高邊坡計算書蘇坑至苦竹坪段

永泰縣城區(qū)三環(huán)路蘇坑至苦竹坪段道路工程高邊坡計算書中交公路規(guī)劃設(shè)計院有限公司2015年10月永泰縣城區(qū)三環(huán)路蘇坑至苦竹坪段道路工程高邊坡計算書計算：復(fù)核：審核：中交公路規(guī)劃設(shè)計院有限公司2015年10月K3+720左側(cè)邊坡計算（天然工況）------------------------------------------------------------------------[計算簡圖][控制參數(shù)]:采用規(guī)范: 通用方法計算目標(biāo): 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)17坡面線號水平投影(m)豎直投影(m)超載數(shù)18.0008.000022.0000.000036.5525.241043.4482.759052.0000.0000612.0008.000072.0000.000086.6624.441095.3383.5590102.0000.00001112.0008.0000122.0000.0000139.8826.58801424.8360.24801511.0830.72301612.1673.4380170.000-11.9870[土層信息]坡面節(jié)點數(shù)18編號X(m)Y(m)00.0000.000-18.0008.000-210.0008.000-316.55213.241-420.00016.000-522.00016.000-634.00024.000-736.00024.000-842.66228.441-948.00032.000-1050.00032.000-1162.00040.000-1264.00040.000-1373.88246.588-1498.71946.836-15109.80247.559-16121.96850.997-17121.96839.010附加節(jié)點數(shù)4編號X(m)Y(m)133.70917.9582-30.0100.0003-30.010-46.0204121.968-46.020不同土性區(qū)域數(shù)3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117.800---20.000---(-8,-14,-13,-12,-11,-10,-9,)218.600---20.000---(-14,-8,-7,-6,-5,-4,-3,1,-17,-16,-15,)322.000---180.000---(1,-3,-2,-1,0,2,3,4,-17,)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)125.20016.600------227.00019.400------335.00031.000------區(qū)號號十字板_強度增十字字板羲_強度增增長系((kPa))長長系數(shù)下值值(kPa))數(shù)數(shù)水下值1----------------2----------------3----------------不考慮慮水的作用用[筋帶信息]采用錨錨索錨索道道數(shù):66筋帶力力調(diào)整系數(shù)數(shù):1..000錨固體體與地層粘粘結(jié)工作條條件系數(shù)::1.0000筋帶號距地面水平間距距總長度度傾角材料抗抗拉錨固段錨固段段法向力力發(fā)高度(m)(mm)(mm) (度)力(kN) 長度(m)直徑(m)揮系數(shù)118.0003..00222.00220.000400..00100.000.1330.000220.0003..00233.00220.000400..00100.000.1330.000322.0003..00244.00220.000400..00100.000.1330.000426.0003..00288.00220.000400..00100.000.1330.000528.0003..00299.00220.000400..00100.000.1330.000630.0003..00300.00220.000400..00100.000.1330.000[計算條件]圓弧穩(wěn)穩(wěn)定分析方方法:Bisshop法法土條重重切向分力力與滑動方方向反向時時:當(dāng)下滑滑力對待穩(wěn)定計計算目標(biāo)::自動搜搜索最危險險滑裂面條分法法的土條寬寬度:55.0000(m)搜索時時的圓心步步長:55.0000(m)搜索時時的半徑步步長:22.0000(m)-----------------------------------------------------------------------------------------計算結(jié)果:-----------------------------------------------------------------------------------------[計算結(jié)果圖]最不利滑滑動面:滑滑動圓心==(344.7977,76..395))(m)滑滑動半徑==56..587((m)滑滑動安全系系數(shù)=11.4233起始x終止x__liiCii謎條實重浮力地震力滲透力力附加力力X附加力力Y下滑滑力抗滑力力mm鑙超載載豎向向地震力力地震力力(m)((m)(度)((m)(kPaa)(度度)((kN)((kN)((kN)(kN))(kN))(kN))((kN)(kkN)(kN))((kN)------------------------------------------------------------------------------------------------------------------------------------------------28.2788311.1399-55.16112..87327.000019.440557.63300.000..000.0000.00000.00-5..181100.1180..9736690.00000.0031.1399344.0000-22.25772..86427.000019.4401669.02200.000..000.0000.00000.00-6..661138.2220..9894480.00000.0034.0000366.000000.20552..00027.000019.4401555.59900.000..000.0000.00000.000..561108.7701..0008880.00000.0036.0000399.331122.90773..33627.000019.4403222.47700.000..000.0000.00000.0016..352201.2231..0112260.00000.0039.3311422.662266.29223..35227.000019.4404443.44400.000..000.0000.00000.0048..602241.0011..0210090.00000.0042.6622455.331199.35992..70527.000019.4404333.59900.000..000.0000.00000.0070..512218.8861..0269920.00000.0045.3311488.0000122.11002..73027.000019.4404994.86600.000..000.0000.00000.00103..822239.2241..0296650.00000.0048.0000500.0000144.53882..06627.000019.4403883.42200.000..000.0000.00000.0096..251183.5501..0300080.00000.0050.0000544.0000177.71114..20027.000019.4407998.11100.000..000.0000.00000.00242..803378.5511..0278860.00000.0054.0000588.0000222.02224..31627.000019.4408884.47700.000..000.0000.00000.00331..644411.3331..0198800.00000.0058.0000622.0000266.47004..47027.000019.4409444.26600.000..000.0000.00000.00420..884438.1141..0054440.00000.0062.0000644.0000299.90112..30727.000019.4404662.74400.000..000.0000.00000.00230..672219.1100..9902220.00000.0064.0000688.9411344.09115..96927.000019.44010086.0050.00000.000..000.0000.0006088.74533..5800.9666820.0000.00068.9411733.8822400.39996..49227.000019.44010035.2270.00000.000..000.0000.0006700.97540..1800.9211880.0000.00073.8822788.2188466.90006..34927.000019.4406886.15500.000..000.0000.00000.00501..004415.2210..8639910.00000.0078.2188822.9533544.21888..10525.220016.6602774.88800.000..000.0000.00000.00223..002266.7730..7546600.00000.00筋帶號錨固抗拔拔材料料抗拉計算采采用有效錨錨固滑面角切向向抗法向抗抗力(kN)力(kN)值長度(m)度(度)力(kN)力(kN)---------------------------------------------------------------------------------------------10.00000.0000抗拉力力0.00000..0000.00000..00020.00000.0000抗拉力力0.00000..0000.00000..00032245.00441133.3333抗拉力力110.000022..1431223.500050..25542245.00441133.3333抗拉力力110.000035..7601008.199677..91952245.00441133.3333抗拉力力110.000040..5251001.355086..63762245.00441133.3333抗拉力力110.000044..864994.500494..057總總的下滑力力=35533.9488(kN))總總的抗滑力力=50611.2766(kN))土土體部分下下滑力=35553.9948(kkN)土土體部分抗抗滑力=46633.7726(kkN)筋筋帶在滑弧弧切向產(chǎn)生生的抗滑力力=4227.5550(kNN)筋筋帶在滑弧弧法向產(chǎn)生生的抗滑力力 =0..000((kN)K3+720左左側(cè)邊坡計計算（暴雨雨工況）-----------------------------------------------------------------------------------------[計算簡圖][控制參數(shù)]:采用規(guī)規(guī)范: 通用方法法計算目目標(biāo): 安全系數(shù)數(shù)計算滑裂面面形狀:圓弧滑動動法不考慮慮地震[坡面信息]坡面線線段數(shù)117坡坡面線號水平投投影(m)豎直投影影(m)超載載數(shù)1188.000088.0000002222.000000.0000003366.552255.2411004433.448822.7599005522.000000.00000066122.000088.0000007722.000000.0000008866.662244.4411009955.338833.55990010022.000000.000000111122.000088.00000012222.000000.00000013399.882266.588800144244.836600.248800155111.083300.723300166122.167733.43880017700.0000-111.987700[土層信息]坡面節(jié)節(jié)點數(shù)118編號X(mm)YY(m)000.00000.0000-118.00008.0000-22110.00008.0000-33116.5552113.2441-44220.0000116.0000-55222.0000116.0000-66334.0000224.0000-77336.0000224.0000-88442.6662228.4441-99448.0000332.0000-100550.0000332.0000-111662.0000440.0000-122664.0000440.0000-133773.8882446.5888-144998.7119446.8336-1551009.8002447.5559-1661221.9668550.9997-1771221.9668339.0110附加節(jié)節(jié)點數(shù)44編號X(mm)YY(m)11333.7009117.955822-330.01100.000033-330.0110-446.0220441221.9668-446.0220不同土土性區(qū)域數(shù)數(shù)3區(qū)號號重度飽和和重度粘結(jié)結(jié)強度孔隙水壓壓節(jié)點((kN/mm3)(kNN/m3))(kpaa)力系系數(shù)編號號118..400---200.0000----(-88,-144,-133,-122,-111,-100,-9,,)219..300---200.0000----(-114,-88,-7,,-6,--5,-44,-3,,1,-117,-116,-115,)322..600---1800.0000----(1,,-3,--2,-11,0,22,3,44,-177,)區(qū)號號粘聚力內(nèi)摩擦擦角水下粘聚聚水下內(nèi)內(nèi)摩((kPa))((度)力(kPa))擦擦角(度)1177.0000115.0000-------2199.0000116.0000-------3255.0000227.0000-------區(qū)號號十字板_強度增十字字板羲_強度增增長系((kPa))長長系數(shù)下值值(kPa))數(shù)數(shù)水下值1----------------2----------------3----------------不考慮慮水的作用用[筋帶信息]采用錨錨索錨索道道數(shù):66筋帶力力調(diào)整系數(shù)數(shù):1..000錨固體體與地層粘粘結(jié)工作條條件系數(shù)::1.0000筋帶號距地面水平間距距總長度度傾角材料抗抗拉錨固段錨固段段法向力力發(fā)高度(m)(mm)(mm) (度)力(kN) 長度(m)直徑(m)揮系數(shù)118.0003..00222.00220.000400..00100.000.1330.000220.0003..00233.00220.000400..00100.000.1330.000322.0003..00244.00220.000400..00100.000.1330.000426.0003..00288.00220.000400..00100.000.1330.000528.0003..00299.00220.000400..00100.000.1330.000630.0003..00300.00220.000400..00100.000.1330.000[計算條件]圓弧穩(wěn)穩(wěn)定分析方方法:Bisshop法法土條重重切向分力力與滑動方方向反向時時:當(dāng)下滑滑力對待穩(wěn)定計計算目標(biāo)::自動搜搜索最危險險滑裂面條分法法的土條寬寬度:55.0000(m)搜索時時的圓心步步長:55.0000(m)搜索時時的半徑步步長:22.0000(m)-----------------------------------------------------------------------------------------計算結(jié)果:-----------------------------------------------------------------------------------------[計算結(jié)果圖]最不利滑滑動面:滑滑動圓心==(399.1977,71..195))(m)滑滑動半徑==49..872((m)滑滑動安全系系數(shù)=11.1200起始x終止x__liiCii謎條實重浮力地震力滲透力力附加力力X附加力力Y下滑滑力抗滑力力mm鑙超載載豎向向地震力力地震力力(m)((m)(度)((m)(kPaa)(度度)((kN)((kN)((kN)(kN))(kN))(kN))((kN)(kkN)(kN))((kN)------------------------------------------------------------------------------------------------------------------------------------------------31.0011344.0000-77.72003..02619.000016.000669.61100.000..000.0000.00000.00-9..3580.4430..9565540.00000.0034.0000366.0000-44.82992..00719.000016.000996.12200.000..000.0000.00000.00-8..0967.2250..9749900.00000.0036.0000399.3311-11.76113..33319.000016.0002440.19900.000..000.0000.00000.00-7..381133.2270..9916660.00000.0039.3311422.662222.06993..33419.000016.0003882.38800.000..000.0000.00000.0013..801171.4461..0085590.00000.0042.6622455.331155.52442..68219.000016.0003998.57700.000..000.0000.00000.0038..371161.7761..0200000.00000.0045.3311488.000088.61552..70019.000016.0004770.99900.000..000.0000.00000.0070..561180.8871..0270070.00000.0048.0000500.0000111.33882..04019.000016.0003771.51100.000..000.0000.00000.0073..041140.2211..0308820.00000.0050.0000544.0000144.88884..14019.000016.0007888.17700.000..000.0000.00000.00202..502292.5581..0322210.00000.0054.0000588.0000199.70884..25019.000016.0008992.81100.000..000.0000.00000.00301..073323.0041..0277760.00000.0058.0000622.0000244.67884..40319.000016.0009667.55500.000..000.0000.00000.00403..983348.0031..0155560.00000.0062.0000644.0000288.51552..27619.000016.0004778.17700.000..000.0000.00000.00228..281174.9951..0009910.00000.0064.0000688.9411333.21885..91019.000016.00011130.0060.00000.000..000.0000.0006199.07427..8300.9766840.0000.00068.9411733.8822400.33996..48719.000016.00010082.4400.00000.000..000.0000.0007000.64435..6400.9277950.0000.00073.8822788.1888477.74666..40819.000016.0007110.01100.000..000.0000.00000.00525..533331.1120..8619910.00000.0078.1888822.6266555.98997..94217.000015.0002666.70000.000..000.0000.00000.00221..071193.8890..7576660.00000.00筋帶號錨固抗拔拔材料料抗拉計算采采用有效錨錨固滑面角切向向抗法向抗抗力(kN)力(kN)值長度(m)度(度)力(kN)力(kN)---------------------------------------------------------------------------------------------10.00000.0000抗拉力力0.00000..0000.00000..00020.00000.0000抗拉力力0.00000..0000.00000..00030.00000.0000抗拉力力0.00000..0000.00000..00042245.00441133.3333抗拉力力110.000031..4691113.722369..60652245.00441133.3333抗拉力力110.000037..3771005.955580..94062245.00441133.3333抗拉力力110.000042..574998.188790..205總總的下滑力力=33733.0833(kN))總總的抗滑力力=37800.2099(kN))土土體部分下下滑力=33373.0083(kkN)土土體部分抗抗滑力=34462.3344(kkN)筋筋帶在滑弧弧切向產(chǎn)生生的抗滑力力=3117.8665(kNN)筋筋帶在滑弧弧法向產(chǎn)生生的抗滑力力 =0..000((kN)K3+840左左側(cè)邊坡計計算（天然然工況）-----------------------------------------------------------------------------------------[計算簡圖][控制參數(shù)]:采用規(guī)規(guī)范: 通用方法法計算目目標(biāo): 安全系數(shù)數(shù)計算滑裂面面形狀:圓弧滑動動法不考慮慮地震[坡面信息]坡面線線段數(shù)110坡坡面線號水平投投影(m)豎直投影影(m)超載載數(shù)1155.101155.1011002222.899922.8999003322.000000.00000044100.000088.0000005522.000000.0000006622.096611.3988007799.904466.6022008822.000000.00000099111.251177.501100100288.625500.000000[土層信息]坡面節(jié)節(jié)點數(shù)111編號X(mm)YY(m)000.00000.0000-115.10015.1001-228.00008.0000-33110.00008.0000-44220.0000116.0000-55222.0000116.0000-66224.0996117.3998-77334.0000224.0000-88336.0000224.0000-99447.2551331.5001-100775.8777331.5001附加節(jié)節(jié)點數(shù)55編號X(mm)YY(m)11775.87778.366822775.8777116.088433-330.0110-446.022044775.8777-446.022055-330.01100.0000不同土土性區(qū)域數(shù)數(shù)3區(qū)號號重度飽和和重度粘結(jié)結(jié)強度孔隙水壓壓節(jié)點((kN/mm3)(kNN/m3))(kpaa)力系系數(shù)編號號118..600---200.0000----(-33,-2,,-1,11,2,--6,-55,-4,,)217..800---200.0000----(-88,-7,,-6,22,-100,-9,,)322..000---1800.0000----(3,,4,1,,-1,00,5,))區(qū)號號粘聚力內(nèi)摩擦擦角水下粘聚聚水下內(nèi)內(nèi)摩((kPa))((度)力(kPa))擦擦角(度)1277.0000119.4000-------2255.2000116.6000-------3355.0000331.0000-------區(qū)號號十字板_強度增十字字板羲_強度增增長系((kPa))長長系數(shù)下值值(kPa))數(shù)數(shù)水下值1----------------2----------------3----------------不考慮慮水的作用用[筋帶信息]采用錨錨索錨索道道數(shù):33筋帶力力調(diào)整系數(shù)數(shù):1..000錨固體體與地層粘粘結(jié)工作條條件系數(shù)::1.0000筋帶號距地面水平間距距總長度度傾角材料抗抗拉錨固段錨固段段法向力力發(fā)高度(m)(mm)(mm) (度)力(kN) 長度(m)直徑(m)揮系數(shù)110.0003..00300.00220.000600..00100.000.1330.000212.0003..00300.00220.000600..00100.000.1330.000314.0003..00300.00220.000600..00100.000.1330.000[計算條件]圓弧穩(wěn)穩(wěn)定分析方方法:Bisshop法法土條重重切向分力力與滑動方方向反向時時:當(dāng)下滑滑力對待穩(wěn)定計計算目標(biāo)::自動搜搜索最危險險滑裂面條分法法的土條寬寬度:55.0000(m)搜索時時的圓心步步長:55.0000(m)搜索時時的半徑步步長:22.0000(m)-----------------------------------------------------------------------------------------計算結(jié)果:-----------------------------------------------------------------------------------------[計算結(jié)果圖]最不利滑滑動面:滑滑動圓心==(7..480,,62.7701)((m)滑滑動半徑==57..426((m)滑滑動安全系系數(shù)=11.3800起始x終止x__liiCii謎條實重浮力地震力滲透力力附加力力X附加力力Y下滑滑力抗滑力力mm鑙超載載豎向向地震力力地震力力(m)((m)(度)((m)(kPaa)(度度)((kN)((kN)((kN)(kN))(kN))(kN))((kN)(kkN)(kN))((kN)------------------------------------------------------------------------------------------------------------------------------------------------5.316688.0000-00.82112..68427.000019.440667.95500.000..000.0000.00000.00-0..9796.7760..9962240.00000.008.0000100.000011.51772..00127.000019.4401000.28800.000..000.0000.00000.002..6588.7751..0064410.00000.0010.0000155.000055.02005..02127.000019.4404113.83300.000..000.0000.00000.0036..212275.6631..0185500.00000.0015.0000200.0000100.05885..08027.000019.4407224.16600.000..000.0000.00000.00126..483378.9951..0292210.00000.0020.0000222.0000133.61992..05827.000019.4403338.56600.000..000.0000.00000.0079..721167.8861..0319980.00000.0022.0000244.0966155.73222..17827.000019.4403661.18800.000..000.0000.00000.0097..931178.1141..0317740.00000.0024.0966299.0488199.44005..25327.000019.4409555.00000.000..000.0000.00000.00317..844457.2231..0279940.00000.0029.0488344.0000244.78225..45627.000019.44010059.7710.00000.000..000.0000.0004444.19499..4411.0144890.0000.00034.0000366.0000288.64112..27927.000019.4404223.79900.000..000.0000.00000.00203..132203.2250..9999980.00000.0036.0000399.0866311.58553..62427.000019.4406224.52200.000..000.0000.00000.00327..103307.7700..9855540.00000.0039.0866422.1733355.27993..78127.000019.4406220.21100.000..000.0000.00000.00358..213313.0090..9637760.00000.0042.1733444.7122388.79113..25825.220016.6604997.29900.000..000.0000.00000.00311..542232.0010..9148800.00000.0044.7122477.2511422.12553..42425.220016.6604775.78800.000..000.0000.00000.00319..132232.1150..8866610.00000.0047.2511511.4711466.91666..18125.220016.6605998.53300.000..000.0000.00000.00437..143338.6660..8408870.00000.0051.4711555.6911533.54557..10625.220016.6602114.53300.000..000.0000.00000.00172..562221.7750..7679980.00000.00筋帶號錨固抗拔拔材料料抗拉計算采采用有效錨錨固滑面角切向向抗法向抗抗力(kN)力(kN)值長度(m)度(度)力(kN)力(kN)---------------------------------------------------------------------------------------------12245.00442200.0000抗拉力力110.000033..6451666.4997110..81022245.00442200.0000抗拉力力110.000038..2921556.9773123..93332210.00962200.0000抗拉力力110.000042..5021447.4550135..124總總的下滑力力=32322.8555(kN))總總的抗滑力力=44622.2833(kN))土土體部分下下滑力=32232.8855(kkN)土土體部分抗抗滑力=39991.3362(kkN)筋筋帶在滑弧弧切向產(chǎn)生生的抗滑力力=4770.9220(kNN)筋筋帶在滑弧弧法向產(chǎn)生生的抗滑力力 =0..000((kN)K3+840左左側(cè)邊坡計計算（暴雨雨工況）-----------------------------------------------------------------------------------------[計算簡圖][控制參數(shù)]:采用規(guī)規(guī)范: 通用方法法計算目目標(biāo): 安全系數(shù)數(shù)計算滑裂面面形狀:圓弧滑動動法不考慮慮地震[坡面信息]坡面線線段數(shù)110坡坡面線號水平投投影(m)豎直投影影(m)超載載數(shù)1155.101155.1011002222.899922.8999003322.000000.00000044100.000088.0000005522.000000.0000006622.096611.3988007799.904466.6022008822.000000.00000099111.251177.501100100288.625500.000000[土層信息]坡面節(jié)節(jié)點數(shù)111編號X(mm)YY(m)000.00000.0000-115.10015.1001-228.00008.0000-33110.00008.0000-44220.0000116.0000-55222.0000116.0000-66224.0996117.3998-77334.0000224.0000-88336.0000224.0000-99447.2551331.5001-100775.8777331.5001附加節(jié)節(jié)點數(shù)55編號X(mm)YY(m)11775.87778.366822775.8777116.088433-330.0110-446.022044775.8777-446.022055-330.01100.0000不同土土性區(qū)域數(shù)數(shù)3區(qū)號號重度飽和和重度粘結(jié)結(jié)強度孔隙水壓壓節(jié)點((kN/mm3)(kNN/m3))(kpaa)力系系數(shù)編號號119..300---200.0000----(-33,-2,,-1,11,2,--6,-55,-4,,)218..400---200.0000----(-88,-7,,-6,22,-100,-9,,)322..600---1800.0000----(3,,4,1,,-1,00,5,))區(qū)號號粘聚力內(nèi)摩擦擦角水下粘聚聚水下內(nèi)內(nèi)摩((kPa))((度)力(kPa))擦擦角(度)1199.0000116.0000-------2177.0000115.0000-------3255.0000227.0000-------區(qū)號號十字板_強度增十字字板羲_強度增增長系((kPa))長長系數(shù)下值值(kPa))數(shù)數(shù)水下值1----------------2----------------3----------------不考慮慮水的作用用[筋帶信息]采用錨錨索錨索道道數(shù):33筋帶力力調(diào)整系數(shù)數(shù):1..000錨固體體與地層粘粘結(jié)工作條條件系數(shù)::1.0000筋帶號距地面水平間距距總長度度傾角材料抗抗拉錨固段錨固段段法向力力發(fā)高度(m)(mm)(mm) (度)力(kN) 長度(m)直徑(m)揮系數(shù)110.0003..00300.00220.000600..00100.000.1330.000212.0003..00300.00220.000600..00100.000.1330.000314.0003..00300.00220.000600..00100.000.1330.000[計算條件]圓弧穩(wěn)穩(wěn)定分析方方法:Bisshop法法土條重重切向分力力與滑動方方向反向時時:當(dāng)下滑滑力對待穩(wěn)定計計算目標(biāo)::自動搜搜索最危險險滑裂面條分法法的土條寬寬度:55.0000(m)搜索時時的圓心步步長:55.0000(m)搜索時時的半徑步步長:22.0000(m)-----------------------------------------------------------------------------------------計算結(jié)果:-----------------------------------------------------------------------------------------[計算結(jié)果圖]最不利滑滑動面:滑滑動圓心==(222.8011,48..701))(m)滑滑動半徑==35..094((m)滑滑動安全系系數(shù)=11.1199起始x終止x__liiCii謎條實重浮力地震力滲透力力附加力力X附加力力Y下滑滑力抗滑力力mm鑙超載載豎向向地震力力地震力力(m)((m)(度)((m)(kPaa)(度度)((kN)((kN)((kN)(kN))(kN))(kN))((kN)(kkN)(kN))((kN)------------------------------------------------------------------------------------------------------------------------------------------------17.5100200.0000-66.62442..50719.000016.000554.81100.000..000.0000.00000.00-6..3265.4400..9637760.00000.0020.0000222.0000-22.94222..00319.000016.000990.04400.000..000.0000.00000.00-4..6264.7760..9855530.00000.0022.0000244.096600.40442..09719.000016.0001224.44400.000..000.0000.00000.000..8875.3381..0017780.00000.0024.0966299.048866.18554..98519.000016.0004884.46600.000..000.0000.00000.0052..202228.0031..0217790.00000.0029.0488344.0000144.43225..11819.000016.0006998.14400.000..000.0000.00000.00174..002285.0061..0323310.00000.0034.0000366.0000200.35112..13319.000016.0003003.64400.000..000.0000.00000.00105..601121.8821..0267700.00000.0036.0000377.9522233.83552..13419.000016.0002889.43300.000..000.0000.00000.00116..961117.9931..0182270.00000.0037.9522422.6022299.96335..37217.000015.0007224.19900.000..000.0000.00000.00361..692276.9980..9859940.00000.0042.6022477.2511399.25666..01217.000015.0007112.18800.000..000.0000.00000.00450..662291.4480..9258850.00000.0047.2511500.3211477.90444..58317.000015.0003554.47700.000..000.0000.00000.00263..031173.5540..8480050.00000.0050.3211533.3911566.14885..51717.000015.0001229.25500.000..000.0000.00000.00107..341114.8850..7559910.00000.00筋帶號錨固抗拔拔材料料抗拉計算采采用有效錨錨固滑面角切向向抗法向抗抗力(kN)力(kN)值長度(m)度(度)力(kN)力(kN)---------------------------------------------------------------------------------------------10.00000.0000抗拉力力0.00000..0000.00000..00020.00000.0000抗拉力力0.00000..0000.00000..00030.00000.0000抗拉力力0.00000..0000.00000..000總總的下滑力力=16211.4211(kN))總總的抗滑力力=18155.2299(kN))土土體部分下下滑力=16621.4421(kkN)土土體部分抗抗滑力=18815.2229(kkN)筋筋帶在滑弧弧切向產(chǎn)生生的抗滑力力=0..000((kN)筋筋帶在滑弧弧法向產(chǎn)生生的抗滑力力 =0..000((kN)K4+180右右側(cè)邊坡計計算（天然然工況）-----------------------------------------------------------------------------------------[計算簡圖][控制參數(shù)]:采用規(guī)規(guī)范: 通用方法法計算目目標(biāo): 安全系數(shù)數(shù)計算滑裂面面形狀:圓弧滑動動法不考慮慮地震[坡面信息]坡面線線段數(shù)111坡坡面線號水平投投影(m)豎直投影影(m)超載載數(shù)1188.000088.0000002244.000000.0000003333.521122.8177004466.134444.9077005500.345500.2766006644.000000.0000007744.830033.2200008877.170044.7800009944.000000.00000010077.358844.905500111155.0033-33.098800[土層信息]坡面節(jié)節(jié)點數(shù)112編號X(mm)YY(m)000.00000.0000-118.00008.0000-22112.00008.0000-33115.5221110.8117-44221.6555115.7224-55222.0000116.0000-66226.0000116.0000-77330.8330119.2220-88338.0000224.0000-99442.0000224.0000-100449.3558228.9005-111664.3661225.8008附加節(jié)節(jié)點數(shù)114編號X(mm)YY(m)11224.0220112.633922227.36659.066033332.92275.511844338.81113.277855664.3661--4.311466664.36614.744377332.7777118.344788118.31197.955199223.29982.0111100227.1228--2.2229111556.0119-228.0770122664.3661-228.0770133-333.00010.0000144-333.0001-228.0770不同土土性區(qū)域數(shù)數(shù)4區(qū)號號重度飽和和重度粘結(jié)結(jié)強度孔隙水壓壓節(jié)點((kN/mm3)(kNN/m3))(kpaa)力系系數(shù)編號號118..600---200.0000----(-44,1,22,3,44,5,66,7,--7,-66,-5,,)218..600---200.0000----(1,,-4,--3,8,,9,100,11,,12,55,4,33,2,))322..000---1800.0000----(8,,-3,--2,-11,0,113,144,11,,10,99,)417..800---200.0000----(-77,7,66,-111,-100,-9,,-8,))區(qū)號號粘聚力內(nèi)摩擦擦角水下粘聚聚水下內(nèi)內(nèi)摩((kPa))((度)力(kPa))擦擦角(度)1277.0000119.4000-------2277.0000119.4000-------3355.0000331.0000-------4255.2000116.6000-------區(qū)號號十字板_強度增十字字板羲_強度增增長系((kPa))長長系數(shù)下值值(kPa))數(shù)數(shù)水下值1----------------2----------------3----------------4----------------不考慮慮水的作用用[計算條件]圓弧穩(wěn)穩(wěn)定分析方方法:Bisshop法法土條重重切向分力力與滑動方方向反向時時:當(dāng)下滑滑力對待穩(wěn)定計計算目標(biāo)::自動搜搜索最危險險滑裂面條分法法的土條寬寬度:55.0000(m)搜索時時的圓心步步長:55.0000(m)搜索時時的半徑步步長:22.0000(m)-----------------------------------------------------------------------------------------計算結(jié)果:-----------------------------------------------------------------------------------------[計算結(jié)果圖]最不利滑滑動面:滑滑動圓心==(144.7433,58..029))(m)滑滑動半徑==50..093((m)滑滑動安全系系數(shù)=11.5188起始x終止x__liiCii謎條實重浮力地震力滲透力力附加力力X附加力力Y下滑滑力抗滑力力mm鑙超載載豎向向地震力力地震力力(m)((m)(度)((m)(kPaa)(度度)((kN)((kN)((kN)(kN))(kN))(kN))((kN)(kkN)(kN))((kN)------------------------------------------------------------------------------------------------------------------------------------------------12.0144155.5211-11.11773..50935.000031.0001110.90000.000..000.0000.00000.00-2..161190.9900..9920090.00000.0015.5211188.215522.43222..69735.000031.0002008.34400.000..000.0000.00000.008..842216.0041..0159900.00000.0018.2155211.655555.95333..46027.000019.4403991.14400.000..000.0000.00000.0040..562226.4411..0186670.00000.0021.6555222.000088.13000..34827.000019.440447.60000.000..000.0000.00000.006..7325.4491..0227760.00000.0022.0000244.020099.50112..04927.000019.4402776.82200.000..000.0000.00000.0045..691148.3391..0245580.00000.0024.0200266.0000111.83