西北有色勘測工程公司

二o一—年七月計算書工程編號：KC-2011-045提交單位：西北有色勘測工程公司法定代表人：夏季技術(shù)負責人：楊魯飛審定人：王一兵審核人：張曉明工程負責人：劉統(tǒng)報告編寫人：趙書明提交日期：二O一一年七月TOC\o"1-5"\h\z一、抗滑樁設(shè)計計算書 11、抗滑動樁驗算 131計算項目：抗滑樁10m 13\o"CurrentDocument"1.2計算項目：抗滑樁錨桿設(shè)計 212、抗滑動樁驗算 22計算項目： 抗滑樁9m 22\o"CurrentDocument"計算項目：抗滑樁錨桿設(shè)計 313、抗滑動樁驗算 32計算項目：抗滑樁8nl 32\o"CurrentDocument"計算項目：抗滑樁錨桿設(shè)計 414、抗滑動樁驗算 42計算項目：抗滑樁7m 42\o"CurrentDocument"計算項目：抗滑樁錨桿設(shè)計 515、抗滑動樁驗算 52計算項目：抗滑樁6m 52\o"CurrentDocument"計算項目：抗滑樁錨桿設(shè)計 616、抗滑動樁驗算 62計算項目：抗滑樁5.6m 62\o"CurrentDocument"計算項目：抗滑樁錨桿設(shè)計 717、抗滑動樁驗算 72計算項目： 抗滑樁5.0m 72\o"CurrentDocument"計算項目：抗滑樁錨桿設(shè)計 81二、擋土墻設(shè)計計算書 821、A型擋土墻設(shè)計計算書 82\o"CurrentDocument"1計算項目：衡重式擋土墻A-6.0m 82\o"CurrentDocument"2計算項目： 衡重式擋土墻A-5.0m 90\o"CurrentDocument"3計算項目： 衡重式擋土墻A-4.5m 98\o"CurrentDocument"4計算項目： 衡重式擋土墻A-4.0m 1062、B型擋土墻設(shè)計計算書.....1 1211計算項目：衡重式擋土墻B型 1213、C型擋土墻設(shè)計計算書 130\o"CurrentDocument"1計算項目： 衡重式擋土墻C-5.6m 130\o"CurrentDocument"2計算項目： 衡重式擋土墻C-5.0m 138\o"CurrentDocument"3計算項目： 衡重式擋土墻C-4.0m 1464計算項目： 衡重式擋土墻C-3.0m 154三、排水溝斷面設(shè)計 161\o"CurrentDocument"2、計算項目：渠道水力學計算2 163\o"CurrentDocument"3、計算項目：渠道水力學計算3 164

一、滑坡剩余下滑力計算1、計算項目：滑坡推力計算B9原始條件:滑動體重度=20.000(kN/m3)滑動體飽和重度 =21.500(kN/m3)安全系數(shù) =1.300考慮動水壓力和浮托力，滑體土的孔隙度=0.650不考慮承壓水的浮托力不考慮坡面外的靜水壓力的作用考慮地震力，地震烈度為7度地震力計算綜合系數(shù)=0.250地震力計算重要性系數(shù)=1.000坡面線段數(shù)：5,起始點標高9.000(m)段號1投影Dx(m)2.500投影Dy(m)0.300附加力數(shù)023.3003.100032.5001.000041.1002.400058.0000.3000水面線段數(shù)：4,起始點標高3.000(m)段號投影Dx(m)投影Dy(m)1 3.000 3.0002 6.000 5.0003 6.000 2.0004 8.000 0.500滑動而線段數(shù)：4,起始點標高2.500(m)段號投影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計算目標：按指定滑面計算推力第1塊滑體上塊傳遞推力=0.000(kN)推力角度=0.000(度)剩余下滑力傳遞系數(shù)=0.900本塊滑面粘聚力 =40.000(kPa)滑面摩擦角=13.000(度)本塊總面積 =2.451(m2)浸水部分面積=0.000(m2)本塊總重 =49.013(kN)浸水部分重=0.000(kN)本塊總附加力 Px= 0.000(kN)Py=0.000(kN)本塊動水壓力 =0.000(kN)本塊水浮托力 =0.000(kN)本塊地震力 =1.225(kN)有效的滑動面長度 =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)本塊剩余下滑力=-87.148(kN)本塊下滑力角度 =41.696(度)第2塊滑體上塊傳遞推力=0.000(kN)推力角度=41.696(度)剩余下滑力傳遞系數(shù)=1.019本塊滑面粘聚力 =40.000(kPa)滑面摩擦角=13.000(度)本塊總面積 =4.952(m2) 浸水部分面積=0.000(m2)本塊總重 =99.033(kN) 浸水部分重=0.000(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)本塊動水壓力 =0.000(kN)本塊水浮托力 =0.000(kN)本塊地震力 =2.476(kN)有效的滑動面長度=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)本塊剩余下滑力=-53.842(kN)本塊下滑力角度 =61.504(度)第3塊滑體上塊傳遞推力=0.000(kN) 推力角度 =61.504(度)剩余下滑力傳遞系數(shù)=1.008本塊滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本塊總面積=4.989(m2) 浸水部分面積=0.468(m2)本塊總重 =100.483(kN) 浸水部分重=10.053(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)本塊動水壓力 =1.977(kN)本塊水浮托力 =0.708(kN)本塊地震力 =2.512(kN)有效的滑動面長度=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)本塊剩余下滑力=46.731(kN)本塊下滑力角度 =64.359(度)第4塊滑體上塊傳遞推力=46.731(kN)推力角度=64.359(度)剩余下滑力傳遞系數(shù)=0.827本塊滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本塊總面積 =16.178(m2) 浸水部分面積=2.300(m2)本塊總重 =327.019(kN)浸水部分重=49.451(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)本塊動水壓力 =10.571(kN)本塊水浮托力 =6.269(kN)

本塊地震力 =8.175(kN)有效的滑動面長度 =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)本塊剩余下滑力=191.815(kN)本塊下滑力角度=38.850(度)2、計算項目：滑坡推力計算C8原始條件:滑動體重度=20.000(kN/m3)滑動體飽和重度 =21.500(kN/m3)安全系數(shù) =1.300考慮動水壓力和浮托力，滑體土的孔隙度=0.650不考慮承壓水的浮托力不考慮坡面外的靜水壓力的作用考慮地震力，地震烈度為7度地震力計算綜合系數(shù)=0.250地震力計算重要性系數(shù)=1.000坡面線段數(shù)：5,起始點標高8.000(m)段號投影Dx(m)投影Dy(m)附加力數(shù)11.4300.300026.7404.010036.2000.13011定位距離二2.000(m)Px=0.000Py二10.000(kN)40.4802.290058.0000.3000水面線段數(shù)：4,起始點標高0.500(m)段號投影Dx(m)投影Dy(m)13.0002.00026.0004.00036.0004.00048.0002.000滑動而線段數(shù)：2,起始點標高0.000(m)段號 投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)1 3.400 2.260 25.000 10.00010.10010.00040.00013.000計算目標：按指定滑面計算推力第1塊滑體上塊傳遞推力=0.000(kN)推力角度=0.000(度)剩余下滑力傳遞系數(shù)=0.873本塊滑面粘聚力 =40.000(kPa)滑面摩擦角=13.000(度)本塊總面積 =44.534(m2) 浸水部分面積=0.397(m2)本塊總重 =891.282(kN)浸水部分重=8.532(kN)本塊總附加力Px=0.000(kN)Py=10.000(kN)本塊動水壓力 =1.431(kN)本塊水浮托力 =0.987(kN)本塊地震力 =22.282(kN)有效的滑動面長度=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)本塊剩余下滑力=139.032(kN)本塊下滑力角度 =44.715(度)第2塊滑體上塊傳遞推力=139.032(kN) 推力角度 =44.715(度)剩余下滑力傳遞系數(shù)=0.947本塊滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本塊總面積=25.318(m2) 浸水部分面積=1.711(m2)本塊總重 =508.927(kN) 浸水部分重=36.794(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)本塊動水壓力 =6.170(kN)本塊水浮托力 =4.988(kN)本塊地震力=12.723(kN)有效的滑動面長度 =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)本塊剩余下滑力=346.596(kN)本塊下滑力角度=33.612(度)3、計算項目：滑坡推力計算D7原始條件:滑動體重度=20,000(kN/m3)滑動體飽和重度 =21,500(kN/m3)安全系數(shù) =1.250考慮動水壓力和浮托力，滑體土的孔隙度=0.650不考慮承壓水的浮托力不考慮坡面外的靜水壓力的作用考慮地震力,地震烈度為7度地震力計算綜合系數(shù)=0.250地震力計算重要性系數(shù)=1.000坡面線段數(shù)：4,起始點標高7.000(m)段號1投影Dx(m)投影Dy(m)附加力數(shù)13.8002.600023.6001.400031.4003.040043.3000.6000水面線段數(shù)：4,起始點標高0.000(m)段號投影Dx(m)投影Dy(m)13.0001.00026.0001.50036.0001.50048.0000.500滑動面線段數(shù)：4,起始點標高-1.500(m)段號投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)16.0002.00025.000 10.00024.9003.00025.000 10.00032.4003.00040.000 13.00043.0004.00040.000 13.000計算目標：按指定滑面計算推力第1塊滑體上塊傳遞推力=0.000(kN)推力角度=0.000(度)剩余下滑力傳遞系數(shù)=0.785本塊滑面粘聚力 =40.000(kPa)滑面摩擦角=13.000(度)本塊總面積=4.492(m2) 浸水部分面積=0.000(m2)本塊總重 =89.835(kN)浸水部分重=0.000(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)本塊動水壓力 =0.000(kN)本塊水浮托力 =0.000(kN)本塊地震力 =2.246(kN)有效的滑動面長度 =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)本塊剩余下滑力=-119.802(kN)本塊下滑力角度=53.130(度)第2塊滑體上塊傳遞推力=0.000(kN) 推力角度 =53.130(度)剩余下滑力傳遞系數(shù)=0.992本塊滑面粘聚力=40.000(kPa)滑面摩擦角=13.000(度)本塊總面積 =10.271(m2) 浸水部分面積=0.000(m2)本塊總重 =205.426(kN) 浸水部分重=0.000(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)本塊動水壓力 =0.000(kN)本塊水浮托力 =0.000(kN)本塊地震力 =5.136(kN)有效的滑動面長度 =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)本塊剩余下滑力=23.631(kN)本塊下滑力角度 =51.340(度)第3塊滑體上塊傳遞推力=23.631(kN) 推力角度 =51.340(度)剩余下滑力傳遞系數(shù)=0.881本塊滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本塊總面積=32.301(m2)浸水部分面積=2.157(m2)本塊總重 =649.254(kN)浸水部分重=46.369(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)本塊動水壓力 =3.400(kN)本塊水浮托力 =6.438(kN)本塊地震力 =16.231(kN)有效的滑動面長度=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)本塊剩余下滑力=228.976(kN)本塊下滑力角度 =31.477(度)第4塊滑體上塊傳遞推力=228.976(kN)推力角度=31.477(度)剩余下滑力傳遞系數(shù)=0.934本塊滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本塊總面積=48.391(m2) 浸水部分面積=8.625(m2)本塊總重 =980.764(kN)浸水部分重=185.438(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)本塊動水壓力 =15.753(kN)本塊水浮托力 =28.638(kN)本塊地震力=24.519(kN)有效的滑動面長度 =6.325(m)下滑力=661.090(kN)滑床反力 R=953.467(kN)滑面抗滑力=168.122(kN)粘聚力抗滑力=158.114(kN)本塊剩余下滑力=334.854(kN)本塊下滑力角度=18.435(度)4、計算項目：滑坡推力計算E6原始條件:

滑動體重度=20.000(kN/m3)滑動體飽和重度 =21.500(kN/m3)安全系數(shù) =1.300考慮動水壓力和浮托力，滑體土的孔隙度=0.650不考慮承壓水的浮托力不考慮坡面外的靜水壓力的作用考慮地震力，地震烈度為7度地震力計算綜合系數(shù)=0.250地震力計算重要性系數(shù)=1.000坡面線段數(shù)：2,起始點標高6.000(m)段號投影Dx(m)投影Dy(m)附加力數(shù)11.0001.0000210.0005.0000水面線段數(shù)：4,起始點標高0.500(m)段號投影Dx(m)投影Dy(m)14.0002.00025.0002.00036.0003.00048.0003.000滑動面線段數(shù)：3,起始點標高-0.600(m)段號投影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計算目標：按指定滑面計算推力第1塊滑體上塊傳遞推力=0.000(kN) 推力角度 =0.000(度)剩余下滑力傳遞系數(shù)=0.631本塊滑面粘聚力 =40.000(kPa)滑面摩擦角=13.000(度)本塊總面積 =3.300(m2)浸水部分面積=0.000(m2)本塊總重 =66.000(kN) 浸水部分重=0.000(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)本塊動水壓力 =0.000(kN)本塊水浮托力 =0.000(kN)本塊地震力=1.650(kN)有效的滑動面長度=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)本塊剩余下滑力=-116.179(kN)本塊下滑力角度 =65.056(度)第2塊滑體上塊傳遞推力=0.000(kN)推力角度=65.056(度)剩余下滑力傳遞系數(shù)=0.917本塊滑面粘聚力 =40.000(kPa)滑面摩擦角=13.000(度)本塊總面積 =19.200(m2) 浸水部分面積=0.024(m2)本塊總重 =384.035(kN) 浸水部分重=0.506(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)本塊動水壓力 =0.057(kN)本塊水浮托力 =0.051(kN)本塊地震力 =9.601(kN)有效的滑動面長度=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)本塊剩余下滑力=90.901(kN)本塊下滑力角度 =51.340(度)第3塊滑體上塊傳遞推力=90.901(kN) 推力角度 =51.340(度)剩余下滑力傳遞系數(shù)=0.897本塊滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本塊總面積=33.250(m2)浸水部分面積=3.450(m2)本塊總重 =670.175(kN)浸水部分重=74.175(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)本塊動水壓力 =9.866(kN)本塊水浮托力 =10.078(kN)本塊地震力 =16.754(kN)有效的滑動面長度=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)本塊剩余下滑力=349.459(kN)本塊下滑力角度=33.425(度)5、計算項目：滑坡推力計算G5.6原始條件：滑動體重度=20,000(kN/m3)滑動體飽和重度 =21,500(kN/m3)安全系數(shù) =1.300考慮動水壓力和浮托力，滑體土的孔隙度=0.650不考慮承壓水的浮托力不考慮坡面外的靜水壓力的作用考慮地震力,地震烈度為7度地震力計算綜合系數(shù)=0.250地震力計算重要性系數(shù)=1.000坡面線段數(shù)：4,起始點標高5.600(m)段號投影Dx(m)投影Dy(m)附加力數(shù)12.7500.000022.8903.170031.2602.660042.8001.1000水面線段數(shù)：3,起始點標高3.000(m)段號投影Dx(m)投影Dy(m)14.0002.00025.0001.80036.0003.000滑動面線段數(shù)：3,起始點標高1.200(m)段號投影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計算目標：按指定滑面計算推力第1塊滑體上塊傳遞推力=0.000(kN)推力角度=0.000(度)剩余下滑力傳遞系數(shù)=0.712本塊滑面粘聚力 =40.000(kPa)滑面摩擦角=13.000(度)本塊總面積 =1.441(m2) 浸水部分面積=0.069(m2)本塊總重 =28.930(kN) 浸水部分重=1.474(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)本塊動水壓力 =0.199(kN)本塊水浮托力 =0.123(kN)本塊地震力 =0.723(kN)有效的滑動面長度=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)本塊剩余下滑力=-63.254(kN)本塊下滑力角度 =59.036(度)第2塊滑體上塊傳遞推力=0.000(kN) 推力角度 =59.036(度)剩余下滑力傳遞系數(shù)=1.001本塊滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本塊總面積 =3.050(m2)浸水部分面積=1.000(m2)本塊總重 =62.500(kN) 浸水部分重=21.500(kN)本塊總附加力 Px=0.000(kN)Py=0.000(kN)

本塊動水壓力 =2.907(kN)本塊水浮托力 =1.775(kN)本塊地震力 =1.562(kN)有效的滑動面長度=1.972(m)下滑力=75.842(kN)5.275(kN)粘聚力抗滑力=49.308(kN)5.275(kN)粘聚力抗滑力=49.308(kN)本塊剩余下滑力=21.260(kN)本塊下滑力角度 =59.534(度)第3塊滑體上塊傳遞推力=21.260(kN) 推力角度 =59.534(度)剩余下滑力傳遞系數(shù)=0.882本塊滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本塊總面積 =2.490(m2)浸水部分面積=1.020(m2)本塊總重 =51.330(kN) 浸水部分重=21.930(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)本塊動水壓力 =2.965(kN)本塊水浮托力 =2.743(kN)本塊地震力 =1.283(kN)有效的滑動面長度=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)本塊剩余下滑力=40.993(kN)本塊下滑力角度=39.806(度)6、計算項目：滑坡推力計算F5原始條件:滑動體重度=20.000(kN/m3)滑動體飽和重度 =21.500(kN/m3)安全系數(shù) =1.300考慮動水壓力和浮托力，滑體土的孔隙度=0.650不考慮承壓水的浮托力不考慮坡面外的靜水壓力的作用考慮地震力，地震烈度為7度地震力計算綜合系數(shù)=0.250地震力計算重要性系數(shù)=1.000坡面線段數(shù)：3,起始點標高5.000(m)段號 投影Dx(m)投影Dy(m)附加力數(shù)1 2.0000.00002 3.4501.16003 1.9001.6500水面線段數(shù)：3,起始點標高3.000(m)段號投影Dx(m)投影Dy(m)1 2.000 1.0002 5.000 1.8003 6.000 3.000滑動面線段數(shù)：4,起始點標高1.400(m)段號投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)1 0.6000.50025.000 10.0002 1.0001.30025.000 10.0003 1.0001.00040.000 13.0004 3.0002.00040.000 13.000計算目標：按指定滑面計算推力第1塊滑體上塊傳遞推力=0.000(kN) 推力角度 =0.000(度)剩余下滑力傳遞系數(shù)=0.960本塊滑面粘聚力 =40.000(kPa)滑面摩擦角=13.000(度)本塊總面積=1.524(m2)浸水部分面積=0.000(m2)本塊總重 =30.486(kN)浸水部分重=0.009(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)本塊動水壓力 =0.001(kN)本塊水浮托力 =0.001(kN)本塊地震力 =0.762(kN)有效的滑動面長度=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)本塊剩余下滑力=-127.102(kN)本塊下滑力角度 =33.690(度)第2塊滑體上塊傳遞推力=0.000(kN) 推力角度 =33.690(度)剩余下滑力傳遞系數(shù)=1.026本塊滑面粘聚力 =40.000(kPa)滑面摩擦角=13.000(度)本塊總面積 =1.361(m2)浸水部分面積=0.325(m2)本塊總重 =27.698(kN) 浸水部分重=6.983(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)本塊動水壓力 =0.856(kN)本塊水浮托力 =0.804(kN)本塊地震力 =0.692(kN)有效的滑動面長度=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)本塊剩余下滑力=-33.431(kN)本塊下滑力角度=45.000(度)第3塊滑體上塊傳遞推力=0.000(kN) 推力角度=45.000(度)剩余下滑力傳遞系數(shù)=1.014本塊滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本塊總面積 =2.450(m2)浸水部分面積=1.000(m2)本塊總重 =50.500(kN)浸水部分重=21.500(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)本塊動水壓力 =2.907(kN)本塊水浮托力 =2.134(kN)本塊地震力 =1.263(kN)有效的滑動面長度=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)本塊剩余下滑力=11.400(kN)本塊下滑力角度 =52.431(度)第4塊滑體上塊傳遞推力=11.400(kN)推力角度=52.431(度)剩余下滑力傳遞系數(shù)=0.937本塊滑面粘聚力 =25.000(kPa)滑面摩擦角=10.000(度)本塊總面積=2.010(m2) 浸水部分面積=0.900(m2)本塊總重 =41.550(kN)浸水部分重=19.350(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)本塊動水壓力 =2.616(kN)本塊水浮托力 =2.420(kN)本塊地震力 =1.039(kN)有效的滑動面長度 =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)本塊剩余下滑力=25.289(kN)本塊下滑力角度=39.806(度)二、抗滑樁設(shè)計計算書1、抗滑動樁驗算1.1計算項目：抗滑樁10m原始條件:墻身尺寸：樁總長：16.000(m)嵌入深度：6.000(m)截面形狀：圓樁樁徑：1.200(m)樁間距：3.000(m)嵌入段土層數(shù)：2樁底支承條件：較接計算方法：M法土層序號土層厚(m)重度(kN/m3)內(nèi)摩擦角(度)土摩阻力(kPa)M(MN/m4)被動土壓力調(diào)整系數(shù)14.00022.00035.00100.0016.0001.00025.00024.50055.00180.0035.0001.000初始彈性系數(shù)A:0.000(MN/m3)初始彈性系數(shù)Al:100,000(MN/m3)樁前滑動土層厚：0.000(m)錨桿(索)參數(shù)：錨桿道數(shù)：1錨桿號錨桿類型豎向間距水平剛度入射角錨固體水平預加筋漿強度(m)(MN/m)(度)直徑(mm)力(kN)fb(kPa)1 錨索0.30020.39020.00130350.002100.00物理參數(shù)：樁混凝土強度等級：C30樁縱筋合力點到外皮距離：50(mm)樁縱筋級別：HRB400樁箍筋級別：HRB335樁箍筋間距：150(mm)

樁配筋形式：縱筋非均勻配筋樁拉區(qū)縱筋配筋范圍：90.000(度)樁壓區(qū)，拉區(qū)縱筋比：0.500擋土墻類型：抗震區(qū)擋土墻墻后填土內(nèi)摩擦角：35.000(度)墻背與墻后填土摩擦角：17.500(度)墻后填土容重：21.000(kN/m3)橫坡角以上填土的土摩阻力(kPa):60.00橫坡角以下填土的土摩阻力(kPa):120.00地震烈度：設(shè)計烈度7度水上地震角：1.50水下地震角：2.50水平地震系數(shù)：0.10重要性修正系數(shù)：1.00綜合影響系數(shù)：0.25坡線與滑坡推力：坡面線段數(shù)：3折線序號折線序號123水平投影長(m)2.2004.40010.000豎向投影長(m)0.5004.0003.000參數(shù)值

矩形200.000(kN/m)0.000(kN/m)地面橫坡角度：30.000(參數(shù)值

矩形200.000(kN/m)0.000(kN/m)參數(shù)名稱推力分布類型樁后剩余下滑力水平分力樁后剩余抗滑力水平分力鋼筋混凝土配筋計算依據(jù)：《混凝土結(jié)構(gòu)設(shè)計規(guī)范GB50010—2002》注意：內(nèi)力計算時，滑坡推力、庫侖土壓力分項(安全)系數(shù)=1.200第1種情況：滑坡推力作用情況［樁身所受推力計算］假定荷載矩形分布：樁后：上部=60.000(kN/m)下部=60.000(kN/m)樁前：上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長度=0.000(m)(-)樁身內(nèi)力計算計算方法：m法背側(cè)一一為擋土側(cè)；面?zhèn)纫灰粸榉菗跬羵?cè)。背側(cè)最大彎矩=472.121(kN-m)距離樁頂13.333(m)面?zhèn)茸畲髲澗?932.593(kN-m)距離樁頂5.473(m)最大剪力=367.136(kN) 距離樁頂0.300(m)最大位移=6(mm)距離樁頂0.300(m)剪力位移(kN) (mm)0.距離樁頂0.300(m)剪力位移(kN) (mm)0.000 -1.55土反力(kPa)0.000點號距頂距離彎矩(m)(kN-m)1 0.000 0.000

20.3003.240367.136-1.900.00030.623-111.704343.856-2.280.00040.947-219.120320.576-2.660.00051.270-319.009297.296-3.030.00061.593-411.371274.016-3.390.00071.917-496.206250.736-3.730.00082.240-573.513227.456-4.060.00092.563-643.294204.176-4.370.000102.887-705.547180.896-4.660.000113.210-760.273157.616-4.920.000123.533-807.471134.336-5.150.000133.857-847.143111.056-5.360.000144.180-879.28787.776-5.540.000154.503-903.90564.496-5.690.000164.827-920.99541.216-5.810.000175.150-930.55717.936-5.900.000185.473-932.593-5.344-5.950.000195.797-927.101-28.624-5.980.000206.120-914.082-51.904-5.970.000216.443-893.536-75.184-5.930.000226.767-865.463-98.464-5.860.000237.090-829.863-121.744-5.760.000247.413-786.735-145.024-5.630.000257.737-736.080-168.304-5.480.000268.060-677.898-191.584-5.300.000278.383-612.189-214.864-5.090.000288.707-538.953-238.144-4.870.000299.030-458.189-261.424-4.630.000309.353-369.898-284.704-4.370.000319.677-274.080-307.984-4.100.0003210.000-170.735-331.264-3.820.0003310.333-60.313-325.065-3.52-18.7883410.66745.975-307.511-3.23-34.4043511.000144.694-280.689-2.93-46.8753611.333233.101-246.640-2.64-56.3033711.667309.121-207.317-2.36-62.8573812.000371.312-164.543-2.09-66.7593912.333418.816-119.983-1.83-68.2734012.667451.301-75.116-1.59-67.6864113.000468.894-31.231-1.36-65.2984213.333472.12110.581-1.15-61.4054313.667461.84049.419-0.96-56.2854414.000439.17584.555-0.78-50.1884514.333405.470132.393-0.62-94.7764614.667350.913189.554-0.48-78.4374715.000279.101235.547-0.35-60.9384815.333193.882269.596-0.23-42.2404915.66799.370290.823-0.11-22.0845016.0000.000149.0550.000.000（二）樁身配筋計算點號距頂距離面?zhèn)瓤v筋 背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)10.00011552311181

20.3001155231118130.6232311115518140.9472311115518151.2702311115518161.5932311115518171.9172311115518182.2402311115518192.56323111155181102.88723111155181113.21023571179181123.53325021251181133.85726301315181144.18027371368181154.50327921396181164.82728481424181175.15028771438181185.47329051453181195.79728771438181206.12028481424181216.44327641382181226.76726831341181237.09025781289181247.41324291214181257.73723111155181268.06023111155181278.38323111155181288.70723111155181299.03023111155181309.35323111155181319.677231111551813210.000231111551813310.333231111551813410.667115523111813511.000115523111813611.333115523111813711.667115523111813812.000115523111813912.333115523111814012.667115523111814113.000115523111814213.333115523111814313.667115523111814414.000115523111814514.333115523111814614.667115523111814715.000115523111814815.333115523111814915.667115523111815016.00023111155181第2種情況：庫侖土壓力(一般情況)［土壓力計算］計算高度為10.000(m)處的庫侖主動土壓力第1破裂角：37.440(度)Ea=419.984Ex=400.546Ey=126.292(kN)作用點高度Zy-3.327(m)

(一)樁身內(nèi)力計算計算方法：m法背側(cè)一一為擋土側(cè)；面?zhèn)纫灰粸榉菗跬羵?cè)。背側(cè)最大彎矩=1319.870(kN-m)距離樁頂13.333(m)面?zhèn)茸畲髲澗?2153.662(kN-m)距離樁頂6.120(m)最大剪力=922.651(kN)距離樁頂10.333(m)最大位移=17(mm)第1道錨索水平拉力=547.159(kN)距離樁頂0.300(m)點號距頂距離 彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)]0.000-0.000-0.000-9.020.00020.3000.091546.252-9.670.00030.623-176.101543.242-10.370.00040.947-350.978538.124-11.060.00051.270-523.860530.898-11.740.00061.593-694.065521.563-12.410.00071.917-860.911510.121-13.050.00082.240-1023.716496.570-13.660.00092.563-1181.684479.848-14.230.000102.887-1333.481458.143-14.770.000113.210-1477.333430.709-15.260.000123.533-1611.389397.547-15.690.000133.857-1733.796358.655-16.080.000144.180-1842.736314.357-16.400.000154.503-1936.684266.385-16.660.000164.827-2014.755216.154-16.860.000175.150-2076.219163.662-16.980.000185.473-2120.346108.909-17.040.000195.797-2146.40451.896-17.020.000206.120-2153.662-7.378-16.930.000216.443-2141.389-68.912-16.760.000226.767-2108.855-132.707-16.530.000237.090-2055.329-198.762-16.220.000247.413-1980.079-267.077-15.840.000257.737-1882.375-337.653-15.390.000268.060-1761.486-410.490-14.870.000278.383-1616.681-485.587-14.300.000288.707-1447.230-562.944-13.670.000299.030-1252.401-642.562-13.000.000309.353-1031.462-724.441-12.280.000319.677-783.685-808.580-11.520.0003210.000-508.337-894.979-10.740.0003310.333-199.985-922.651-9.91-52.8693410.667101.750-873.239-9.08-96.8633511.000382.175-797.701-8.25-132.0403611.333633.551-701.765-7.44-158.6743711.667850.019-590.918-6.65-177.2263812.0001027.496-470.290-5.88-188.3153912.3331163.545-344.565-5.16-192.6704012.6671257.206-217.921-4.48-191.0994113.0001308.826-93.995-3.84-184.4364213.3331319.87024.128-3.25-173.5124313.6671292.740133.894-2.71-159.109

4414.0001230.607233.236-2.22-141.9294514.3331137.250368.549-1.77-268.1124614.667984.907530.273-1.36-221.9594715.000783.734660.440-0.99-172.4874815.333544.614756.824-0.64-119.5844915.667279.185816.921-0.32-62.5305016.0000.000418.7780.000.000（二）樁身配筋計算點號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)]0.0001155231118120.3001155231118130.6232311115518140.9472311115518151.2702311115518161.5932311115518171.9172656132818182.2403177158918192.56336891844181102.88741982099181113.21046382319181123.53350722536181133.85754922746181144.18058302915181154.50361283064181164.82763763188181175.15066353318181185.47367693384181195.79768363418181206.12068363418181216.44368363418181226.76767023351181237.09065703285181247.41363133157181257.73759472974181268.06055472774181278.38351232561181288.70745462273181299.03039161958181309.35332091605181319.677242912141813210.000231111551813310.333231111551813410.667115523111813511.000115523111813611.333115523111813711.667131526301813812.000160532091813912.333180836161814012.667195839161814113.000205841161814213.333207841571814313.66720174035181

4414.000191938391814514.333177235451814614.667152730531814715.000121424291814815.333115523111814915.6671155231118150 16.000 23111155181第3種情況：庫侖土壓力(地震情況)［土壓力計算］計算高度為10.000(e)處的庫侖主動土壓力第1破裂角：38.940(度)Ea=456.352Ex=435.231Ey=137.228(kN)作用點高度Zy=3.367(m)(-)樁身內(nèi)力計算計算方法：m法背側(cè)一一為擋土側(cè)；面?zhèn)纫灰粸榉菗跬羵?cè)。背側(cè)最大彎矩=1439.521(kN-m)距離樁頂13.333(m)面?zhèn)茸畲髲澗?2268.649(kN-m)距離樁頂6.120(m)最大剪力=977.670(kN) 距離樁頂10.000(m)最大位移=19(mm)第1道錨索水平拉力=588.733(kN)距離樁頂0.300(m)點號距頂距腐(m)i彎矩(kN-m)剪力(kN)位移(mm)土反力(kPa)10.000-0.000-0.000-11.060.00020.3000.097587.763-11.710.00030.623-189.487584.547-12.410.00040.947-377.667579.078-13.100.00051.270-563.715571.357-13.770.00061.593-746.902561.383-14.430.00071.917-926.500549.157-15.070.00082.240-1101.767534.552-15.670.00092.563-1271.668515.231-16.230.000102.887-1434.203488.981-16.750.000113.210-1587.130455.803-17.220.000123.533-1728.209415.697-17.640.000133.857-1855.342369.977-18.000.000144.180-1967.098320.893-18.290.000154.503-2062.591269.383-18.520.000164.827-2141.037215.445-18.680.000175.150-2201.651159.080-18.760.000185.473-2243.647100.287-18.770.000195.797-2266.24139.067-18.700.000206.120-2268.649-24.579-18.550.000216.443-2250.085-90.654-18.330.000226.767-2209.765-159.155-18.030.000237.090-2146.903-230.084-17.650.000247.413-2060.716-303.440-17.200.000257.737-1950.117-379.223-16.680.000268.060-1815.223-457.434-16.090.000278.383-1654.348-538.072-15.440.000288.707-1467.008-621.137-14.740.000299.030-1252.418-706.629-13.980.000309.353-1009.792-794.549-13.180.000319.677-738.348-884.896-12.350.000

3210.000-437.298-977.670-1L490.0003310.333-111.408-959.030-10.59-56.4863410.667202.055-906.292-9.69-103.3233511.000492.787-825.789_&79-140.6263611.333752.581-723.700-7.91-168.7353711.667975.254-605.9167.06-188.1853812.0001156.525-477.924-6.24-199.6693912.3331293.869-344.714-5.46-203.9964012.6671386.334-210.719-4.74-202.0494113.0001434.349-79.779-4.06-194.7384213.3331439.52144.861-3.43-182.9594313.6671404.442160.531-2.86-167.5564414.0001332.500265.087-2.33-149.2814514.3331227.717407.305-L86-281.6854614.6671060.963577.139-L43-232.9634715.000842.958713.709-1.03-180.8864815.333585.157814.760-0.67-125.3284915.667299.784877.736-0.33-65.5075016.0000.000449.6770.000.000(-)樁身配筋計算點號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)10.0001155231118120.3001155231118130.6232311115518140.9472311115518151.2702311115518161.5932311115518171.9172877143818182.2403441172018192.56339951997181102.88745012251181113.21050222511181123.53354382719181133.85758882944181144.18062513125181154.50365703285181164.82768363418181175.15070433522181185.47371853593181195.79772573628181206.12072573628181216.44371853593181226.76770433522181237.09068363418181247.41365703285181257.73761893094181268.06057722886181278.38352262613181288.70745922296181299.03039161958181309.35331461573181319.677231111551813210.0003310.3333410.6673511.0003611.3333711.6673812.0003912.3334012.6674113.0004213.3334313.6674414.0004514.3334614.6674715.0004815.3334915.6675016.00023111155181231111551811155231118111552311181116723341811512302318118083616181201740351812184436918122514501181225145011812206441218120784157181191938391811653330618113022604181115523111811155231118123111155181第3種情況庫侖土壓力（地震情況）內(nèi)力計算球1.2計算項目：抗滑樁錨桿設(shè)計原始條件：錨桿號錨桿類型豎向間距入射角錨固體 水平預加直徑(mm)力(kN)130 350.000水平剛度筋漿強度(m)1 錨索 0.30(°)20.00(MN/m)20.39fb(kPa)2100.00錨桿設(shè)計條件：錨桿自由長度計算參數(shù)：嵌入點到土壓力零點t(m)1.000土體破裂角計算值(度)62.50土體破裂角采用值(度)62.50錨桿控制參數(shù)：邊坡工程重要性系數(shù)1.0錨桿所在巖土類型土層錨固體與土粘結(jié)系數(shù)1.00錨桿鋼筋等級HRB335錨桿鋼筋抗拉系數(shù)0.69錨桿材料彈模(10,5MPa)1.95筋漿粘結(jié)強度系數(shù)0.60錨索類型1X7錨桿荷載分項系數(shù)1.30錨索鋼筋強度(MPa)1320.00自由長超過破裂面長(m)1.0錨索材料彈模(10~5MPa)1.95自由構(gòu)造長度(m)4.0注漿體彈模(10"4MPa)3.00錨固構(gòu)造長度(m)5.0錨桿水平內(nèi)力取值：內(nèi)力取值工況號錨桿號錨桿最大內(nèi)力①(kN)1 388.74③庫侖土壓力(地震情況)錨桿最大 錨桿最大內(nèi)力②(kN)內(nèi)力③(kN)547.16 588.73錨桿內(nèi)力 錨桿內(nèi)力設(shè)計值(kN) 實用值(kN)765.35 765.35錨桿1錨桿設(shè)計結(jié)果：支護鋼筋或類型 鋼絞線配箭錨索 7sl5.2自由段長度?計算值(由)7.5錨固段長度計算值(m)15.0自由段長度實用值(m)7.5錨固段長度實配[計算]實用值(m)面積(mm2)15.5 980.0[894.2]錨桿剛度(MN/m)18.222、抗滑動樁驗算2.1計算項目：抗滑樁9m原始條件:t70ijnt70ijn墻身尺寸：樁總長：14.500(m)嵌入深度：5.500(m)截面形狀：圓樁樁徑：1.200(m)樁間距：3.000(m)嵌入段土層數(shù)：2樁底支承條件：錢接計算方法：M法土層序號 土層厚(m)重度(kN/m3)內(nèi)摩擦角(度)土摩阻力(kPa)M(MN/m4)被動土壓力調(diào)整系數(shù)1 5.40022.00035.00100.0016.0001.0002 5.00024.50055.00180.0035.0001.000初始彈性系數(shù)A:0.000(MN/m3)初始彈性系數(shù)Al:90.000(MN/m3)樁前滑動土層厚：0.000(m)錨桿(索)參數(shù)：錨桿道數(shù)：1錨桿號錨桿類型豎向間距水平剛度入射角錨固體水平預加筋漿強度(m) (MN/m)(度)直徑(mm)力(kN)fb(kPa)1錨索0.300 22.640 20.00 130 350.00 2100.00物理參數(shù)：樁混凝土強度等級：C30樁縱筋合力點到外皮距離：50(mm)樁縱筋級別：HRB400樁箍筋級別：HRB335樁箍筋間距：150(mm)樁配筋形式：縱筋非均勻配筋樁拉區(qū)縱筋配筋范圍：90.000(度)樁壓區(qū)，拉區(qū)縱筋比:0.500擋土墻類型：抗震區(qū)擋土墻墻后填土內(nèi)摩擦角：35.000(度)墻背與墻后填土摩擦角：17.500(度)墻后填土容重：21.000(kN/m3)橫坡角以上填土的土摩阻力(kPa):30.00橫坡角以下填土的土摩阻力(kPa):120.00地震烈度：設(shè)計烈度7度水上地震角：1.50水下地震角：2.50水平地震系數(shù)：0.10重要性修正系數(shù)：1.00綜合影響系數(shù)：0.25坡線與滑坡推力：坡面線段數(shù)：4折線序號水平投影長(m)豎向投影長(m)17.7004.50021.2002.40038.9000.20045.0002.500地面橫坡角度：35.000(度)墻頂標高：0.000(m)參數(shù)名稱參數(shù)值推力分布類型梯形梯形荷載(ql/q2)0.500樁后剩余下滑力水平分力350.000(kN/m)樁后剩余抗滑力水平分力0.000(kN/m)鋼筋混凝土配筋計算依據(jù)：《混凝土結(jié)構(gòu)設(shè)計規(guī)范GB50010—2002》注意：內(nèi)力計算時，滑坡推力、庫侖土壓力分項(安全)系數(shù)=1.200第1種情況：滑坡推力作用情況［樁身所受推力計算］假定荷載梯形分布樁后：上部=77.778(kN/m)下部=155.556(kN/m)樁前：上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長度=0.000(m)(-)樁身內(nèi)力計算計算方法：m法背側(cè)一為擋土側(cè)：面?zhèn)纫粸榉菗跬羵?cè)。背側(cè)最大彎矩=820.310(kN-m)距離樁頂11.895(m)面?zhèn)茸畲髲澗?1507.433(kN-m)距離樁頂5.230(m)最大剪力=645.161(kN)距離樁頂9.000(m)最大位移=14(nun)第1道錨索水平拉力：=614.839(kN)距離樁頂0.300(m)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)]0.0000.0000.000-11.390.00020.3004.247586.373-11.700.00030.590-161.704557.968-12.000.00040.880-319.290528.691-12.290.00051.170-468.260498.541-12.580.00061.460-608.360467.520-12.850.000

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