(m)上墙重力Ws=52.536(kN)上墙墙背处的Ex=20,853(kN)上墙墙背处的Ey=8.341(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.584(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.615(m)相对于上墙墙趾，上墙Ey的力臂Zx=1.244(m)［容许应力法］:法向应力检算：相对于上墙墙趾，合力作用力臂Zn=0.444(m)截面宽度B=1.490(m)偏心距el=0.301(m)截面上偏心距验算满足：el=0.301<=0.330*1.490=0.492(m)截面上压应力：面坡=90.353背坡=-8.638(kPa)压应力验算满足：计算值=90.353<=6900.000(kPa)拉应力验算满足：计算值=8.638<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-9.637<=650.000(kPa)斜截面剪应力检算斜剪应力验算满足：计算值=12.421<=650.000(kPa)(六)墙底截面强度验算验算截面以上，墙身截面积=9.749(m2)重量=233.976kN相对于验算截面外边缘，墙身重力的力臂Zw=1.543(m)验算截面以上地震力=6.832(kN)作用点距墙顶高度=2.975(m)［容许应力法］:法向应力检算：作用于截面总竖向力=306.311(kN)作用于墙趾下点的总弯矩=323.047(kN-m)相对于验算截面外边缘，合力作用力臂Zn=1.055(m)截面宽度B=2.310(m)偏心距el=0.100(m)截面上偏心距验算满足：el=0.100<=0.330*2.310=0.762(m)截面上压应力：面坡=167.169背坡=98.035(kPa)压应力验算满足：计算值=167.169<=6900.000(kPa)

139切向应力检算：剪应力验算满足：计算值=-26.187<=650.000(kPa)(七)台顶截面强度验算［土压力计算］计算高度为5.100(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：49.363(度)Ea=59.555(kN)Ex=19.865(kN)Ey=56.144(kN)作用点高度Zy=0.606(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=26.440(度)第1破裂角=48.635(度)Ea=37.723(kN)Ex=20.853(kN)Ey=31.435(kN)作用点高度Zy=0.615(m)计算下墙土压力按力多边形法计算得到：破裂角：43.541(度)Ea=71.277(kN)Ex=71.267(kN)Ey=l.199(kN)作用点高度Zy=1.203(m)［强度验算］验算截面以上，墙身截面积=8.569(m2)重量=205.656kN相对于验算截面外边缘，墙身重力的力臂Zw=1.591(m)验算截面以上地震力=6.124(kN)作用点距墙顶高度=2.700(m)［容许应力法］:法向应力检算：作用于截面总竖向力=277.581(kN)作用于墙趾下点的总弯矩=186.733(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.673(m)截面宽度B=1.910(m)偏心距el=0.282(m)截面上偏心距验算满足：el=0.282<=0.330*1.910=0.630(m)截面上压应力：面坡=274.204背坡=16.457(kPa)压应力验算满足：计算值=274.204<=6900.000(kPa)切向应力检算：剪应力验算满足：计算值=-35.761<=650.000(kPa)各组合最不利结果(-)滑移验算安全系数最不利为：组合2(地震情况)抗滑力=113.152(kN),滑移力=91.737(kN).滑移验算满足：Kc=1.233>1.100安全系数最不利为：组合2(地震情况)抗滑力=254.110(kN),滑移力=123.451(kN).地基土层水平向：滑移验算满足：Kc2=2.058>1.100(-)倾覆验算安全系数最不利为：组合2(地震情况)抗倾覆力矩=550.406(kN-M),倾覆力矩=222.544(kN-m).倾覆验算满足：K0=2.473>1.200(三)地基验算作用于基底的合力偏心距验算最不利为：组合2(地震情况)

140作用于基底的合力偏心距验算满足：e=0.078<=0.200*2.254=0.451(m)墙趾处地基承载力验算最不利为：组合2(地震情况)墙趾处地基承载力验算满足：压应力=167.440<=450.000(kPa)墙踵处地基承载力验算最不利为：组合1(一般情况)墙踵处地基承载力验算满足：压应力=143.331<=390.000(kPa)地基平均承载力验算最不利为：组合1(地震情况)地基平均承载力验算满足：压应力=138.689<=300.000(kPa)(四)基础验算不做强度计算。(五)上墙截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1(一般情况)截面上偏心距验算满足：el=0.275<=0.250*1.490=0.373(m)压应力验算最不利为：组合1(一般情况)压应力验算满足：计算值=84.811<=4600.000(kPa)拉应力验算最不利为：组合2(地震情况)拉应力验算满足：计算值=8.638<=360.000(kPa)剪应力验算最不利为：组合2(地震情况)剪应力验算满足：计算值=-9.637<=650.000(kPa)斜截面剪应力检算最不利为：组合2(地震情况)斜剪应力验算满足：计算值=12.421<=650.000(kPa)(六)墙底截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1(一般情况)截面上偏心距验算满足：el=0.005<=0.250*2.310=0.577(m)压应力验算最不利为：组合1(一般情况)压应力验算满足：计算值=132.942<=4600.000(kPa)拉应力验算最不利为：组合1(一般情况)拉应力验算满足：计算值=0.000<=360.000(kPa)剪应力验算最不利为：组合2(地震情况)剪应力验算满足：计算值=-26.187<=650.000(kPa)(七)台顶截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1(一般情况)截面上偏心距验算满足：el=0.198<=0.250*1.910=0.478(m)压应力验算最不利为：组合1(一般情况)压应力验算满足：计算值=232.740<=4600.000(kPa)

141拉应力验算最不利为：组合1(一般情况)拉应力验算满足：计算值=0.000<=360.000(kPa)剪应力验算最不利为：组合2(地震情况)剪应力验算满足:计算值=-35.761<=650.000(kPa)3.2计算项目：衡重式挡土墙C-5.0m计算时间：2011-07-1615:05:17星期六原始条件:IMI▲4气】上『普墙身尺寸：墙身总高：5.000(m)上墙高：2.000(m)墙顶宽:0.500(m)台宽：0.850(m)面坡倾斜坡度：1:0.050上墙背坡倾斜坡度：1:0.380下墙背坡倾斜坡度：1：-0.250采用1个扩展墙址台阶：墙趾台阶bl:0.500(m)墙趾台阶hl:0.500(m)墙趾台阶与墙面坡坡度相同墙底倾斜坡率：0.100:1下墙土压力计算方法：力多边形法物理参数：坊工砌体容重：24.000(kN/m3)垮工之间摩擦系数：0.600地基土摩擦系数：0.800墙身砌体容许压应力：4600.OOO(kPa)墙身砌体容许剪应力：650.000(kPa)墙身砌体容许拉应力：330.000(kPa)墙身砌体容许弯曲拉应力：360.000(kPa)挡土墙类型：抗震区挡土墙墙后填土内摩擦角：30.000(度)墙后填土粘聚力：0.000(kPa)墙后填土容重：20.000(kN/m3)墙背与墙后填土摩擦角：15.000(度)地基土容重：20.000(kN/m3)修正后地基土容许承载力：300.000(kPa)

142地基土容许承载力提高系数：墙趾值提高系数：1.200墙踵值提高系数：L300平均值提高系数：1.000地震作用墙趾值提高系数：1.500地震作用墙踵值提高系数：1.625地震作用平均值提高系数：1.250墙底摩擦系数：0.350地基土类型：土质地基地基土内摩擦角：23.000(度)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抗震基底容许偏心距:B/5地震力调整系数：1.000坡线土柱：坡面线段数：3折线序号水平投影长(m)竖向投影长(m)换算土柱数11.8000.000024.5002.000035.0000.0000地面横坡角度：30.000(度)墙顶标高：0.000(m)第1种情况：一般情况［土压力计算］计算高度为5.206(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：45.530(度)Ea=43.171(kN)Ex=15.588(kN)Ey=40.259(kN)作用点高度Zy=O.576(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=24.178(度)第1破裂角=44.130(度)Ea=28.121(kN)Ex=16.458(kN)Ey=22.802(kN)作用点高度Zy=0.591(m)计算下墙土压力按力多边形法计算得到：破裂角：42.102(度)Ea=72.600(kN)Ex=72.590(kN)Ey=1.221(kN)作用点高度Zy=l.315(m)墙身截面积=8.057(m2)重量=193.372kN衡重台上填料重=31.242(kN)重心坐标(1.283,-1.029)(相对于墙面坡上角点)(一)滑动稳定性验算基底摩擦系数=0.350采用倾斜基底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=223.499(kN)En=32.764(kN)Wt=22.350(kN)Et=86.216(kN)滑移力=63.866(kN)抗滑力=89.692(kN)滑移验算满足：Kc=1.404>1.300地基土摩擦系数=0.800地基土层水平向：滑移力=89.048(kN)抗滑力=202.299(kN)

143地基土层水平向：滑移验算满足：Kc2=2.272>1.300(二)倾覆稳定性验算相对于墙趾，墙身重力的力臂Zw=1.417(m)相对于墙趾，上墙Ey的力臂Zx=2.595(m)相对于墙趾,上墙Ex的力臂Zy=3.591(m)相对于墙趾，下墙Ey的力臂Zx3=2.387(m)相对于墙趾，下墙Ex的力臂Zy3=1.109(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=139.620(kN-m)抗倾覆力矩=399,568(kN-m)倾覆验算满足：K0=2.862>1.600(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距作用于基础底的总竖向力=248.637(kN)作用于墙趾下点的总弯矩=259.948(kN-m)基础底面宽度B=2.059(m)偏心距e=-0.016(m)基础底面合力作用点距离基础趾点的距离Zn=1.045(m)基底压应力：趾部=115.071踵部=126.496(kPa)最大应力与最小应力之比=115.071/126.496=0.910作用于基底的合力偏心距验算满足：e=-0.016<=0.200*2.059=0.412(m)墙趾处地基承载力验算满足：压应力=115.071<=360.000(kPa)墙踵处地基承载力验算满足：压应力=126.496<=390.000(kPa)地基平均承载力验算满足：压应力=120.783<=300.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算上墙重力Ws=44.640(kN)

144上墙墙背处的Ex=16.458(kN)上墙墙背处的Ey=6.254(kN)相对于上墙墙趾,相对于上墙墙趾,相对于上墙墙趾,上墙重力的力臂Zw=0.540(m)上墙Ex的力臂Zy=0.591(m)上墙Ey的力臂Zx=1.135(m)［容许应力法］:法向应力检算：相对于上墙墙趾，合力作用力臂Zn=0.422(m)截面宽度B=1.360(m)偏心距el=0.258(m)截面上偏心距验算满足：el=0.258<=0.250*1.360=0.340(m)截面上压应力：面坡=79.939背坡=-5.095(kPa)压应力验算满足：计算值=79.939<=4600.000(kPa)拉应力验算满足：计算值=5.095<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-10.352<=650.000(kPa)斜截面剪应力检算斜剪应力验算满足：计算值=9.498<=650.000(kPa)(六)墙底截面强度验算验算截面以上，墙身截面积=7.840(m2)重量=188.160kN相对于验算截面外边缘，墙身重力的力臂Zw=1.418(m)［容许应力法］:法向应力检算：作用于截面总竖向力=243.424(kN)作用于墙趾下点的总弯矩=256.031(kN-m)相对于验算截面外边缘，合力作用力臂Zn=1.052(m)截面宽度B=2.110(m)偏心距el=0.003(m)截面上偏心距验算满足：el=0.003<=0.250*2.110=0.528(m)截面上压应力：面坡=116.420背坡=114.314(kPa)压应力验算满足：计算值=116.420<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-27.017<=650.000(kPa)(七)台顶截面强度验算［土压力计算］计算高度为4.500(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：45.530(度)Ea=43.171(kN)Ex=15.588(kN)Ey=40.259(kN)作用点高度Zy=0.576(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=24.178(度)第1破裂角=44.130(度)Ea=28.121(kN)Ex=16.458(kN)Ey=22.802(kN)作用点高度Zy=0.591(m)计算下墙土压力按力多边形法计算得到：破裂角：42.771(度)Ea=52.360(kN)Ex=52.352(kN)Ey=0.881(kN)作用点高度Zy=1.037(m)［强度验算］验算截面以上，墙身截面积=6.760(m2)重量=162.240kN相对于验算截面外边缘，墙身重力的力臂Zw=1.470(m)

145［容许应力法］:法向应力检算：作用于截面总竖向力=217.164(kN)作用于墙趾下点的总弯矩=144.408(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.665(m)截面宽度B=1.710(m)偏心距el=0.190(m)截面上偏心距验算满足：el=0.190<=0.250*1.710=0.428(m)截面上压应力：面坡=211.673背坡=42.320(kPa)压应力验算满足：计算值=211.673<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-35.958<=650.000(kPa)第2种情东•卅霉情加［土压力计算］计算高度为5.206(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：49.573(度)Ea=48.310(kN)Ex=17.443(kN)Ey=45.051(kN)作用点高度Zy=0.560(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=24.636(度)第1破裂角=47.867(度)Ea=31.420(kN)Ex=18.185(kN)Ey=25.623(kN)作用点高度Zy=0.581(m)计算下墙土压力按力多边形法计算得到：破裂角：43.304(度)Ea=78.208(kN)Ex=78.197(kN)Ey=l.315(kN)作用点高度Zy=l.339(m)墙身截面积=8.057(m2)重量=193.372kN衡重台上填料重=30.856(kN)重心坐标(1.280,-1.034)(相对于墙面坡上角点)全墙地震力=5.606(kN)作用点距墙顶高度=2.715(m)(-)滑动稳定性验算基底摩擦系数=0.350采用倾斜基底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=223.115(kN)En=36.953(kN)Wt=22.312(kN)Et=98.801(kN)滑移力=76.489(kN)抗滑力=91.024(kN)滑移验算满足：Kc=1.190>1.100地基土摩擦系数=0.800地基土层水平向：滑移力=101.987(kN)抗滑力=204.323(kN)地基土层水平向：滑移验算满足：Kc2=2.003>1.100(二)倾覆稳定性验算相对于墙趾，墙身重力的力臂Zw=1.417(m)相对于墙趾，上墙Ey的力臂Zx=2.594(m)相对于墙趾，上墙Ex的力臂Zy=3.581(m)相对于墙趾，下墙Ey的力臂Zx3=2.393(m)相对于墙趾，下墙Ex的力臂Zy3=1.134(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=166.569(kN-m)抗倾覆力矩=406,223(kN-m)倾覆验算满足：K0=2.439>1.200(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距

146作用于基础底的总竖向力=251.166(kN)作用于墙趾下点的总弯矩=239.654(kN-m)基础底面宽度B=2.059(m)偏心距e=0.075(m)基础底面合力作用点距离基础趾点的距离Zn=0.954(m)基底压应力：趾部=148.722踵部=95.303(kPa)最大应力与最小应力之比=148.722/95.303=1.561作用于基底的合力偏心距验算满足：e=0.075<=0.200*2.059=0.412(m)墙趾处地基承载力验算满足：压应力=148.722<=450.000(kPa)墙踵处地基承载力验算满足：压应力=95.303<=487.500(kPa)地基平均承载力验算满足：压应力=122.012<=375.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算验算截面以上地震力=1.116(kN)作用点距墙顶高度=1.154(m)上墙重力Ws=44.640(kN)上墙墙背处的Ex=18.185(kN)上墙墙背处的Ey=6.910(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.540(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.581(m)相对于上墙墙趾，上墙Ey的力臂Zx=1.139(m)［容许应力法］:法向应力检算：相对于上墙墙趾，合力作用力臂Zn=0.397(m)截面宽度B=1.360(m)偏心距el=0.283(m)截面上偏心距验算满足：el=0.283<=0.330*1.360=0.449(m)截面上压应力：面坡=85.155背坡=-9.346(kPa)压应力验算满足：计算值=85.155<=6900.000(kPa)拉应力验算满足：计算值=9.346<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-8.551<=650.000(kPa)斜截面剪应力检算斜剪应力验算满足：计算值=12.263<=650.000(kPa)(六)墙底截面强度验算验算截面以上，墙身截面积=7.840(m2)重量=188.160kN相对于验算截面外边缘，墙身重力的力臂Zw=1.418(m)验算截面以上地震力=5.475(kN)作用点距墙顶高度=2.659(m)［容许应力法］:法向应力检算：作用于截面总竖向力=245.954(kN)作用于墙趾下点的总弯矩=236.146(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.960(m)截面宽度B=2.110(m)偏心距el=0.095(m)截面上偏心距验算满足：el=0.095<=0.330*2.110=0.696(m)截面上压应力：面坡=148.015背坡=85.117(kPa)压应力验算满足:计算值=148.015<=6900.000(kPa)切向应力检算：剪应力验算满足：计算值=-21.666<=650.000(kPa)

147(七)台顶截面强度验算［土压力计算］计算高度为4.500(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：49.573(度)Ea=48.310(kN)Ex=17.443(kN)Ey=45.051(kN)作用点高度Zy=0.560(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=24.636(度)第1破裂角=47.867(度)Ea=31.420(kN)Ex=18.185(kN)Ey=25.623(kN)作用点高度Zy=0.581(m)计算下墙土压力按力多边形法计算得到：破裂角：43.972(度)Ea=56.543(kN)Ex=56.535(kN)Ey=0.951(kN)作用点高度Zy=1.057(m)［强度验算］验算截面以上，墙身截面积=6.760(m2)重量=162.240kN相对于验算截面外边缘，墙身重力的力臂Zw=1.470(m)验算截面以上地震力=4.827(kN)作用点距墙顶高度=2.379(m)［容许应力法］:法向应力检算：作用于截面总竖向力=219.670(kN)作用于墙趾下点的总弯矩=128.551(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.585(m)截面宽度B=1.710(m)偏心距el=0.270(m)截面上偏心距验算满足：el=0.270<=0.330*1.710=0.564(m)截面上压应力：面坡=250.073背坡=6.851(kPa)压应力验算满足：计算值=250.073<=6900.000(kPa)切向应力检算：剪应力验算满足：计算值=-30.559<=650.000(kPa)各组合最不利结果(-)滑移验算安全系数最不利为：组合2(地震情况)抗滑力=91.024(kN),滑移力=76.489(kN).滑移验算满足：Kc=1.190>1.100安全系数最不利为：组合2(地震情况)抗滑力=204.323(kN),滑移力=101.987(kN).地基土层水平向：滑移验算满足：Kc2=2.003>1.100（二）倾覆验算安全系数最不利为：组合2（地震情况）抗倾覆力矩=406.223（kN力），倾覆力矩=166.569（kN-m）»倾覆验算满足：K0=2.439>1.200（三）地基验算作用于基底的合力偏心距验算最不利为：组合2（地震情况）作用于基底的合力偏心距验算满足：e=0.075〈=0.200*2.059=0.412（m）墙趾处地基承载力验算最不利为：组合2（地震情况）墙趾处地基承载力验算满足：压应力=148.722<=450.000（kPa）

148墙踵处地基承载力验算最不利为：组合1（一般情况）墙踵处地基承载力验算满足：压应力=126.496<=390.000（kPa）地基平均承载力验算最不利为：组合1（地震情况）地基平均承载力验算满足：压应力=122.012<=300.000（kPa）（四）基础验算不做强度计算。（五）上墙截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0.258<=0.250*1.360=0.340（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=79.939<=4600.000（kPa）拉应力验算最不利为：组合2（地震情况）拉应力验算满足：计算值=9.346<=360.000（kPa）剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-8.551<=650.000（kPa）斜截面剪应力检算最不利为：组合2（地震情况）斜剪应力验算满足：计算值=12.263<=650.000（kPa）（六）墙底截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足:el=0.003<=0.250*2.110=0.528（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=116.420<=4600.000（kPa）拉应力验算最不利为：组合1（一般情况）拉应力验算满足：计算值=0.000<=360.000（kPa）剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-21.666<=650.000（kPa）（七）台顶截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1(一般情况)截面上偏心距验算满足：el=0.190<=0.250*1.710=0.428(m)压应力验算最不利为：组合1(一般情况)压应力验算满足：计算值=211.673<=4600.000(kPa)拉应力验算最不利为：组合1(一般情况)拉应力验算满足：计算值=0.000<=360.000(kPa)剪应力验算最不利为：组合2(地震情况)剪应力验算满足：计算值=-30.559<=650.000(kPa)

1493.3计算项目：衡重式挡土墙C-4.0m计算时间:2011-07-1615:02:16星期六原始条件:墙身尺寸：墙身总高：4.000(m)上墙高：1.600(m)墙顶宽：0.400(m)台宽：0.650(m)面坡倾斜坡度：1:0.050上墙背坡倾斜坡度：1:0.350下墙背坡倾斜坡度：1：-0.250采用1个扩展墙址台阶：墙趾台阶bl:0.350(m)墙趾台阶hl:0.350(m)墙趾台阶与墙面坡坡度相同墙底倾斜坡率：0.100:1下墙土压力计算方法：力多边形法物理参数：坛工砌体容重：24.000(kN/m3)垮工之间摩擦系数：0.600地基土摩擦系数：0.800墙身砌体容许压应力：4600.OOO(kPa)墙身砌体容许剪应力：650.000(kPa)墙身砌体容许拉应力：330.000(kPa)墙身砌体容许弯曲拉应力：360.000(kPa)挡土墙类型：抗震区挡土墙墙后填土内摩擦角：30.000(度)墙后填土粘聚力：0.000(kPa)墙后填土容重：20.000(kN/m3)墙背与墙后填土摩擦角：15.000(度)地基土容重：22.000(kN/m3)修正后地基土容许承载力：300.000(kPa)地基土容许承载力提高系数：墙趾值提高系数：1.200墙踵值提高系数：L300平均值提高系数：1.000地震作用墙趾值提高系数：1.500地震作用墙踵值提高系数：1.625地震作用平均值提高系数：1.250

150墙底摩擦系数：0.350地基土类型：土质地基地基土内摩擦角：23.000(度)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抗震基底容许偏心距:B/5地震力调整系数：1.000坡线土柱：坡面线段数：3折线序号水平投影长(m)竖向投影长Gn)换算土柱数11.8000.000024.5002.000035.0000.0000地面横坡角度：30.000(度)墙顶标高：0.000(m)第1种情况：一般情况［土压力计算］计算高度为4.152(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：41.290(度)Ea=22.551(kN)Ex=8.776(kN)Ey=20.774(kN)作用点高度Zy=0.495(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在:第2破裂角=28.655(度)第1破裂角=40.330(度)Ea=17.294(kN)Ex=8.996(kN)Ey=14.770(kN)作用点高度Zy=0.496(m)计算下墙土压力按力多边形法计算得到：破裂角：44.325(度)Ea=44.978(kN)Ex=44.972(kN)Ey=0.757(kN)作用点高度Zy=1.010(m)墙身截面积=4.873(m2)重量=116.957kN衡重台上填料重=15.771(kN)重心坐标(0.965,-0.885)(相对于墙面坡上角点)(一)滑动稳定性验算基底摩擦系数=o350采用倾斜基底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=132.069(kN)En=20.819(kN)Wt=13.207(kN)Et=52.155(kN)滑移力=38.948(kN)抗滑力=53.511(kN)滑移验算满足：Kc=1.374>1.300地基土摩擦系数=0.800地基土层水平向：滑移力=53.968(kN)抗滑力=120.642(kN)地基土层水平向：滑移验算满足：Kc2=2.235>1.300(-)倾覆稳定性验算相对于墙趾，墙身重力的力臂Zw=1.057(m)相对于墙趾，上墙Ey的力臂Zx=1.889(m)相对于墙趾，上墙Ex的力臂Zy=2.896(m)

151相对于墙趾，下墙Ey的力臂Zx3=1.775(m)相对于墙趾，下墙Ex的力臂Zy3=0.858(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=64.655(kN-m)抗倾覆力矩=176.761(kN-m)倾覆验算满足：K0=2.734>1.600(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距作用于基础底的总竖向力=148.254(kN)作用于墙趾下点的总弯矩=112.106(kN-m)基础底面宽度B=1.522(m)偏心距e=0.005(m)基础底面合力作用点距离基础趾点的距离Zn=0.756(m)基底压应力：趾部=99.254踵部=95.567(kPa)最大应力与最小应力之比=99.254/95.567=1.039作用于基底的合力偏心距验算满足：e=0.005<=0.200*1.522=0.304(m)墙趾处地基承载力验算满足：压应力=99.254<=360.000(kPa)墙踵处地基承载力验算满足：压应力=95.567<=390.000(kPa)地基平均承载力验算满足：压应力=97.410<=300.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算上墙重力Ws=27.648(kN)上墙墙背处的Ex=8.996(kN)上墙墙背处的Ey=3.149(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.418(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.496(m)相对于上墙墙趾，上墙Ey的力臂Zx=0.866(m)［容许应力法］:法向应力检算：相对于上墙墙趾，合力作用力臂Zn=0.319(m)截面宽度B=1.040(m)偏心距el=0.201(m)截面上偏心距验算满足：el=0.201<=0.250*1.040=0.260(m)截面上压应力：面坡=64.016背坡=-4.792(kPa)压应力验算满足：计算值=64.016<=4600.000(kPa)拉应力验算满足：计算值=4.792<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-9.117<=650.000(kPa)斜截面剪应力检算斜剪应力验算满足：计算值=6.331<=650.000(kPa)(六)墙底截面强度验算验算截面以上，墙身截面积=4.754(m2)重量=114.108kN相对于验算截面外边缘，墙身重力的力臂Zw=1.058(m)［容许应力法］:法向应力检算：作用于截面总竖向力=145.405(kN)作用于墙趾下点的总弯矩=110.519(kN-m)

152相对于验算截面外边缘，合力作用力臂Zn=0.760(m)截面宽度B=1.560(m)偏心距el=0.020(m)截面上偏心距验算满足：el=0.020<=0.250*1.560=0.390(m)截面上压应力：面坡=100.350背坡=86.067(kPa)压应力验算满足：计算值=100.350<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-21.330<=650.000(kPa)(七)台顶截面强度验算［土压力计算］计算高度为3.650(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：41.290(度)Ea=22.551(kN)Ex=8.776(kN)Ey=20.774(kN)作用点高度Zy=0.495(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=28.655(度)第1破裂角=40.330(度)Ea=17.294(kN)Ex=8.996(kN)Ey=14.770(kN)作用点高度Zy=0.496(m)计算下墙土压力按力多边形法计算得到：破裂角：45.181(度)Ea=33.050(kN)Ex=33.045(kN)Ey=0.556(kN)作用点高度Zy=0.820(m)［强度验算］验算截面以上，墙身截面积=4.196(m2)重量=100.710kN相对于验算截面外边缘，墙身重力的力臂Zw=1.091(m)［容许应力法］:法向应力检算：作用于截面总竖向力=131.806(kN)作用于墙趾下点的总弯矩=64.413(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.489(m)截面宽度B=1.280(m)偏心距el=0.151(m)截面上偏心距验算满足：el=0.151<=0.250*1.280=0.320(m)截面上压应力：面坡=176.007背坡=29.941(kPa)压应力验算满足：计算值=176,007<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-28.940<=650.000(kPa)第2种情况•卅霄情那［土压力计算］计算高度为4.152(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：46.430(度)Ea=24.597(kN)Ex=9.572(kN)Ey=22.659(kN)作用点高度Zy=0.475(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=29.011(度)第1破裂角=45.130(度)Ea=18.945(kN)Ex=9.754(kN)Ey=16.241(kN)作用点高度Zy=0.479(m)计算下墙土压力按力多边形法计算得到：破裂角：45.454(度)Ea=49.500(kN)Ex=49.493(kN)Ey=0.833(kN)作用点高度Zy=1.019(m)

153墙身截面积=4.873(m2)重量=116.957kN衡重台上填料重=15.563(kN)重心坐标(0.964,-0.890)(相对于墙面坡上角点)全墙地震力=3.313(kN)作用点距墙顶高度=2.191(m)(-)滑动稳定性验算基底摩擦系数=0.350采用倾斜基底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=131.863(kN)En=23.214(kN)Wt=13.186(kN)Et=60.551(kN)滑移力=47.365(kN)抗滑力=54.277(kN)滑移验算满足：Kc=1.146>1.100地基土摩擦系数=0.800地基土层水平向：滑移力=62.561(kN)抗滑力=121.714(kN)地基土层水平向：滑移验算满足：Kc2=1.946>1.100(二)倾覆稳定性验算相对于墙趾，墙身重力的力臂Zw=1.057(m)相对于墙趾，上墙Ey的力臂Zx=1.894(m)相对于墙趾，上墙Ex的力臂Zy=2.879(m)相对于墙趾，下墙Ey的力臂Zx3=1.777(m)相对于墙趾，下墙Ex的力臂Zy3=0.867(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=76.992(kN-m)抗倾覆力矩=179.443(kN-m)倾覆验算满足：K0=2.331>1.200(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距作用于基础底的总竖向力=149.594(kN)作用于墙趾下点的总弯矩=102.450(kN-m)基础底面宽度B=1.522(m)偏心距e=0.076(m)基础底面合力作用点距离基础趾点的距离Zn=0.685(m)基底压应力：趾部=127.787踵部=68.795(kPa)最大应力与最小应力之比=127.787/68.795=1.858作用于基底的合力偏心距验算满足：e=0.076烂0.200*1.522=0.304(m)墙趾处地基承载力验算满足：压应力=127.787〈=450.000(kPa)墙踵处地基承载力验算满足：压应力=68.795<=487.500(kPa)地基平均承载力验算满足：压应力=98.291<=375.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算验算截面以上地震力=0.691(kN)作用点距墙顶高度=0.919(m)上墙重力Ws=27.648(kN)上墙墙背处的Ex=9.754(kN)上墙墙背处的Ey=3.414(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.418(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.479(m)相对于上墙墙趾，上墙Ey的力臂Zx=0.872(m)［容许应力法］:法向应力检算：相对于上墙墙趾，合力作用力臂Zn=0.302(m)截面宽度B=1.040(m)偏心距el=0.218(m)截面上偏心距验算满足:el=0.218<=0.330*1.040=0.343(m)截面上压应力：面坡=67.399背坡=-7.664(kPa)压应力验算满足:计算值=67.399<=6900.000(kPa)

154拉应力验算满足:计算值=7.664<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-7.877<=650.000(kPa)斜截面剪应力检算斜剪应力验算满足：计算值=8.127<=650.000(kPa)(六)墙底截面强度验算验算截面以上，墙身截面积=4.754(m2)重量=114.108kN相对于验算截面外边缘，墙身重力的力臂Zw=1.058(m)验算截面以上地震力=3.242(kN)作用点距墙顶高度=2.150(m)［容许应力法］:法向应力检算：作用于截面总竖向力=146.745(kN)作用于墙趾下点的总弯矩=101.004(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.688(m)截面宽度B=1.560(m)偏心距el=0.092(m)截面上偏心距验算满足：el=0.092<=0.330*1.560=0.515(m)截面上压应力：面坡=127.245背坡=60.890(kPa)压应力验算满足：计算值=127.245<=6900.000(kPa)切向应力检算:剪应力验算满足：计算值=-16.383<=650.000(kPa)(七)台顶截面强度验算［土压力计算］计算高度为3.650(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：46.430(度)Ea=24.597(kN)Ex=9.572(kN)Ey=22.659(kN)作用点高度Zy=0.475(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=29.裂1(度)第1破裂角=45.130(度)Ea=18.945(kN)Ex=9.754(kN)Ey=16.241(kN)作用点高度Zy=0.479(m)计算下墙土压力按力多边形法计算得到：破裂角：46.296(度)Ea=36.689(kN)Ex=36.683(kN)Ey=0.617(kN)作用点高度Zy=0.826(m)［强度验算］验算截面以上，墙身截面积=4.196(m2)重量=100.710kN相对于验算截面外边缘，墙身重力的力臂Zw=1.091(m)验算截面以上地震力=2.907(kN)作用点距墙顶高度=1.957(m)［容许应力法］:法向应力检算：作用于截面总竖向力=133.131(kN)作用于墙趾下点的总弯矩=56.544(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.425(m)截面宽度B=1.280(m)偏心距el=0.215(m)截面上偏心距验算满足：el=0.215<=0.330*1.280=0.422(m)截面上压应力：面坡=208.966背坡=-0.948(kPa)压应力验算满足：计算值=208.966<=6900.000(kPa)

155拉应力验算满足：计算值=0.948<=360.000(kPa)切向应力检算：剪应力验算满足:计算值=-23.855<=650.000(kPa)各组合最不利结果(一)滑移验算安全系数最不利为：组合2(地震情况)抗滑力=54.277(kN),滑移力=47.365(kN).滑移验算满足：Kc=1.146>1.100安全系数最不利为：组合2(地震情况)抗滑力=121.714(kN),滑移力=62.561(kN)»地基土层水平向：滑移验算满足：Kc2=1.946>1.100(二)倾覆验算安全系数最不利为：组合2(地震情况)抗倾覆力矩=179.443(kN力)，倾覆力矩=76.992(kN-m)。倾覆验算满足：K0=2.331>1.200(三)地基验算作用于基底的合力偏心距验算最不利为：组合2(地震情况)作用于基底的合力偏心距验算满足：e=0.076<=0.200*1.522=0.304（m）墙趾处地基承载力验算最不利为：组合2（地震情况）墙趾处地基承载力验算满足：压应力=127.787〈=450.000（kPa）墙踵处地基承载力验算最不利为：组合1（一般情况）墙踵处地基承载力验算满足：压应力=95.567<=390.000（kPa）地基平均承载力验算最不利为：组合1（地震情况）地基平均承载力验算满足：压应力=98.291<=300.000（kPa）（四）基础验算不做强度计算。（五）上墙截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0.201<=0.250*1.040=0.260（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=64.017<=4600.000（kPa）拉应力验算最不利为：组合2（地震情况）拉应力验算满足：计算值=7.664<=360.000（kPa）剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-7.877<=650.000（kPa）斜截面剪应力检算最不利为：组合2（地震情况）

156斜剪应力验算满足：计算值=8.127<=650.000（kPa）（六）墙底截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0.020<=0.250*1.560=0.390（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=100.350<=4600.000（kPa）拉应力验算最不利为：组合1（一般情况）拉应力验算满足：计算值=0.000<=360.000（kPa）剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-16.383<=650.000（kPa）（七）台顶截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0.151<=0.250*1.280=0.320（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=176.006<=4600.000（kPa）拉应力验算最不利为：组合2（地震情况）拉应力验算满足：计算值=0.948<=360.000(kPa)剪应力验算最不利为：组合2(地震情况)剪应力验算满足：计算值=-23.855<=650,000(kPa)3.4计算项目：衡重式挡土墙C-3.0m计算时间：2011-07-1614:59:43星期六原始条件:墙身尺寸：墙身总高：3.000(m)上墙高：1.200(m)墙顶宽：0.400(m)台宽：0.450(m)

157面坡倾斜坡度：1:0.050上墙背坡倾斜坡度：1:0.350下墙背坡倾斜坡度：1：-0.250采用1个扩展墙址台阶：墙趾台阶b1:0.350(m)墙趾台阶h1:0.350(m)墙趾台阶与墙面坡坡度相同墙底倾斜坡率：0.100:1下墙土压力计算方法：力多边形法物理参数：与工砌体容重：24.000(kN/m3)垮工之间摩擦系数：0.600地基土摩擦系数：0.800墙身砌体容许压应力：4600.OOO(kPa)墙身砌体容许剪应力：650.000(kPa)墙身砌体容许拉应力：330.000(kPa)墙身砌体容许弯曲拉应力：360.000(kPa)挡土墙类型：抗震区挡土墙墙后填土内摩擦角：30.000(度)墙后填土粘聚力：0.000(kPa)墙后填土容重：20.000(kN/m3)墙背与墙后填土摩擦角：15.000(度)地基土容重：22.000(kN/m3)修正后地基土容许承载力：300.000(kPa)地基土容许承载力提高系数：墙趾值提高系数：1.200墙踵值提高系数：1.300平均值提高系数：1.000地震作用墙趾值提高系数：1.500地震作用墙踵值提高系数：1.625地震作用平均值提高系数：1.250墙底摩擦系数：0.350地基土类型：土质地基地基土内摩擦角：23.000(度)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抗震基底容许偏心距:B/5地震力调整系数：1.000坡线土柱：坡面线段数：3折线序号水平投影长(m)竖向投影长(m)换算土柱数11.8000.000024.5002.500035.0000.0000地面横坡角度：30.000(度)墙顶标高：0.000(m)第1种情况：一般情况［土压力计算］计算高度为3.129(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：30.400(度)Ea=l1.583(kN)Ex=4.722(kN)Ey=10.577(kN)作用点高度Zy=0.400(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=30.012(度)第1破裂角=30.000(度)Ea=9.603(kN)Ex=4.800(kN)Ey=8.318(kN)作用点高度Zy=0.400(m)

158计算下墙土压力按力多边形法计算得到：破裂角：47.799(度)Ea=26.551(kN)Ex=26.547(kN)Ey=0.447(kN)作用点高度Zy=0.722(m)墙身截面积=3.045(m2)重量=73.092kN衡重台上填料重=7.522(kN)重心坐标(0.807,-0.687)(相对于墙面坡上角点)(-)滑动稳定性验算基底摩擦系数=0350采用倾斜基底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=80.214(kN)En=11.840(kN)Wt=8.021(kN)Et=30.320(kN)滑移力=22.298(kN)抗滑力=32.219(kN)滑移验算满足：Kc=1.445>1.300

159地基土摩擦系数=0.800地基土层水平向：滑移力=31.347(kN)抗滑力=72.962(kN)地基土层水平向：滑移验算满足：Kc2=2.328>1.300(二)倾覆稳定性验算Zw=0.898(m)Zx=1.539(m)Zy=2.200(m)Zx3=1.468(m)Zy3=0.593(m)相对于墙趾，墙身重力的力臂相对于墙趾,上墙Ey的力臂相对于墙趾，上墙Ex的力臂相对于墙趾，下墙Ey的力臂相对于墙趾，下墙Ex的力臂验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=26.313(kN-m)抗倾覆力矩=88.911(kN-m)倾覆验算满足：K0=3.379>1.600(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距作用于基础底的总竖向力=89.378(kN)作用于墙趾下点的总弯矩=62.597(kN-m)基础底面宽度B=1.288(m)偏心距e=-0.056(m)基础底面合力作用点距离基础趾点的距离Zn=0.700(m)基底压应力：趾部=51.147踵部=87.660(kPa)最大应力与最小应力之比=51.147/87.660=0.583作用于基底的合力偏心距验算满足：e=-0.056<=0.200*1.288=0.258(m)墙趾处地基承载力验算满足：压应力=51.147<=360.000(kPa)墙踵处地基承载力验算满足：压应力=87.660<=390.000(kPa)地基平均承载力验算满足：压应力=69.404<=300.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算上墙重力Ws=18.432(kN)上墙墙背处的Ex=4.800(kN)上墙墙背处的Ey=1.680(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.361(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.400(m)相对于上墙墙趾，上墙Ey的力臂Zx=0.740(m)［容许应力法］:法向应力检算：相对于上墙墙趾，合力作用力臂Zn=0.297(m)截面宽度B=0.880(m)偏心距el=0.143(m)截面上偏心距验算满足：el=0.143<=0.250*0.880=0,220(m)截面上压应力：面坡=45.072背坡=0.637(kPa)压应力验算满足：计算值=45.072<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-8.258<=650.000(kPa)斜截面剪应力检算斜剪应力验算满足：计算值=2.397<=650.000(kPa)(六)墙底截面强度验算

160验算截面以上，墙身截面积=2.960(m2)重量=71.052kN相对于验算截面外边缘，墙身重力的力臂Zw=0.899(m)［容许应力法］:法向应力检算：作用于截面总竖向力=87.339(kN)作用于墙趾下点的总弯矩=61.428(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.703(m)截面宽度B=1.320(m)偏心距el=-0.043(m)截面上偏心距验算满足:el=-0.043<=0.250*1.320=0.330(m)截面上压应力：面坡=53.134背坡=79.197(kPa)压应力验算满足：计算值=79.197<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-15.951<=650.000(kPa)(七)台顶截面强度验算［土压力计算］计算高度为2.650(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：30.400(度)Ea=l1.583(kN)Ex=4.722(kN)Ey=10.577(kN)作用点高度Zy=0.400(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=30.012(度)第1破裂角=30.000(度)Ea=9.603(kN)Ex=4.800(kN)Ey=8.318(kN)作用点高度Zy=0.400(m)计算下墙土压力按力多边形法计算得到：破裂角：49.104(度)Ea=17.312(kN)Ex=17.309(kN)Ey=0.291(kN)作用点高度Zy=0.547(m)［强度验算］验算截面以上，墙身截面积=2.486(m2)重量=59.670kN相对于验算截面外边缘，墙身重力的力臂Zw=0.939(m)［容许应力法］:法向应力检算：作用于截面总竖向力=75.801(kN)作用于墙趾下点的总弯矩=32.978(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.435(m)截面宽度B=1.040(m)偏心距el=0.085(m)截面上偏心距验算满足:el=0.085<=0.250*1.040=0.260(m)截面上压应力：面坡=108.601背坡=37.171(kPa)压应力验算满足：计算值=108.601<=4600.000(kPa)切向应力检算：剪应力验算满足：计算值=-22.473<=650.000(kPa)第2种情况：地震情况［土压力计算］计算高度为3.129(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：33.010(度)Ea=12.146(kN)Ex=4.951(kN)Ey=ll.091(kN)作用点高度Zy=0.400(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：

161第2破裂角=30.048(度)第1破裂角=32.300(度)Ea=10.071(kN)Ex=5.028(kN)Ey=8.726(kN)作用点高度Zy=0.400(m)计算下墙土压力按力多边形法计算得到：破裂角：48.828(度)Ea=30.422(kN)Ex=30.417(kN)Ey=0.512(kN)作用点高度Zy=0.724(m)墙身截面积=3.045(m2)重量=73.092kN衡重台上填料重=7.510(kN)重心坐标(0.807,-0.688)(相对于墙面坡上角点)全墙地震力=2.015(kN)作用点距墙顶高度=1.664(m)(一)滑动稳定性验算基底摩擦系数=0.350采用倾斜基底增强抗滑动稳定性,计算过程如下：基底倾斜角度=5.711(度)Wn=80.202(kN)En=12.919(kN)Wt=8.020(kN)Et=36.355(kN)滑移力=28.335(kN)抗滑力=32.592(kN)滑移验算满足：Kc=1.150>1.100地基土摩擦系数=0.800地基土层水平向：滑移力=37.460(kN)抗滑力=73.331(kN)地基土层水平向：滑移验算满足：Kc2=1.958>1.100(-)倾覆稳定性验算相对于墙趾，墙身重力的力臂Zw=0.898(m)相对于墙趾，上墙Ey的力臂Zx=1.539(m)相对于墙趾，上墙Ex的力臂Zy=2.200(m)相对于墙趾，下墙Ey的力臂Zx3=1.469(m)相对于墙趾，下墙Ex的力臂Zy3=0.596(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=31.871(kN-m)抗倾覆力矩=89.615(kN-m)倾覆验算满足：K0=2.812>1.200(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力取倾斜基底的水平投影宽度验算地基承载力和偏心距作用于基础底的总竖向力=89.839(kN)作用于墙趾下点的总弯矩=57.745(kN-m)基础底面宽度B=1.288(m)偏心距e=0.001(m)基础底面合力作用点距离基础趾点的距离Zn=0.643(m)基底压应力：趾部=70.135踵部=69.388(kPa)最大应力与最小应力之比=70.135/69.388=1.011作用于基底的合力偏心距验算满足：e=0.001<=0.200*1.288=0.258(m)墙趾处地基承载力验算满足：压应力=70.135<=450.000(kPa)墙踵处地基承载力验算满足：压应力=69.388<=487.500(kPa)地基平均承载力验算满足：压应力=69.762<=375.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算验算截面以上地震力=0.461(kN)作用点距墙顶高度=0.675(m)上墙重力Ws=18.432(kN)上墙墙背处的Ex=5.028(kN)

162上墙墙背处的Ey=1.760(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.361(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.400(m)相对于上墙墙趾，上墙Ey的力臂Zx=0.740(m)［容许应力法］:法向应力检算：相对于上墙墙趾，合力作用力臂Zn=0.283(m)截面宽度B=0.880(m)偏心距el=0.157(m)截面上偏心距验算满足:el=0.157<=0.330*0.880=0.290(m)截面上压应力：面坡=47.558背坡=-1.668(kPa)压应力验算满足：计算值=47.558<=6900.000(kPa)拉应力验算满足:计算值=1.668<=360.000(kPa)切向应力检算：剪应力验算满足：计算值=-7.530<=650.000(kPa)斜截面剪应力检算斜剪应力验算满足：计算值=3.348<=650.000(kPa)(六)墙底截面强度验算验算截面以上，墙身截面积=2.960(m2)重量=71.052kN相对于验算截面外边缘，墙身重力的力臂Zw=0.899(m)验算截面以上地震力=1.964(kN)作用点距墙顶高度=1.628(m)［容许应力法］:法向应力检算：作用于截面总竖向力=87.799(kN)作用于墙趾下点的总弯矩=56.617(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.645(m)截面宽度B=1.320(m)偏心距el=0.015(m)截面上偏心距验算满足：el=0.015<=0.330*1.320=0,436(m)截面上压应力：面坡=71.098背坡=61.931(kPa)压应力验算满足：计算值=71.098<=6900.000(kPa)切向应力检算：剪应力验算满足：计算值=-11.568<=650.000(kPa)(七)台顶截面强度验算［土压力计算］计算高度为2.650(m)处的库仑主动土压力计算上墙土压力按假想墙背计算得到：第1破裂角：33.010(度)Ea=12.146(kN)Ex=4.951(kN)Ey=ll.091(kN)作用点高度Zy=0.400(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=30.048(度)第1破裂角=32.300(度)Ea=10.071(kN)Ex=5.028(kN)Ey=8.726(kN)作用点高度Zy=0.400(m)计算下墙土压力按力多边形法计算得到：破裂角：50.000(度)Ea=20.377(kN)Ex=20.374(kN)Ey=0.343(kN)作用点高度Zy=0.548(m)［强度验算］

163验算截面以上，墙身截面积=2.486(m2)重量=59.670kN相对于验算截面外边缘，墙身重力的力臂Zw=0.939(m)验算截面以上地震力=1.680(kN)作用点距墙顶高度=1.426(m)［容许应力法］:法向应力检算：作用于截面总竖向力=76.249(kN)作用于墙趾下点的总弯矩=29.252(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.384(m)截面宽度B=1.040(m)偏心距el=0.136(m)截面上偏心距验算满足：el=0.136<=0.330*1.040=0.343(m)截面上压应力：面坡=130.992背坡=15.640(kPa)压应力验算满足：计算值=130.992<=6900.000(kPa)切向应力检算：剪应力验算满足:计算值=-17.949<=650.000(kPa)各组合最不利结果(-)滑移验算安全系数最不利为：组合2(地震情况)抗滑力=32.592(kN),滑移力=28.335(kN).滑移验算满足：Kc=1.150>1.100安全系数最不利为：组合2(地震情况)抗滑力=73.331(kN),滑移力=37.460(kN).地基土层水平向：滑移验算满足：Kc2=1.958>1.100(二)倾覆验算安全系数最不利为：组合2(地震情况)抗倾覆力矩=89.615(kN-M),倾覆力矩=31.871(kN-m)»倾覆验算满足：K0=2.812>1.200(三)地基验算作用于基底的合力偏心距验算最不利为：组合1(一般情况)作用于基底的合力偏心距验算满足：e=-0.056<=0.200*1.288=0.258(m)墙趾处地基承载力验算最不利为：组合2(地震情况)墙趾处地基承载力验算满足：压应力=70.135<=450.000(kPa)墙踵处地基承载力验算最不利为：组合1(一般情况)墙踵处地基承载力验算满足：压应力=87.660<=390.000(kPa)地基平均承载力验算最不利为：组合1(地震情况)地基平均承载力验算满足：压应力=69.762<=300.000(kPa)（四）基础验算不做强度计算。（五）上墙截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0.143<=0.250*0.880=0.220（m）

164压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=45.072<=4600.000（kPa）拉应力验算最不利为：组合2（地震情况）拉应力验算满足：计算值=1.668<=360.000（kPa）剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-7.530<=650.000（kPa）斜截面剪应力检算最不利为：组合2（地震情况）斜剪应力验算满足：计算值=3.348<=650.000（kPa）（六）墙底截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=-0.043<=0.250*1.320=0.330（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=79.197<=4600.000（kPa）拉应力验算最不利为：组合1（一般情况）拉应力验算满足：计算值=0.000<=360.000（kPa）剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-11.568<=650.000（kPa）（七）台顶截面强度验算［容许应力法］：截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0.085<=0.250*1.040=0.260（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=108.601<=4600.000（kPa）拉应力验算最不利为：组合1（一般情况）拉应力验算满足：计算值=0.000<=360.000（kPa）剪应力验算最不利为：组合2（地震情况）剪应力验算满足：计算值=-17.949<=650.000（kPa）四、排水沟断面设计1、计算项目：渠道水力学计算1［渠道断面简图］

165［计算条件］［基本参数］渠道类型：清水渠道水流运动状态:均匀流计算目标：计算底宽和深度断面类型：梯形断面渠道的等值粗糙高度：10.000(mm)水的运动粘滞系数：1.150X10--6(m2/s)计算谢才系数公式采用manning公式是否验算不冲不淤流速:不验算渠道流量：0.700(m3/s)渠道底坡：0.015［几何参数］渠道宽深比(b/H):1.000渠道边坡系数ml:0.500渠道边坡系数m2:0.500渠道堤顶超高：0.050(m)［糙率参数］渠道边坡的糙率n:0.01500渠道边坡的糙率nl:0.01500渠道边坡的糙率n2:0.01500［计算过程］一、假定水流处于:水力粗糙区。试算法求解，得满足要求的底宽为：0.415(m)相应的渠道深度为：0.415(m)二、验算假定的水流区是否正确。1、计算渠道流速。渠道流速为：2.721(m/s)2、计算雷诺数。雷诺数为：1820766.159所以，Re*K/(4R)等于：23660.917

166假定的水流状态正确。2、计算项目：渠道水力学计算2［渠道断面简图］［计算条件］［基本参数］渠道类型：清水渠道水流运动状态:均匀流计算目标：计算底宽和深度断面类型：梯形断面渠道的等值粗糙高度：10.000(mm)水的运动粘滞系数：1.150Xl(f-6(in2/s)计算谢才系数公式采用manning公式是否验算不冲不淤流速:不验算渠道流量：0.900(m3/s)渠道底坡：0.02［几何参数］渠道宽深比(b/H):1.000渠道边坡系数ml:0.500渠道边坡系数m2:0.500渠道堤顶超高：0.050(m)［糙率参数］渠道边坡的糙率n:0.01500渠道边坡的糙率nl:0.01500渠道边坡的糙率n2:0.01500［计算过程］一、假定水流处于:水力粗糙区。试算法求解，得满足要求的底宽为：0.439(m)

167相应的渠道深度为：0.439(m)二、验算假定的水流区是否正确。1、计算渠道流速。渠道流速为：3.264(m/s)2,计算雷诺数。雷诺数为：2312577.152所以，Re*K/(4R)等于：28382.463假定的水流状态正确。3、计算项目：渠道水力学计算3［渠道断面简图］［计算条件］［基本参数］渠道类型：清水渠道水流运动状态:均匀流计算目标：计算底宽和深度断面类型：梯形断面渠道的等值粗糙高度：10.000(mm)水的运动粘滞系数：1.150X10~-6(m2/s)计算谢才系数公式采用manning公式是否验算不冲不淤流速:不验算渠道流量：1.100(m3/s)渠道底坡：0.008［几何参数］渠道宽深比(b/H):1.000渠道边坡系数ml:0.500渠道边坡系数m2:0.500渠道堤顶超高：0.050(m)［糙率参数］渠道边坡的糙率n:0.01500渠道边坡的糙率nl:0.01500

168渠道边坡的糙率n2:0.01500［计算过程］一、假定水流处于:水力粗糙区。试算法求解，得满足要求的底宽为:0.537(m)相应的渠道深度为：0.537(m)二、验算假定的水流区是否正确。1、计算渠道流速。渠道流速为：2.360(m/s)2、计算雷诺数。雷诺数为：2043508.972所以，Re*K/(4R)等于：20520.134假定的水流状态正确。

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