目錄TOC\o"1-2"\h\z\u1、工程概況 22、設(shè)計依據(jù)及規(guī)范 22.1設(shè)計依據(jù) 22.2設(shè)計遵循的主要規(guī)范 23、設(shè)計參數(shù) 33.1巖土參數(shù)設(shè)計建議值 34邊坡穩(wěn)定性計算 510、總結(jié) 271、工程概況協(xié)同創(chuàng)新區(qū)—御復(fù)路四期位于兩江新區(qū)龍盛片區(qū)東部，御臨河?xùn)|岸，規(guī)劃協(xié)同創(chuàng)新區(qū)西側(cè)邊界道路，道路呈南北走向，基本平行于御臨河。是連接南北向的重要交通紐帶，南端起于御復(fù)路三期與五橫線交叉口漸變處（該立交節(jié)點未包含在本次設(shè)計范圍），道路由南向北延伸，協(xié)同創(chuàng)新區(qū)—御復(fù)路四期終點與六橫線立交節(jié)點接順，道路全長為1950.933m，設(shè)置隧道長度318m（雙向六車道）。道路等級為主干路，設(shè)計車速50km/h（與御復(fù)路三期設(shè)計標準一致）。五橫線立交節(jié)點至站南路段為雙向六車道主道+雙向四車道輔道，路幅標準寬度54米，站南路處設(shè)置兩層菱形立交，御復(fù)路主線雙六下穿，平層與站南路平交；站南路至六橫線段為雙向六車道，路幅標準寬度分37米、53米以及40米三種類型。本冊計算書為擋墻及車行下穿道穩(wěn)定驗算計算書，本次設(shè)計采用理正巖土6.5和理正結(jié)構(gòu)工具箱TBS5.62。2、設(shè)計依據(jù)及規(guī)范2.1設(shè)計依據(jù)1）與業(yè)主簽訂的設(shè)計合同2）重慶龍興工業(yè)園區(qū)域概念性規(guī)劃；3）業(yè)主提供的沿線道路1：500地形圖；4）御復(fù)路三期初步設(shè)計；5）重慶兩江科技創(chuàng)新城規(guī)劃建設(shè)方案；6）重慶兩江科創(chuàng)城概念規(guī)劃；7）H2路（五橫線）方案設(shè)計；8）現(xiàn)場調(diào)查及勘測現(xiàn)狀資料；9）六橫線方案設(shè)計；10）重慶兩江新區(qū)協(xié)同創(chuàng)新區(qū)概念規(guī)劃階段交通專題研究；11）業(yè)主提供的其他資料；12）其他國家現(xiàn)行有關(guān)規(guī)范和標準。13）重慶市二零八工程勘察設(shè)計院有限公司提供的《協(xié)同創(chuàng)新區(qū)-御復(fù)路四期道路工程地質(zhì)勘察報告》（一次性勘查）2.2設(shè)計遵循的主要規(guī)范1) 《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）；2) 《建筑抗震設(shè)計規(guī)范》（GB50011-2010）2016版；3) 《混凝土結(jié)構(gòu)設(shè)計規(guī)范》（GB50010-2010）2015版；4) 《建筑結(jié)構(gòu)荷載規(guī)范》（GB50009-2012）；5) 《建筑地基基礎(chǔ)設(shè)計規(guī)范》（GB50007-2011）；6) 2002年國家工程建設(shè)技術(shù)標準強制性條文；7) 國家及部（委）發(fā)布的其它有關(guān)法律、法規(guī)、規(guī)程、規(guī)范。3、設(shè)計參數(shù)3.1巖土參數(shù)設(shè)計建議值根據(jù)重慶市二零八工程勘察設(shè)計院有限公司提供的《協(xié)同創(chuàng)新區(qū)-御復(fù)路四期道路工程地質(zhì)勘察報告》（一次性勘查）中的設(shè)計參數(shù)如下：土體設(shè)計參數(shù)建議取值表項目巖土名稱天然重度(KN/m3)飽和重度(KN/m3)地基承載力特征值fak(Kpa)天然抗剪強度指標飽和抗剪強度指標壓縮系數(shù)a1-2(MPa-1)壓縮模量Es1-2(MPa)基底摩擦系數(shù)C(Kpa)Φ(°)C(Kpa)Φ(°)素填土19.8*20.5*150（壓實）*5*28*3*25*0.30*粉質(zhì)粘土19.619.9160*219.4518.897.750.335.380.25*備注1、帶“*”號的數(shù)值為經(jīng)驗值。2、土體水平抗力系數(shù)的比例系數(shù)：可塑狀粉質(zhì)粘土14MN/m4，人工素填土8MN/m4。3、壓實素填土的地基承載力特征值fak(kPa)暫取150kPa，且壓實系數(shù)達到0.94以上，建議施工時實測壓實填土的地基承載力特征值。4、表中素填土基底摩擦系數(shù)為壓實填土取值。路基（含邊坡）巖體設(shè)計參數(shù)建議取值表項目巖土名稱天然重度(KN/m3)抗壓強度標準值(Mpa)抗拉強度(Kpa)地基承載力特征值Fak(Kpa)抗剪強度指標基底摩擦系數(shù)變形模量（MPa）彈性模量（MPa）泊松比巖體水平抗力系數(shù)天然飽和粘聚力(Kpa)內(nèi)摩擦角(°)強風化泥巖24.0*300*0.30*20*強風化砂巖24.0*350*0.35*25*中風化泥巖25.18.265.102002010210310.45*98011440.3160中風化砂巖25.030.4325.0994099351130360.50*357038500.18350備注*為經(jīng)驗值。說明：1、*為經(jīng)驗值，其余根據(jù)巖土試驗統(tǒng)計結(jié)果和有關(guān)規(guī)范結(jié)合場地實際情況得來；2、巖、土體與錨固體極限粘結(jié)強度標準值：可塑狀粉質(zhì)粘土取40kPa，泥巖取360kPa；砂巖極限粘結(jié)強度標準值建議取760kPa；3、巖體中裂隙結(jié)構(gòu)面屬軟弱結(jié)構(gòu)面，其結(jié)合程度很差，抗剪強度標準值建議，內(nèi)摩擦角φ取15°，粘聚力c取40kPa；層面為軟弱結(jié)構(gòu)面，其結(jié)合程度很差：內(nèi)摩擦角φ取12°，粘聚力c取20kPa；4、填土與基巖接觸面取經(jīng)驗值：天然C取5kPa，φ取18°；飽和C取3kPa，φ取16。（填料砂巖、泥巖塊碎石夾可塑狀以上粉質(zhì)粘土，且?guī)r土界面要求回填選擇級配良好的砂泥巖塊碎石等粗粒土作填料，壓實度不小于0.94。分層壓實時最大粒徑：上路床及下路床100mm、上路堤及下路堤不大于150mm，用不同填料填筑路基時，應(yīng)分層填筑，每一水平層均應(yīng)采用同類填料。壓實度不小于0.94。）5、根據(jù)規(guī)范及地區(qū)經(jīng)驗，圍巖級別Ⅳ類：彈性抗力系數(shù)k(MPa/m)建議取250，計算內(nèi)摩擦角取50°；圍巖級別Ⅴ類：彈性抗力系數(shù)k(MPa/m)建議取150，計算內(nèi)摩擦角取40°。6、砂巖及泥巖結(jié)構(gòu)面結(jié)合差，巖層層面和裂隙面的力學參數(shù)為靜態(tài)情況下的建議值，在外部環(huán)境影響下（放炮、暴雨等）值有可能急劇下降。本項目地勢平緩，填方邊坡破壞模式為路基內(nèi)的圓弧滑動。4邊坡穩(wěn)定性計算K8+65085-85’左側(cè)填方邊坡穩(wěn)定性計算項目：K8+65085-85'左側(cè)[計算簡圖][控制參數(shù)]:采用規(guī)范: 通用方法計算目標: 安全系數(shù)計算滑裂面形狀:圓弧滑動法不考慮地震[坡面信息]坡面線段數(shù)9坡面線號水平投影(m)豎直投影(m)超載數(shù)17.322-0.5980211.1735.586032.0000.0000414.0008.000052.0000.0000614.0008.000077.5000.0001超載1距離0.010(m)寬7.500(m)荷載(4.00--4.00kPa)270.00(度)825.0000.0001超載1距離0.010(m)寬25.000(m)荷載(20.00--20.00kPa)270.00(度)97.5000.0001超載1距離0.010(m)寬7.500(m)荷載(4.00--4.00kPa)270.00(度)[土層信息]坡面節(jié)點數(shù)10編號X(m)Y(m)00.0000.000-17.322-0.598-218.4954.988-320.4954.988-434.49512.989-536.49512.989-650.49520.989-757.99520.989-882.99520.989-990.49520.989附加節(jié)點數(shù)69編號X(m)Y(m)111.389-0.930223.7181.500348.2571.600451.0622.110570.4952.310690.4173.540790.4953.55480.000-12.387990.495-12.3871090.495-0.5471188.177-0.8451284.677-1.1661380.800-1.5871476.534-2.0401572.270-2.5231666.434-2.9061760.980-3.1791856.306-3.4201951.632-3.6612048.903-3.7912145.005-3.8292239.944-3.5082334.494-3.1692429.045-2.8372525.533-2.6352622.807-2.6352719.322-3.0042815.847-3.6002913.141-4.0023010.817-4.133319.266-4.073327.322-3.885333.657-3.430340.000-3.278350.000-1.578360.428-1.563370.857-1.559381.286-1.564391.716-1.579402.147-1.601412.578-1.631423.010-1.666433.441-1.708443.873-1.753454.305-1.803464.737-1.856475.168-1.910485.600-1.966496.031-2.022506.461-2.078516.892-2.132527.322-2.1845310.429-2.4305412.753-2.3475518.162-1.5085621.254-1.0775724.361-0.9415828.150-1.1225932.153-1.3836039.545-1.8506144.602-2.1996250.918-2.0986356.674-1.7136463.287-1.2716568.345-0.9406676.896-0.2676783.8870.3226888.1750.5936990.4950.853不同土性區(qū)域數(shù)4區(qū)號重度飽和重度粘結(jié)強度孔隙水壓節(jié)點(kN/m3)(kN/m3)(kpa)力系數(shù)編號120.500120.000(-6,-5,-4,-3,-2,-1,1,2,3,4,5,6,7,-9,-8,-7,)225.100120.000(8,9,10,11,12,13,14,15,16,17,18,19,20,21,22,23,24,25,26,27,28,29,30,31,32,33,34,)320.500120.000(1,-1,0,35,36,37,38,39,40,41,42,43,44,45,46,47,48,49,50,51,52,53,54,55,56,57,58,59,60,61,62,63,64,65,66,67,68,69,7,6,5,4,3,2,)424.000120.000(10,69,68,67,66,65,64,63,62,61,60,59,58,57,56,55,54,53,52,51,50,49,48,47,46,45,44,43,42,41,40,39,38,37,36,35,34,33,32,31,30,29,28,27,26,25,24,23,22,21,20,19,18,17,16,15,14,13,12,11,)區(qū)號粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)15.00028.0002210.00030.00035.00028.000410.00025.000區(qū)號十字板τ強度增十字板τ水強度增長系(kPa)長系數(shù)下值(kPa)數(shù)水下值1234不考慮水的作用[計算條件]圓弧穩(wěn)定分析方法:Bishop法土條重切向分力與滑動方向反向時:當下滑力對待穩(wěn)定計算目標:給定圓弧出入、口范圍搜索危險滑面條分法的土條寬度:2.000(m)圓弧入口起點x坐標:50.000(m)圓弧入口終點x坐標:60.000(m)圓弧出口起點x坐標:0.000(m)圓弧出口終點x坐標:5.000(m)搜索時的圓心步長:2.000(m)入口搜索步長:1.000(m)出口搜索步長:1.000(m)搜索圓弧底的上限:1000.000(m)搜索圓弧底的下限:-1000.000(m)圓弧限制最小矢高:1.000(m)計算結(jié)果:[計算結(jié)果圖]最不利滑動面:滑動圓心=(10.857,51.288)(m)滑動半徑=52.307(m)滑動安全系數(shù)=1.398起始x終止xαliCiΦi條實重浮力地震力滲透力附加力X附加力Y下滑力抗滑力mθi超載豎向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)0.9972.578-9.9871.6065.00028.002.420.000.000.000.000.00-0.4210.000.918910.000.002.5784.159-8.2321.5985.00028.006.450.000.000.000.000.00-0.9212.120.935250.000.004.1595.741-6.4851.5925.00028.008.890.000.000.000.000.00-1.0013.290.950650.000.005.7417.322-4.7441.5875.00028.009.740.000.000.000.000.00-0.8113.560.965120.000.007.3228.678-3.1321.3585.00028.0018.840.000.000.000.000.00-1.0317.180.977730.000.008.67810.034-1.6451.3565.00028.0039.250.000.000.000.000.00-1.1327.970.988670.000.0010.03411.389-0.1601.3565.00028.0058.690.000.000.000.000.00-0.1638.020.998940.000.0011.38913.1661.5561.7775.00028.00104.600.000.000.000.000.002.8463.861.009960.000.0013.16614.9423.5041.7805.00028.00134.080.000.000.000.000.008.2078.491.021370.000.0014.94216.7195.4561.7855.00028.00161.350.000.000.000.000.0015.3491.771.031630.000.0016.71918.4957.4151.7915.00028.00186.390.000.000.000.000.0024.05103.761.040710.000.0018.49520.4959.5072.0285.00028.00216.470.000.000.000.000.0035.75119.251.049070.000.0020.49522.10711.5181.6455.00028.00178.700.000.000.000.000.0035.6897.631.055790.000.0022.10723.71813.3271.6565.00028.00197.400.000.000.000.000.0045.50106.551.060720.000.0023.71825.32715.1461.6665.00028.00213.860.000.000.000.000.0055.88114.371.064610.000.0025.32726.93516.9801.6825.00028.00228.890.000.000.000.000.0066.84121.551.067450.000.0026.93528.82518.9961.9995.00028.00285.550.000.000.000.000.0092.95150.831.069310.000.0028.82530.71521.2012.0275.00028.00300.580.000.000.000.000.00108.70158.221.069830.000.0030.71532.60523.4402.0605.00028.00312.350.000.000.000.000.00124.25164.241.068730.000.0032.60534.49525.7172.0985.00028.00320.690.000.000.000.000.00139.15168.831.065940.000.0034.49536.49528.1082.2685.00028.00320.950.000.000.000.000.00151.21170.231.061200.000.0036.49538.49530.6232.3245.00028.00298.210.000.000.000.000.00151.90159.891.054230.000.0038.49540.49533.2052.3915.00028.00293.960.000.000.000.000.00160.98159.151.044950.000.0040.49542.49535.8662.4685.00028.00284.340.000.000.000.000.00166.59156.011.033170.000.0042.49544.49538.6202.5605.00028.00268.800.000.000.000.000.00167.77150.131.018630.000.0044.49546.49541.4842.6705.00028.00246.650.000.000.000.000.00163.39141.001.001010.000.0046.49548.49544.4822.8045.00028.00216.990.000.000.000.000.00152.04127.950.979900.000.0048.49550.49547.6442.9695.00028.00178.610.000.000.000.000.00131.99109.950.954720.000.0050.49551.99550.5632.3625.00028.0089.760.000.000.000.005.9673.9362.870.928890.000.0051.99553.49553.2292.5065.00028.0030.860.000.000.000.006.0029.5330.000.903200.000.00總的下滑力=2099.001(kN)總的抗滑力=2938.656(kN)土體部分下滑力=2099.001(kN)土體部分抗滑力=2938.656(kN)筋帶在滑弧切向產(chǎn)生的抗滑力=0.000(kN)筋帶在滑弧法向產(chǎn)生的抗滑力 =0.000(kN)經(jīng)計算，滑動安全系數(shù)1.398>1.35，邊坡穩(wěn)定。K8+53051-51'右側(cè)填方邊坡穩(wěn)定性計算項目：K8+53051-51'右側(cè)[計算簡圖][控制參數(shù)]:采用規(guī)范: 通用方法計算目標: 安全系數(shù)計算滑裂面形狀:圓弧滑動法不考慮地震[坡面信息]坡面線段數(shù)7坡面線號水平投影(m)豎直投影(m)超載數(shù)18.934-1.6230213.3147.608032.0000.0000414.0008.000055.9360.0001超載1距離0.010(m)寬5.936(m)荷載(4.00--4.00kPa)270.00(度)636.0230.0001超載1距離0.010(m)寬36.020(m)荷載(20.00--20.00kPa)270.00(度)75.925-0.0001超載1距離0.010(m)寬5.936(m)荷載(4.00--4.00kPa)270.00(度)[土層信息]坡面節(jié)點數(shù)8編號X(m)Y(m)00.0000.000-18.934-1.623-222.2485.985-324.2485.985-438.24813.985-544.18413.985-680.20713.985-786.13213.985附加節(jié)點數(shù)43編號X(m)Y(m)111.232-2.040239.180-3.400362.190-4.720485.386-6.210586.132-6.15260.000-16.008786.132-16.008886.132-9.498981.077-9.0331076.025-8.3171170.971-7.7321265.921-7.0521360.859-6.5321455.768-6.3691550.680-6.1601645.592-5.9541740.503-5.7621835.419-5.4831930.336-5.1722025.252-4.8782120.171-4.5572215.082-4.3092310.016-3.857245.012-2.899250.000-2.003260.000-0.904275.008-1.7972810.008-2.7632915.073-3.1333020.164-3.2633125.246-3.4753230.331-3.6673335.416-3.8463440.498-4.0833545.571-4.4803650.645-4.8573755.719-5.2373860.793-5.6103965.862-6.0444070.929-6.5154175.997-6.9454281.065-7.4674386.132-7.795不同土性區(qū)域數(shù)4區(qū)號重度飽和重度粘結(jié)強度孔隙水壓節(jié)點(kN/m3)(kN/m3)(kpa)力系數(shù)編號120.500120.000(-4,-3,-2,-1,1,2,3,4,5,-7,-6,-5,)225.100120.000(6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22,23,24,25,)320.500120.000(5,4,3,2,1,-1,0,26,27,28,29,30,31,32,33,34,35,36,37,38,39,40,41,42,43,)424.000120.000(9,8,43,42,41,40,39,38,37,36,35,34,33,32,31,30,29,28,27,26,25,24,23,22,21,20,19,18,17,16,15,14,13,12,11,10,)區(qū)號粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)15.00028.0002210.00030.00035.00028.000410.00025.000區(qū)號十字板τ強度增十字板τ水強度增長系(kPa)長系數(shù)下值(kPa)數(shù)水下值1234不考慮水的作用[計算條件]圓弧穩(wěn)定分析方法:Bishop法土條重切向分力與滑動方向反向時:當下滑力對待穩(wěn)定計算目標:給定圓弧出入、口范圍搜索危險滑面條分法的土條寬度:2.000(m)圓弧入口起點x坐標:35.000(m)圓弧入口終點x坐標:60.000(m)圓弧出口起點x坐標:0.000(m)圓弧出口終點x坐標:5.000(m)搜索時的圓心步長:2.000(m)入口搜索步長:1.000(m)出口搜索步長:1.000(m)搜索圓弧底的上限:1000.000(m)搜索圓弧底的下限:-1000.000(m)圓弧限制最小矢高:1.000(m)計算結(jié)果:[計算結(jié)果圖]最不利滑動面:滑動圓心=(12.539,28.567)(m)滑動半徑=30.430(m)滑動安全系數(shù)=1.436起始x終止xαliCiΦi條實重浮力地震力滲透力附加力X附加力Y下滑力抗滑力mθi超載豎向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)4.9206.258-13.2081.3755.00028.000.970.000.000.000.000.00-0.228.110.888940.000.006.2587.596-10.6321.3625.00028.002.060.000.000.000.000.00-0.388.510.914510.000.007.5968.934-8.0771.3525.00028.001.440.000.000.000.000.00-0.207.950.938050.000.008.9349.313-6.4460.3825.00028.001.210.000.000.000.000.00-0.142.670.952110.000.009.31311.161-4.3411.8535.00028.0033.470.000.000.000.000.00-2.5327.900.969100.000.0011.16113.009-0.8561.8485.00028.0076.650.000.000.000.000.00-1.1550.280.994350.000.0013.00914.8572.6261.8505.00028.00115.570.000.000.000.000.005.2969.581.015910.000.0014.85716.7056.1171.8595.00028.00150.210.000.000.000.000.0016.0186.201.033770.000.0016.70518.5529.6321.8755.00028.00180.520.000.000.000.000.0030.20100.421.047860.000.0018.55220.40013.1841.8985.00028.00206.380.000.000.000.000.0047.07112.441.058100.000.0020.40022.24816.7881.9305.00028.00227.620.000.000.000.000.0065.75122.391.064340.000.0022.24824.24820.6182.1375.00028.00241.160.000.000.000.000.0084.92129.631.066350.000.0024.24826.24824.7032.2025.00028.00230.300.000.000.000.000.0096.25124.571.063240.000.0026.24828.24828.9282.2865.00028.00235.640.000.000.000.000.00113.98128.321.054350.000.0028.24830.24833.3342.3945.00028.00232.870.000.000.000.000.00127.97128.801.038970.000.0030.24832.24837.9772.5385.00028.00220.750.000.000.000.000.00135.84125.361.016120.000.0032.24834.24842.9402.7335.00028.00197.450.000.000.000.000.00134.51116.820.984330.000.0034.24836.24848.3473.0105.00028.00160.060.000.000.000.000.00119.60101.040.941310.000.0036.24838.24854.4193.4395.00028.00103.520.000.000.000.000.0084.1973.660.883020.000.0038.24839.24859.5121.9715.00028.0017.410.000.000.000.003.9618.4219.800.826460.000.00總的下滑力=1075.364(kN)總的抗滑力=1544.428(kN)土體部分下滑力=1075.364(kN)土體部分抗滑力=1544.428(kN)筋帶在滑弧切向產(chǎn)生的抗滑力=0.000(kN)筋帶在滑弧法向產(chǎn)生的抗滑力 =0.000(kN)經(jīng)計算，滑動安全系數(shù)1.436>1.35，邊坡穩(wěn)定。K7+54020-20'右側(cè)路塹開挖邊坡穩(wěn)定性計算項目：K7+54020-20'右側(cè)[計算簡圖][控制參數(shù)]:采用規(guī)范: 通用方法計算目標: 安全系數(shù)計算滑裂面形狀:圓弧滑動法不考慮地震[坡面信息]坡面線段數(shù)11坡面線號水平投影(m)豎直投影(m)超載數(shù)15.0000.0001超載1距離0.010(m)寬5.000(m)荷載(4.00--4.00kPa)270.00(度)21.8102.413032.3483.130043.6852.457052.0000.000061.2700.847072.6191.746081.6451.096092.6360.22001015.3431.4300112.8410.4610[土層信息]坡面節(jié)點數(shù)12編號X(m)Y(m)00.0000.000-15.0000.000-26.8102.413-39.1575.543-412.8438.000-514.8438.000-616.1138.847-718.73210.593-820.37611.689-923.01211.909-1038.35513.339-1141.19613.799附加節(jié)點數(shù)22編號X(m)Y(m)110.5853.16828.748-1.486341.1964.528441.1968.473536.6407.874632.0617.457727.4857.023822.9086.600918.3246.2471013.7415.8961141.19611.1731237.03610.6141332.85310.2291428.6729.8381524.4919.4351620.3049.1161719.36010.6091823.01210.6221929.64811.2842035.14512.133210.000-8.1532241.196-8.153不同土性區(qū)域數(shù)5區(qū)號重度飽和重度粘結(jié)強度孔隙水壓節(jié)點(kN/m3)(kN/m3)(kpa)力系數(shù)編號125.100120.000(-3,-2,1,2,3,4,5,6,7,8,9,10,)224.000120.000(-4,-3,10,9,8,7,6,5,4,11,12,13,14,15,16,-6,-5,)320.500120.000(-8,-7,17,18,19,20,-10,-9,)425.000120.000(-1,0,21,22,3,2,1,-2,)519.900120.000(-6,16,15,14,13,12,11,-11,-10,20,19,18,17,-7,)區(qū)號粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)1210.00031.000210.00025.00033.00025.00041130.00036.000518.8907.750區(qū)號十字板τ強度增十字板τ水強度增長系(kPa)長系數(shù)下值(kPa)數(shù)水下值12345不考慮水的作用[計算條件]圓弧穩(wěn)定分析方法:Bishop法土條重切向分力與滑動方向反向時:當下滑力對待穩(wěn)定計算目標:自動搜索最危險滑裂面條分法的土條寬度:2.000(m)搜索時的圓心步長:2.000(m)搜索時的半徑步長:1.000(m)計算結(jié)果:[計算結(jié)果圖]最不利滑動面:滑動圓心=(9.496,24.519)(m)滑動半徑=18.894(m)滑動安全系數(shù)=1.853起始x終止xαliCiΦi條實重浮力地震力滲透力附加力X附加力Y下滑力抗滑力mθi超載豎向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)9.28211.0622.0551.78210.00025.0023.980.000.000.000.000.000.8628.741.008380.000.0011.06212.8437.4801.79610.00025.0068.320.000.000.000.000.008.8948.481.024260.000.0012.84314.84313.3212.05610.00025.0088.270.000.000.000.000.0020.3459.321.031090.000.0014.84316.11318.4701.34010.00025.0055.300.000.000.000.000.0017.5237.431.028240.000.0016.11317.42222.6531.41910.00025.0066.640.000.000.000.000.0025.6743.311.019800.000.0017.42218.73227.0341.47010.00025.0070.750.000.000.000.000.0032.1645.851.005150.000.0018.73219.36030.3680.72810.00025.0034.450.000.000.000.000.0017.4222.570.990050.000.0019.36020.30433.1831.12810.00025.0050.940.000.000.000.000.0027.8834.060.974700.000.0020.30420.37635.0270.08810.00025.003.830.000.000.000.000.002.202.600.963350.000.0020.37620.45435.3050.09510.00025.004.050.000.000.000.000.002.342.770.961560.000.0020.45422.29339.0422.37018.8907.7570.770.000.000.000.000.0044.5853.920.822960.000.0022.29323.01244.1551.0023.00025.0013.420.000.000.000.000.009.359.430.892810.000.0023.01223.61547.0170.8853.00025.003.660.000.000.000.000.002.684.060.865930.000.00總的下滑力=211.874(kN)總的抗滑力=392.547(kN)土體部分下滑力=211.874(kN)土體部分抗滑力=392.547(kN)筋帶在滑弧切向產(chǎn)生的抗滑力=0.000(kN)筋帶在滑弧法向產(chǎn)生的抗滑力 =0.000(kN)經(jīng)計算，滑動安全系數(shù)1.851>1.35，邊坡穩(wěn)定。K7+54020-20右側(cè)計算項目:K7+54020-20右側(cè)[計算簡圖][計算條件][基本參數(shù)]計算方法：極限平衡法(建坡規(guī)范附錄A.0.2)計算目標：計算安全系數(shù)邊坡高度：12.000(m)結(jié)構(gòu)面傾角：8.0(°)結(jié)構(gòu)面內(nèi)摩擦角：12.0(°)結(jié)構(gòu)面粘聚力：20.0(kPa)水平外荷載Px(kN): 0.0(kN/m)豎向外荷載Py(kN):0.0(kN/m)[坡線參數(shù)]坡線段數(shù)4序號水平投影(m)豎向投影(m)傾角(°)14.1575.54353.123.6852.45733.732.0000.0000.045.5344.00035.9[巖層參數(shù)]層數(shù)4序號控制點Y坐標容重錨桿和巖石粘結(jié)強度(m)(kN/m3)frb(kPa)111.69020.580.0210.59019.9100.038.85024.050.045.54025.160.0[計算結(jié)果]巖體重量：10353.9(kN)水平外荷載：0.0(kN)豎向外荷載：0.0(kN)側(cè)面裂隙水壓力：0.0(kN)底面裂隙水壓力：0.0(kN)結(jié)構(gòu)面上正壓力：10253.1(kN)總下滑力：1441.0(kN)總抗滑力：3903.8(kN)安全系數(shù)：2.709經(jīng)計算，滑動安全系數(shù)2.709>1.35，邊坡穩(wěn)定。33-33巖土分界線巖土分界線滑動穩(wěn)定性滑坡剩余下滑力計算計算項目：33-33巖土界面滑動穩(wěn)定性=====================================================================原始條件:分析方法 =KT法滑動體重度 =19.600(kN/m3)滑動體飽和重度 =19.900(kN/m3)安全系數(shù) =1.250不考慮動水壓力和浮托力不考慮承壓水的浮托力不考慮坡面外的靜水壓力的作用不考慮地震力坡面線段數(shù):3,起始點標高0.000(m)段號投影Dx(m)投影Dy(m)附加力數(shù)14.0082.672022.