高邊坡計算書裝訂兩份

永泰縣城區(qū)三環(huán)路中海創(chuàng)園區(qū)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1月永泰縣城區(qū)三環(huán)路中海創(chuàng)園區(qū)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1月目錄TOC\o"1-2"\h\uHYPERLINK\l_Toc82401、工程概況1HYPERLINK\l_Toc180842、設(shè)計依據(jù)1HYPERLINK\l_Toc255643.計算方法及控制標準1HYPERLINK\l_Toc28574.高邊坡計算書2HYPERLINK\l_Toc180104.1、K0+560左側(cè)高填方邊坡典型斷面計算2HYPERLINK\l_Toc142554.2、K3+120右側(cè)高挖方邊坡典型斷面計算（正常工況）6HYPERLINK\l_Toc62454.3、K3+120右側(cè)高挖方邊坡典型斷面計算（暴雨工況）101、工程概況永泰縣城區(qū)三環(huán)路連接城峰、清涼、葛嶺三個鄉(xiāng)鎮(zhèn)，路線為閉合環(huán)形，全長約32.6Km，本項目為三環(huán)路穿中海創(chuàng)園區(qū)段，項目位于葛嶺鎮(zhèn)范圍內(nèi)，路線為南北走向，起點位于蒲邊村出米石，路線穿過東星村、臺口村，終點與省道S203平交。本項目為城市主干路，全長3.376Km，路基寬度24米，設(shè)計時速60Km/h。本次設(shè)計K0+550~K0+570左側(cè)為填方高邊坡，代表斷面K0+560，最大填土高度8.36m。K3+095~K3+185右側(cè)為挖方巖質(zhì)高邊坡，代表斷面K3+120，邊坡最大挖方高度31.6m。高邊坡采用理正巖土計算軟件5.5等進行設(shè)計及穩(wěn)定性驗算。2、設(shè)計依據(jù)（1） 永泰縣城區(qū)三環(huán)路中海創(chuàng)園區(qū)段道路工程勘察報告（2）《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）；（3）《公路工程抗震規(guī)范》(JTGB02-2013)；（4）《地質(zhì)災(zāi)害防治工程設(shè)計規(guī)范》（DB50/5029--2004）；（5）《公路路基設(shè)計規(guī)范》（JTGD30-2004）；3.計算方法及控制標準（1）高邊坡采用里正巖土5.5計算（2）填方路基邊坡穩(wěn)定系數(shù)＞1.2（3）挖方邊坡穩(wěn)定系數(shù)正常工況＞1.2，暴雨工況＞1.1，本項目抗震設(shè)防烈度為6度，設(shè)計基本地震加速度值為0.05g，邊坡不進行抗震穩(wěn)定性驗算。4.高邊坡計算書4.1、K0+560左側(cè)高填方邊坡典型斷面計算[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)1坡面線號水平投影(m)豎直投影(m)超載數(shù)112.5608.3730[土層信息]坡面節(jié)點數(shù)2編號X(m)Y(m)00.0000.000-112.5608.373附加節(jié)點數(shù)28編號X(m)Y(m)13.4370.157215.9560.502316.7932.417419.6712.238521.7973.037624.5603.134727.4483.425831.4943.289938.9634.3121041.6004.4301142.4004.4661236.5608.3601332.5608.3001432.5608.1001524.5608.2601616.5608.1131716.5608.31318-7.0431.22219-8.1341.22220-8.134-1.2052113.9111--0.3552222--5.5005--0.2551233--8.1334--6.85532444.5111--5.2003255117.1557--3.5553266447.58804.6999277--8.1334-111.8113288447.5880-111.8113不同土土性區(qū)域數(shù)數(shù)5區(qū)號重度度飽和重重度粘結(jié)強度度孔隙水壓壓節(jié)點(kkN/m33)(kNN/m3))(kpa))力系數(shù)數(shù)編號118..00019..000300.0000(-11,0,11,2,33,4,55,6,77,8,99,10,,11,112,133,14,,15,116,177,)218..70019..000300.0000(188,19,,20,221,2,,1,0,,22,))322..00023..0001355.0000(3,,2,211,20,,23,224,255,10,,9,8,,7,6,,5,4,,)424..00025..0001800.0000(266,11,,10,225,277,28,,)524..70025..0005000.0000(244,23,,27,225,)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)1200.0000330.000018..00032.00002255.0000115.10000..00030.00003255.0000330.000022..00025.00004300.0000335.000010..00025.00005500.0000440.000010..00025.0000區(qū)號號十字板強強度增十字字板羲強度增長長系((kPa))長長系數(shù)下值值(kPa))數(shù)數(shù)水下值12345[水面信息]采用有有效應(yīng)力法法孔隙水水壓力采用用近似方法法計算考慮滲滲透力作用用不考慮慮邊坡外側(cè)側(cè)靜水壓力力水面線線段數(shù)22水面線起起始點坐標標:(00.0000,-0..700))水面面線號水平投投影(m)豎直直投影(m)110.0000-0.7700220.0000-1.6600[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:當下滑滑力對待穩(wěn)定計計算目標::自動搜搜索最危險險滑裂面條分法法的土條寬寬度:22.0000(m)搜索時時的圓心步步長:22.0000(m)搜索時時的半徑步步長:11.0000(m)計算結(jié)果:[計算結(jié)果圖]最不利滑滑動面:滑滑動圓心==(3..072,,12.2277)((m)滑滑動半徑==12..656((m)滑滑動安全系系數(shù)=22.1122起始終止αliCiΦi條實重重浮力地震力滲透力附加力附加力下滑力抗滑力mθi超載豎向xxXY地震力地震力(m)(mm)(度度)(mm)(kkPa)((度)(kkN)((kN)(kkN)(kNN)((kN)(kNN)(kN))((kN)(kNN)(kN))-0.000011.7188-100.09441..74725.000015.110222.68800.000..000.0000.00000.00-3..9851.0020..9619970.00000.001.718833.4377-22.24441..72125.000015.110664.21100.000..000.0000.00000.00-2..5160.6640..9942200.00000.003.437744.790044.72881..35925.000015.110775.01100.000..000.0000.00000.006..1853.6691..0072200.00000.004.790066.1444100.92661..37925.000015.110992.30000.000..000.0000.00000.0017..5058.3381..0062260.00000.006.144477.0288166.13330..92125.000015.110667.94400.000..000.0000.00000.0018..8840.5590..9963370.00000.007.028888.8722222.74882..00120.000030.0001554.59900.000..000.0000.00000.0059..781122.6611..0286670.00000.008.8722100.7166322.21882..18220.000030.0001663.28800.000..000.0000.00000.0087..051132.0090..9928810.00000.0010.7166122.5600422.86002..52020.000030.0001556.40000.000..000.0000.00000.00106..381138.1190..9202290.00000.0012.5600133.8299533.38662..13020.000030.000882.64400.000..000.0000.00000.0066..3389.4420..8174410.00000.0013.8299155.0988655.03003..01320.000030.000332.00000.000..000.0000.00000.0029..0165.2290..6717720.00000.0015.0988155.1111711.94220..04020.000030.0000.00000.000..000.0000.00000.000..000.4440..5717730.00000.00總總的下滑力力=384..615((kN)總總的抗滑力力=812..360((kN)土土體部分下下滑力=3884.6115(kNN)土土體部分抗抗滑力=8112.3660(kNN)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)4.2、K3++120右側(cè)高挖挖方邊坡典典型斷面計計算（正常常工況）[計計算簡圖]][控制參數(shù)]:采用規(guī)規(guī)范: 通用方法法計算目目標: 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)99坡坡面線號水平投投影(m)豎直投影影(m)超載載數(shù)1122.573355.1455002211.427722.8555003322.000000.0000004466.000088.0000005522.000000.0000006688.000088.0000007722.000000.0000008855.501155.5011009922.045522.045500[土層信息]坡面節(jié)節(jié)點數(shù)110編號X(mm)YY(m)000.00000.0000-112.57735.1445-224.00008.0000-336.00008.0000-44112.0000116.0000-55114.0000116.0000-66222.0000224.0000-77224.0000224.0000-88229.5001229.5001-99331.5447331.5447附加節(jié)節(jié)點數(shù)113編號X(mm)YY(m)11113.39986.188522223.00046.833433226.54436.977844331.78836.944655440.28826.899466440.2882229.555877337.1558229.555888334.5777229.555899330.2114229.5117100333.7224331.6116111440.2882332.2222122336.7225331.8993133440.28820.0000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124..0001355.0000(-33,-2,,-1,11,2,33,4,55,6,77,8,99,-8,,-7,--6,-55,-4,,)218..700300.0000(100,-9,,-8,99,8,77,6,111,122,)324..7005000.0000(1,,-1,00,13,,5,4,,3,2,,)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)1300.0000335.00002244.5000110.75503500.0000440.0000區(qū)號號十字板強強度增十字字板羲強度增長長系((kPa))長長系數(shù)下值值(kPa))數(shù)數(shù)水下值123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:當下滑滑力對待穩(wěn)定計計算目標::自動搜搜索最危險險滑裂面條分法法的土條寬寬度:22.0000(m)搜索時時的圓心步步長:22.0000(m)搜索時時的半徑步步長:11.0000(m)計算結(jié)果:[計算結(jié)果圖]最不利滑滑動面:滑滑動圓心==(-110.8336,566.4655)(m))滑滑動半徑==53..055((m)滑滑動安全系系數(shù)=11.4433起始終止αliCiΦi條實重重浮力地震力滲透力附加力附加力下滑力抗滑力mθi超載豎向xxXY地震力地震力(m)(mm)(度度)(mm)(kkPa)((度)(kkN)((kN)(kkN)(kNN)((kN)(kNN)(kN))((kN)(kNN)(kN))2.565522.5733144.63550..00850.000040.0000.00000.000..000.0000.00000.000..000.3341..1155540.00000.002.573322.6522144.68330..08250.000040.0000.16600.000..000.0000.00000.000..043.6681..1158810.00000.002.652244.0000155.48331..39930.000035.000442.48800.000..000.0000.00000.0011..3464.1141..0941190.00000.004.000066.0000177.37002..09630.000035.0001003.73300.000..000.0000.00000.0030..971120.5541..1003320.00000.006.000088.0000199.64882..12430.000035.0001335.58800.000..000.0000.00000.0045..591140.0071..1061120.00000.008.0000100.0000211.95992..15730.000035.0002227.09900.000..000.0000.00000.0084..921197.2261..1102230.00000.0010.0000122.0000244.30992..19530.000035.0003114.05500.000..000.0000.00000.00129..282251.5591..1125550.00000.0012.0000144.0000266.70332..23930.000035.0003332.22200.000..000.0000.00000.00149..292262.9921..1129990.00000.0014.0000166.0000299.14992..29030.000035.0003229.31100.000..000.0000.00000.00160..402261.4451..1114430.00000.0016.0000188.0000311.65442..35030.000035.0003668.95500.000..000.0000.00000.00193..622287.3381..1077740.00000.0018.0000200.0000344.22992..41930.000035.0004002.70000.000..000.0000.00000.00226..523310.3391..1017730.00000.0020.0000222.0000366.88662..50130.000035.0004330.03300.000..000.0000.00000.00258..113330.3321..0932210.00000.0022.0000244.0000399.63882..59730.000035.0004002.24400.000..000.0000.00000.00256..613315.7791..0819900.00000.0024.0000255.8344422.38222..48330.000035.0003335.89900.000..000.0000.00000.00226..412271.6691..0681140.00000.0025.8344277.6688455.12662..59930.000035.0003339.24400.000..000.0000.00000.00240..412278.1111..0519930.00000.0027.6688299.5011488.01002..74130.000035.0003334.59900.000..000.0000.00000.00248..682280.2251..0322290.00000.0029.5011300.2144500.08991..11030.000035.0001225.71100.000..000.0000.00000.0096..431107.6621..0165510.00000.0030.2144311.5477511.85442..15930.000035.0002220.11100.000..000.0000.00000.00173..101193.7721..0020060.00000.0031.5477322.6355544.02111..85330.000035.0001551.59900.000..000.0000.00000.00122..671141.1190..9830030.00000.0032.6355333.7244566.07441..95030.000035.0001110.92200.000..000.0000.00000.0092..041114.4480..9636690.00000.0033.7244344.5777577.99661..60930.000035.000556.43300.000..000.0000.00000.0047..8568.9920..9444460.00000.0034.5777344.8900599.19660..61130.000035.000113.62200.000..000.0000.00000.0011..7020.3310..9319930.00000.0034.8900366.0044600.75772..28024.550010.775220.72200.000..000.0000.00000.0018..0851.6680..6041160.00000.00總總的下滑力力=28244.0422(kN))總總的抗滑力力=40733.8533(kN))土土體部分下下滑力=28824.0042(kkN)土土體部分抗抗滑力=40073.8853(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)4.3、K3++120右側(cè)高挖挖方邊坡典典型斷面計計算（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: 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)99坡坡面線號水平投投影(m)豎直投影影(m)超載載數(shù)1122.573355.1455002211.427722.8555003322.000000.0000004466.000088.0000005522.000000.0000006688.000088.0000007722.000000.0000008855.501155.5011009922.045522.045500[土層信息]坡面節(jié)節(jié)點數(shù)110編號X(mm)YY(m)000.00000.0000-112.57735.1445-224.00008.0000-336.00008.0000-44112.0000116.0000-55114.0000116.0000-66222.0000224.0000-77224.0000224.0000-88229.5001229.5001-99331.5447331.5447附加節(jié)節(jié)點數(shù)113編號X(mm)YY(m)11113.39986.188522223.00046.833433226.54436.977844331.78836.944655440.28826.899466440.2882229.555877337.1558229.555888334.5777229.555899330.2114229.5117100333.7224331.6116111440.2882332.2222122336.7225331.8993133440.28820.0000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124..0001355.0000(-33,-2,,-1,11,2,33,4,55,6,77,8,99,-8,,-7,--6,-55,-4,,)218..700300.0000(100,-9,,-8,99,8,77,6,111,122,)324..7005000.0000(1,,-1,00,13,,5,4,,3,2,,)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)1244.0000228.00002199.60008.60003500.0000440.0000區(qū)號號十字板強強度增十字字板羲強度增長長系((kPa))長長系數(shù)下值值(kPa))數(shù)數(shù)水下值123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:當下滑滑力對待穩(wěn)定計計算目標::自動搜搜索最危險險滑裂面條分法法的土條寬寬度:22.0000(m)搜索時時的圓心步步長:22.0000(m)搜索時時的半徑步步長:11.0000(m)計算結(jié)果:[計算結(jié)果圖]最不利滑滑動面:滑滑動圓心==(-99.2366,54..545))(m)滑滑動半徑==50..791((m)滑滑動安全系系數(shù)=11.1133起始終止αliCiΦi條實重重浮力地震力滲透力附加力附加力下滑力抗滑力mθi超載豎向xxXY地震力地震力(m)(mm)(度度)(mm)(kkPa)((度)(kkN)((kN)(kkN)(kNN)((kN)(kNN)(kN))((kN)(kNN)(kN))2.573344.0000144.27441..47324.000028.000442.67700.000..000.0000.00000.0010..5252.3351..0877730.00000.004.000066.0000166.28002..08424.000028.0001005.57700.000..000.0000.00000.0029..6095.1121..0947750.00000.006.000088.0000188.64662..11124.000028.0001339.36600.000..000.0000.00000.0044..561110.8871..1013310.00000.008.0000100.0000211.04662..14324.000028.0002332.69900.000..000.0000.00000.0083..561155.2261..1060040.00000.0010.0000122.0000233.48552..18124.000028.0003221.37700.000..000.0000.00000.00128..071197.3391..1088860.00000.0012.0000144.0000255.97002..22524.000028.0003441.13300.000..000.0000.00000.00149..382206.7711..1096670.00000.0014.0000166.0000288.50882..27624.000028.0003339.68800.000..000.0000.00000.00162..122206.2261..1083340.00000.0016.0000188.0000311.11002..33624.000028.0003880.64400.000..000.0000.00000.00196..672226.6661..1047720.00000.0018.0000200.0000333.78552..40724.000028.0004115.56600.000..000.0000.00000.00231..082244.8821..0986620.00000.0020.0000222.0000366.54772..49024.000028.0004443.87700.000..000.0000.00000.00264..312260.6601..0898810.00000.0022.0000244.0000399.41112..58924.000028.0004116.85500.000..000.0000.00000.00264..652250.1131..0780010.000