彭家槽滑坡抗滑樁治理方案設(shè)計(jì)計(jì)算書(shū)

1、本科畢業(yè)設(shè)計(jì)計(jì)算書(shū)題 目:三峽庫(kù)區(qū)彭家槽滑坡抗滑樁治理方案設(shè)計(jì)學(xué) 院：_水利水電工程學(xué)院_ _ _專(zhuān) 業(yè)：_水利水電工程_ _學(xué)生姓名：_尹金山 _學(xué) 號(hào)：_1043062038_年級(jí)_2011級(jí)_ _指導(dǎo)老師: _高明忠 _ _二一五年六月目 錄1.1MP法計(jì)算1原理1計(jì)算模型建立2計(jì)算結(jié)果41.2傳遞系數(shù)法計(jì)算11計(jì)算原理11計(jì)算結(jié)果121.3因素敏感性分析161.4穩(wěn)定性綜合評(píng)價(jià)192抗滑樁設(shè)計(jì)計(jì)算192.1設(shè)計(jì)滑坡推力計(jì)算19計(jì)算原理19計(jì)算過(guò)程及結(jié)果202.2抗滑樁內(nèi)力計(jì)算24計(jì)算方法24剛性樁與彈性樁的判別24受荷段內(nèi)力計(jì)算25錨固段內(nèi)力計(jì)算26地基強(qiáng)度校核292.3抗滑樁配筋計(jì)算

2、31說(shuō)明31確定按素混凝土構(gòu)件考慮的范圍31縱向受力鋼筋計(jì)算31箍筋計(jì)算33構(gòu)造鋼筋設(shè)計(jì)343樁間擋土墻計(jì)算353.1主動(dòng)土壓力353.2穩(wěn)定性驗(yàn)算35說(shuō)明35抗滑穩(wěn)定驗(yàn)算36抗傾覆穩(wěn)定驗(yàn)算363.3墻身強(qiáng)度驗(yàn)算363.4地基強(qiáng)度校核364排水設(shè)計(jì)計(jì)算374.1排水溝截面尺寸計(jì)算374.2排水溝水力計(jì)算371穩(wěn)定性計(jì)算1.1MP法計(jì)算1.1.1原理M-P法是一種建立在極限平衡原理基礎(chǔ)上的滑坡穩(wěn)定性分析方法,1965年由Morgenstern和Price提出，故簡(jiǎn)稱(chēng)為M-P法。即是假設(shè)達(dá)到極限平衡狀態(tài)時(shí)，土體將沿某一滑裂面產(chǎn)生剪切破壞而失穩(wěn)，滑裂面上的各點(diǎn)，土體均處于極限平衡狀態(tài)，滿(mǎn)足摩爾-庫(kù)侖

3、強(qiáng)度條件。 （式1-1） （式1-2） （式1-3） （式1-4） (1-5)式中：K土坡沿某一滑動(dòng)面的安全系數(shù)；t破裂面上的間應(yīng)力；n破裂面上的法向應(yīng)力；'n破裂面上的有效法向應(yīng)力；c'、' 滑面土體的抗剪強(qiáng)度指標(biāo)；ce' 、 e'考慮安全系數(shù)F換算后的抗剪強(qiáng)度指標(biāo)；u作用于滑面上的孔隙水壓力；Z浸潤(rùn)線到滑面中點(diǎn)的距離。M-P法能適合任意滑動(dòng)面形狀并且滿(mǎn)足所有的力和力矩平衡： (式1-6) (式1-7)(式1-8) （式1-9） （式1-10） （式1-11）（式1-12）圖1- 1 滑塊受力簡(jiǎn)圖在處理土條間的相互作用力時(shí)，假定X=Ef(x),其中X為

4、土條間相互作用的切向力，E為土條間相互作用的法向力，f(x)是一個(gè)函數(shù)，沿滑動(dòng)面連續(xù)變化，可將其假設(shè)為常數(shù)、半正弦波形、梯形等，為一尺度因子，對(duì)某一給定函數(shù)f(x)，的選擇使得由滿(mǎn)足力平衡所得的滑坡穩(wěn)定安全系數(shù)和由滿(mǎn)足力矩平衡所得的滑坡穩(wěn)定安全系數(shù)相等，即Ff=Fm。本次設(shè)計(jì)是運(yùn)用理正巖土6.0軟件進(jìn)行計(jì)算，其計(jì)算方法選擇為M-P法。1.1.2計(jì)算模型建立采用規(guī)范為水電水利工程邊坡設(shè)計(jì)規(guī)范 DL/T 53532006，計(jì)算目標(biāo)：安全系數(shù)計(jì)算，由于滑床為細(xì)砂巖和青綠色泥巖，滑坡體為碎石粘土，故滑裂面形狀取為折線形滑面?；聟^(qū)地震烈度為度，根據(jù)規(guī)范，不考慮地震作用。地下水作用采用有效應(yīng)力法計(jì)算，孔

5、隙水壓力采用近似方法計(jì)算，即認(rèn)為孔隙水壓力等于靜水壓力，u=Z,Z為塊體中孔隙水深度，不考慮滲透力作用。計(jì)算剖面選擇：根據(jù)彭家槽滑坡的地質(zhì)勘察資料中的平面圖和剖面圖，選擇經(jīng)過(guò)滑坡中線附近的2-2剖面進(jìn)行滑坡穩(wěn)定性計(jì)算，原因是一般通過(guò)滑坡中線附近的滑面是較危險(xiǎn)的滑面，選擇較危險(xiǎn)滑面進(jìn)行穩(wěn)定性計(jì)算，對(duì)工程是偏于安全的。模型輪廓的建立：在CAD中剖面的輪廓用命令line畫(huà)好，利用命令dfxout將其另存為dfx文件，通過(guò)理正巖土邊坡穩(wěn)定性分析軟件的輔助功能讀入該dfx文件，即可完成坡面、土層輪廓的輸入，相關(guān)物理物理參數(shù)見(jiàn)下表表1- 1 模型物理參數(shù)容重(kN/m3)飽和容重（kN/m3)粘聚力c（k

6、Pa）內(nèi)摩擦角（°）滑帶280高程以下816280高程以上1020滑體1921滑床2222.5建立好的自然工況下的計(jì)算模型如圖1-2所示，久暴雨工況下如圖1-3所示：圖1- 2 自然工況計(jì)算模型圖1- 3 久暴雨工況計(jì)算模型1.1.3計(jì)算結(jié)果模型建立好后，點(diǎn)擊計(jì)算，結(jié)果如下表：表1- 2兩種工況下的穩(wěn)定性系數(shù)工況穩(wěn)定性系數(shù)自然工況（工況一）1.032久暴雨工況（工況二）0.922計(jì)算過(guò)程中除能得到穩(wěn)定性系數(shù)外，還能得到土條間力的相關(guān)曲線，如圖1-4到1-7為工況一土條間力相關(guān)曲線：圖1- 4 工況一土條底部法向力圖1-5 工況一土條底部切向力圖1-6工況一土條右側(cè)法向力圖1-7 工況

7、一土條右側(cè)切向力查詢(xún)各土條信息，可得工況一各土條相關(guān)參數(shù)如表1-2，這些數(shù)據(jù)將在傳遞系數(shù)法計(jì)算穩(wěn)定性中得到應(yīng)用。從圖1-4到圖1-6，可以得到如下結(jié)論：圖1-4和圖1-5反映土條的下滑力特征，圖1-6和圖1-7反映條的滑坡推力特征，后者為前者的積分。其形狀均呈馬鞍形，符合彭家槽滑坡的地形特征，即三級(jí)平臺(tái)地形：在一級(jí)平臺(tái)首部，滑面坡度較陡，土層較深，滑面抗滑力不足以抵消下滑力，滑坡推力逐漸積累，故圖1-6和圖1-7均呈上升趨勢(shì)，在一級(jí)平臺(tái)尾部，土層較淺，滑面坡度較緩，滑面的抗滑力較下滑力大，滑坡推力逐漸減少，故圖1-6和圖1-7下降。在二級(jí)、三級(jí)平臺(tái)又重復(fù)以上過(guò)程，但整個(gè)滑坡體滑坡推力的總體趨勢(shì)

8、為先升后降，滑體中部的推力及應(yīng)力最大。表1- 3自然工況土條信息土條編號(hào)起始x(m)土條底長(zhǎng)(m)土條底部?jī)A角(度)土條底部粘聚力(kPa)土條底部?jī)?nèi)摩擦角(度)土條重(kN)孔隙水壓力(kN)100.6510.89102011.6411.3120.641.7610.891020138.8130.2532.372.7810.891020409.3447.2745.14.1710.891020785.9269.8259.195.2210.8910201139.785.69614.3213.1810.8910203234.86207727.260.0610.89102015.580.92827.3

9、20.1810.89102046.582.76927.515.5417.5210203531.82233.661042.3219.6717.5210203632.43275.361161.090.2517.52102041.543.351261.320.5517.52102092.177.41361.8525.2416.5510204641.19364.721486.052.1317.041020428.5133.181588.090.2517.04102050.353.871688.3223.7617.0410204385.47358.3717111.04015.4510200.440.04

10、18111.0416.8915.4510202922.61282.9519127.324.9415.451020905.6196.2820132.090.2515.45102046.74.9621132.3210.3815.4510201890.79203.1722142.3223.515.4510204034.32421.6523164.970.3614.29102061.516.1224165.3228.314.2910205529.8522.4625192.750.3413.48102076.816.9426193.090.2413.48102054.674.9327193.3241.4

11、213.4810208467.65803.4628233.613.113.8210202334.21236.0329246.3214.1713.8210202240.71236.7630260.090.2513.82102035.473.9431260.326.813.8210201000.61117.1332266.932.1413.821020321.9839.9533269.01015.5610200.210.0334269.0120.0415.418163048.75389.0135288.3212.7315.418161970.88255.2236300.617.9114.68816

12、2858.19390.6637317.920.2414.6881639.725.7138318.16018.738160.450.0739318.163.3418.7816549.8480.5140321.3213.8118.78162443.01367.9241334.4112.821.458162327.25349.5842346.3217.8121.458163587.85427.4443362.92.3622.08816522.9951.144365.090.2622.0881657.665.4745365.3221.1722.088164451.9446.6746384.9412.3

13、723.118162275.24242.5347396.3210.423.118161751.18178.7548405.8918.7321.478163034.81318.2149423.323.3121.47816530.6959.7550426.49.5921.358161603.76180.0351435.331.8621.35816322.9835.0952437.07014.048160.490.0553437.0711.614.028162216.21265.7454448.3217.2814.028164392.54593.2455465.090.2514.0281675.74

14、10.1256465.3229.8914.0281610038.571393.3957494.3228.6114.0281610543.061633.1358522.08016.578160.990.1759522.089.6416.568163548.32595.260531.326.6516.568162437.08404.9561537.720.1818.38167258.091135.9862556.866.6720.948162304.75327.3663563.090.2520.9481686.911.7564563.3219.1320.948166024.71916.496558

15、1.1926.223.258166266.851216.1366605.264.5326.4816811.69186.8667609.3215.0926.48162341.7497.9168622.8414.5831.168161609.47204.669635.320.8231.1681668.550.5870636.020.0131.178160.98071636.034.7831.16816345.5072640.128.9841.08816246.460工況二土條間力相關(guān)曲線如圖1-8到1-11所示：圖1- 8 工況二土條底部法向力曲線圖圖1-9工況二土條底部切向力曲線圖圖1-10工況

16、二土條右側(cè)切向力曲線圖圖1-11 工況二土條右側(cè)法向力曲線圖工況二土條相關(guān)參數(shù)如表1-4所示：表1-4工況二土條信息土條編號(hào)起始x(m)土條底長(zhǎng)(m)土條底部?jī)A角(度)土條底部粘聚力(kPa)土條底部?jī)?nèi)摩擦角(度)土條重(kN)孔隙水壓力(kN)101.5110.89102062.2460.4521.490.910.89102094.1535.9332.372.7810.891020421.73110.3545.14.1710.891020804.5164.4359.195.2210.8910201163204.29614.313.1810.8910203293.61506.15727.30.

17、0610.89102015.842.28827.30.1810.89102047.386.84927.515.5417.5210203599.11586.531042.319.6717.5210203717.61721.981161.10.2517.52102042.629.011261.30.5517.52102094.5619.981361.925.2416.5510204751.03937.671486.12.1317.041020437.7781.61588.10.2517.04102051.439.521688.323.7617.0410204488.59897.6717111015

18、.4510200.450.11811116.8915.4510202996.53666.44191274.9415.451020927.23208.43201320.2515.45102047.7810.572113210.3815.4510201936.19438.692214223.515.4510204137.14955.03231650.3614.29102063.114.372416528.314.2910205654.321164.92251930.3514.44102078.3114.82261930.2514.44102055.7110.512719338.714.441020

19、7832.191499.312823115.9212.8410202763.68563.042924614.1112.8410202220.87516302600.2412.84102035.769.08312604.2312.841020629.31162.14322644.6712.841020718.43189.4733269015.5610200.220.063426920.0415.418163136.44843.833528812.7315.418162026.61544.233630117.9114.688162936.83797.16373180.2414.6881640.79

20、11.2438318018.738160.460.13393183.3418.7816564.21156.364032113.8118.78162502.41681.464133412.821.458162381.35640.224234617.8121.458163663.12831.78433632.3622.08816532.91104.6443650.2622.0881658.7411.34536521.1722.088164540.97927.244638512.3723.118162326.91523.434739610.423.118161794.62414.874840618.

21、7321.478163113.95743.43494233.3121.47816544.67134.87504269.5921.358161644.29397.62514351.8621.35816330.8677.3952437014.048160.50.115343711.614.028162267.31529.065444817.2814.028164468.64985.42554650.2514.0281676.8215.695646529.8914.0281610170.232071.95749428.6114.0281610669.062282.4758522016.5781610

22、.23595229.6416.568163590.28814.12605316.6516.568162466.02555.956153820.1818.38167345.061594625576.6720.948162333.03478.77635630.2520.9481687.9817.546456319.1320.948166105.821350.726558126.223.258166376.141810.95666054.5326.4816830.12289.736760915.0926.48162403.08840.536862314.5831.168161666.13535.66

23、696355.6131.16816433.42108.03706403.9741.57816171.9828.63716434.8441.5781672.3901.2傳遞系數(shù)法計(jì)算1.2.1計(jì)算原理傳遞系數(shù)法的計(jì)算公式如(1-13)(1-16)： （1-13） （1-14） （1-15） （1-16）Fs-穩(wěn)定系數(shù)Ri-作用于第i塊段的抗滑力（kN/m）Ti-作用于第i塊段滑面上的滑動(dòng)分力（kN/m），出現(xiàn)與滑動(dòng)面方向相反的滑動(dòng)分力時(shí)，Ti取負(fù)值Rn-作用于第n塊段的抗滑力（kN/m）Tn-作用于第n塊滑動(dòng)面上的滑動(dòng)分力（kN/m）j-第i塊段的剩余下滑力傳遞至第i+1塊時(shí)的傳遞系數(shù)(j=i)

24、Wi-第i塊的重量（kN/m）i-第i塊的滑面傾角li-第i塊的滑帶長(zhǎng)度(m)ci-第i塊的粘聚力（k批a）i-第i塊的內(nèi)摩擦角（°）1.2.2計(jì)算模型 圖1-12 自然工況計(jì)算模型 圖1-13久暴雨工況計(jì)算模型1.2.3計(jì)算結(jié)果自然工況下的計(jì)算結(jié)果如下表：表1-5 自然工況傳遞系數(shù)法計(jì)算結(jié)果安全系數(shù)K1.06763滑塊號(hào)滑塊重W(kN/m)滑帶長(zhǎng)l(m)粘聚力c(kPa)內(nèi)摩擦角(°)滑面傾角(°)抗滑力R(kN/m)下滑力T(kN/m)抗滑力與下滑力之差(kN/m)傳遞系數(shù)推力F（kN/m）1246.468.982102041.084157.4172.9215

25、.4810.9915.3722345.54.783102031.163156.4206.1349.7240.9245.86230.9790.012102031.1630.42450.26549.841149.841468.5480.816102031.16319.1687.71168.548168.54851609.514.58102031.163592.6947.54354.9511354.9562341.715.09102026.369806.71465.2658.4670.97636.137811.694.532102023.254255.41070.7815.3460.98798.02

26、86266.826.2102023.25420003455.71455.39711455.496024.719.13102020.93919703752.91783.1580.981755.51086.8990.255102020.93928.361816.31787.95611788112304.86.67102020.939746.22667.31921.08111921.1127258.16.652102018.30323694352.61983.3020.981948132437.120.18102016.561803.327241920.7650.991898.6143548.39.

27、644102016.56111353000.61865.28211865.3150.990.003102016.5610.3161865.61865.26711865.3161054328.61102014.0234804590.41110.670.981091.7171003929.89102014.0233663707.1340.6911340.691875.740.254102014.0225.73360.28334.5471334.55194392.517.28102014.0215211470.7-49.98310202216.211.6102014.02807.6523.23-28

28、4.32910210.4910.003102014.020.184-284.2-284.3861022322.981.863102021.351117125.548.5031.048.8284231603.89.585102021.351582.7631.949.222149.22224530.693.31102921278.1256.58-21.53510253034.818.7310292116001164.3-435.80810261751.210.4102023.108635.2733.7798.5461.0199.532272275.212.38102023.108810.71051

29、.9241.1491241.15284451.921.17102022.07715752027.5452.2640.99449.232957.6580.257102022.07720.31475.4455.0931455.0930522.993.35781622.077184664.95480.9581480.96313587.917.8181621.455995.31882886.6651883.85322327.212.881621.455636.71795.51158.7711158.833244313.8181618.7695.41993.71298.3020.991278.93454

30、9.843.34281618.7155.41486.51331.14611331.1350.4480.00381618.70.1271331.31331.17211331.23639.7160.24381614.68238.181338.61300.4680.981271.1372858.217.9181615.409831.22073.91242.61211247381970.912.7381615.409574.11801.61227.47311227.5393048.72.03681615.409899.42092.31192.93511192.9400.2090.00181615.40

31、90.06211931192.93211192.941321.982.13981613.817105.51274.61169.1010.991159.3421000.66.80381613.817301.41424.21122.85911122.94335.4680.24581613.81710.771131.91121.1311121.1442240.714.1781613.817673.31692.41019.16711019.2452334.213.181613.817690.91614.3923.3791923.38468467.641.4281613.48424763031.4555

32、.1931554.264754.6740.24581613.48415.87568.8552.9381552.944876.8050.34581613.48422.3572.06549.7641549.76495529.828.381614.28816202006.8386.6491388.175061.5050.36481614.28818.35402.86384.5031384.5514034.323.581615.45411881532.1343.7111.01345.65521890.810.3881615.454551.5881.61330.1591330.165346.6980.2

33、4781615.45413.56343.44329.8841329.8854905.614.94181615.454264.2587.52323.3491323.35552922.616.8981615.454867.51154.8287.2611287.26560.4420.00381617.0410.133287.39287.2541.01289.43574385.523.7681617.04112961659.3363.1271363.135850.3460.24981617.04114.78378.88364.0991364.159428.512.13381617.041125.849

34、8.17372.3241372.32604641.225.2481617.04113821784401.5721401.576192.1650.55481616.55325.75431.14405.3911404.396241.5410.2581616.55312.48418.75406.2611406.26633632.419.6881616.55310791573.9495.0841495.08643531.815.5581616.55310291630.4601.2411601.246546.5830.1881610.88933.71606.61572.8990.97553.896615

35、.5760.0681610.8894.614576.04571.4271571.43673234.913.1881610.889959.11223.8264.7461264.75681139.75.22581610.889339494.6155.5681155.5769785.924.16881610.889235.3314.0778.73178.7370409.342.77981610.889124.4161.2836.864136.86471138.811.7681610.88944.8164.85820.053120.0537211.6420.65581610.8897.827.819-

36、0.00110根據(jù)上表可繪制出自然工況下極限平衡狀態(tài)的滑坡推力曲線如圖1-14：圖1-14自然工況極限平衡推力曲線久暴雨工況（工況二）下的計(jì)算結(jié)果如下表：表1-6久暴雨工況傳遞系數(shù)法安全系數(shù)K0.95436滑塊號(hào)滑塊重W(kN/m)滑帶長(zhǎng)l(m)粘聚力c(kPa)內(nèi)摩擦角(°)滑面傾角(°)抗滑力R(kN/m)下滑力T(kN/m)抗滑力與下滑力之差(kN/m)傳遞系數(shù)推力F（kN/m）10.1090.189102041.0841.920.068-1.8520.9930273.5584.722102041.08467.39744.281-23.116103177.2184.0

37、72102041.08483.27188.0294.75814.7584433.4165.61102031.163162.59218.7256.1350.92251.77551666.1314.584102031.163522.00878.95356.9491356.9562403.0815.094102026.396699.731375.2675.5610.966652.797830.1164.532102026.396231.341027.7796.4181796.4286376.1526.203102023.2541853.73197.71343.980.9791315.296105.8

38、219.129102020.9391857.83425.31567.540.9841543.21087.9790.255102020.93926.8881597.51570.6611570.7112333.036.67102020.939707.772366.31658.5811658.6127345.0620.177102018.3032244.73858.21613.550.9821584.8132466.026.652102016.561758.782283.61524.850.9881507.3143590.289.644102016.5611076.72501.51424.78114

39、24.8151.0020.003102016.5610.3011425.01424.7511424.81610669.128.606102014.023294.63890.0595.4810.983585.291710170.229.89102014.023180.452946.88-233.571101876.8210.245102014.0224.207-215.81-240.01710194468.6417.277102014.021413.15793.148-620.00510202267.3111.6102014.02735.389-95.795-831.18410210.5030.

40、003102014.020.167-831.0-831.2341022330.8551.863102021.351106.35114.968.6041.0388.9333231644.299.585102021.351527.71579.9352.222152.22224544.6733.31102021.468249.25242.46-6.7951.0010253113.9518.732102021.4681436.71080.8-355.9310261794.6210.402102023.1088577.05672.1895.1251.0196.077272326.9112.3751020

41、23.1088741.55966.67225.1261225.13284540.9721.17102022.0771454.91853.8398.9220.993396.242958.7390.257102022.07718.849419.99401.1421401.1430532.9062.357102022.077170.61592.29421.6751421.68313663.1217.81281621.455914.801700.3785.5320.997783.04322381.3512.80481621.455578.931616.71037.8611037.9332502.4113.81381618.7629.161802.31173.170.9851155.634564.2153.34281618.71