、工程概況本次設(shè)計范圍為地塊平場及停車場1：西接現(xiàn)狀鋁城大道，東接西濱路。2、設(shè)計依據(jù)、主要技術(shù)規(guī)范及計算軟件2.1設(shè)計依據(jù)（1）與業(yè)主簽訂的設(shè)計合同；（2）重慶長江勘測設(shè)計院有限公司2025年2月提供的《九龍坡區(qū)雙崗村城中村改造項目及配套設(shè)施工程平場工程地質(zhì)勘察報告》（直接詳勘）（3）中煤科工重慶設(shè)計研究院（集團(tuán)）有限公司2025年5月提供的《樞紐港九龍園成渝干線鐵路西彭樞紐配套設(shè)施項目工程地質(zhì)勘察報告》（直接詳勘）2.2主要技術(shù)規(guī)范（1）《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）（2）《建筑地基基礎(chǔ)設(shè)計規(guī)范》（GB50007-2011）（3）《建筑結(jié)構(gòu)荷載規(guī)范》(GB-50009-2012)（4）《混凝土質(zhì)量控制標(biāo)準(zhǔn)》（GB50164—2011）（5）《混凝土結(jié)構(gòu)設(shè)計標(biāo)準(zhǔn)》（GB50010-2010）（2024年版）（6）《混凝土結(jié)構(gòu)耐久性設(shè)計規(guī)范》(GB/T50476—2008)（7）《建筑抗震設(shè)計規(guī)范》（GB50011-2010）（2016年版）（8）《砌體結(jié)構(gòu)設(shè)計規(guī)范》（GB50003-2011）（9）《建筑樁基技術(shù)規(guī)范》（JGJ94-2008）（10）《擋土墻標(biāo)準(zhǔn)圖集》（17J008）（中華人民共和國住房和城鄉(xiāng)建設(shè)部）（11）《建筑邊坡工程施工質(zhì)量驗(yàn)收規(guī)范》（DBJ/T50-100-2010）（12）《地質(zhì)災(zāi)害防治工程設(shè)計規(guī)范》（DB50/5029-2004）（13）《普通硅酸鹽水泥》（GB175—2007）（14）《混凝土強(qiáng)度檢驗(yàn)評定標(biāo)準(zhǔn)》（GB/T50107-2010）（15）《滑坡防治工程設(shè)計與施工技術(shù)規(guī)范》（DZ/T0219-2006）（16）《建筑基樁檢測技術(shù)規(guī)范》（JGJ106-2014）（17）《重慶市市政工程施工圖設(shè)計文件編制技術(shù)規(guī)定（2017年版）》（18）重慶市《進(jìn)一步加強(qiáng)全市高切坡、深基坑和高填方項目勘察設(shè)計管理的意見》渝建發(fā)【2010】166號（20）《重慶市建筑邊坡支護(hù)設(shè)計文件編制深度規(guī)定和重慶市建筑邊坡工程方案可行性評估和施工圖審查深度規(guī)定》(2005年修訂)2.3計算軟件理正巖土工程計算分析軟件6.5版3、工程地質(zhì)條件（摘自地勘報告）工程地質(zhì)情況和評價詳見工程地質(zhì)勘察報告表3-1巖土物理力學(xué)性質(zhì)參數(shù)建議值巖性指標(biāo)素填土粉質(zhì)粘土砂巖泥巖強(qiáng)風(fēng)化中風(fēng)化強(qiáng)風(fēng)化中風(fēng)化重度(kN/m3)天然20.0*19.7/24.6*/25.0*飽和20.5*20.0/24.8*/25.2*巖石抗壓強(qiáng)度標(biāo)準(zhǔn)值(MPa)天然///24.16/5.00飽和///17.64/3.13地基承載力特征值(KPa)現(xiàn)場荷載試驗(yàn)確定140*350*9240450*1348巖（土）體抗剪內(nèi)聚力(KPa)天然5*20.06/996/175飽和3*12.29巖（土）體抗剪內(nèi)摩擦角(°)天然28*12.97/32.4/29.4飽和25*9.28土體水平抗力系數(shù)的比例系數(shù)(MN/m4)8*10*100*/80*/巖體水平抗力系數(shù)(MN/m3)///250*/50*巖體與錨固體極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值(KPa)///800*/270*（1）當(dāng)水平荷載為長期或經(jīng)常出現(xiàn)的荷載時，應(yīng)將表中土體水平抗力系數(shù)的比例系數(shù)乘以0.4后采用。（2）中等風(fēng)化巖體粘聚力c取值：按0.30倍巖石粘聚力標(biāo)準(zhǔn)值，考慮時間效應(yīng)系數(shù)取0.95。（3）中等風(fēng)化巖體內(nèi)摩擦角φ取值：按0.90倍巖石內(nèi)摩擦角標(biāo)準(zhǔn)值，考慮時間效應(yīng)系數(shù)取0.95。（4）根據(jù)《工程勘察標(biāo)準(zhǔn)》（DBJ50/T-043-2024）第11.4.2節(jié)，當(dāng)巖體較完整時，巖質(zhì)地基極限承載力標(biāo)準(zhǔn)值由巖石天然單軸抗壓強(qiáng)度標(biāo)準(zhǔn)值乘以地基條件系數(shù)確定，當(dāng)巖體受水浸泡時采用巖石飽和單軸抗壓強(qiáng)度標(biāo)準(zhǔn)值。場地基巖均為軟質(zhì)巖，地基條件系數(shù)取1.30。根據(jù)《建筑地基基礎(chǔ)設(shè)計規(guī)范》DBJ50-047-2016第4.2.6節(jié)，地基承載力特征值由地基極限承載力特征值乘以地基極限承載力分項系數(shù)確定，對巖質(zhì)地基分項系數(shù)取0.33。4、肋柱式錨桿擋墻計算肋柱計算:根據(jù)上面計算結(jié)果得知巖石的主動土壓力Ea=14.6KN,按照三角形分布，肋柱底部土壓力q=2Ea/H=2*14.5/9.6*2=6.1kN/m.1計算簡圖：2計算條件：荷載條件:均布恒載標(biāo)準(zhǔn)值:6.10kN/m 活載準(zhǔn)永久值系數(shù):0.50均布活載標(biāo)準(zhǔn)值:0.00kN/m 支座彎矩調(diào)幅幅度:0.0%梁容重:25.00kN/m3 計算時考慮梁自重:不考慮恒載分項系數(shù):1.00 活載分項系數(shù):1.00活載調(diào)整系數(shù):1.00 配筋條件:抗震等級:不設(shè)防 縱筋級別:HRB400混凝土等級:C30 箍筋級別:HRB400配筋調(diào)整系數(shù):1.0 上部縱筋保護(hù)層厚:30mm面積歸并率:30.0% 下部縱筋保護(hù)層厚:30mm最大裂縫限值:0.200mm 撓度控制系數(shù)C:200截面配筋方式:單筋 3計算結(jié)果：單位說明:彎矩:kN.m 剪力:kN縱筋面積:mm2 箍筋面積:mm2/m裂縫:mm 撓度:mm梁號1:跨長=2000B×H=300×500左中右彎矩(-):0.0000.000-0.845彎矩(+):0.0002.6420.000剪力:5.678-0.422-6.522上部as:404040下部as:404040上部縱筋:300300300下部縱筋:300300300箍筋A(yù)sv:286286286左端截面:按構(gòu)造配筋A(yù)s=300mm2，配筋率ρ=0.20%左端箍筋:Asv/s=-799.88mm2/mρsv=-0.27%<ρsvmin=0.10%按構(gòu)造配筋A(yù)sv/s=286mm2/m跨中截面:按構(gòu)造配筋A(yù)s=300mm2，配筋率ρ=0.20%跨中箍筋:Asv/s=-831.62mm2/mρsv=-0.28%<ρsvmin=0.10%按構(gòu)造配筋A(yù)sv/s=286mm2/m右端截面:按構(gòu)造配筋A(yù)s=300mm2，配筋率ρ=0.20%右端箍筋:Asv/s=-794.78mm2/mρsv=-0.26%<ρsvmin=0.10%按構(gòu)造配筋A(yù)sv/s=286mm2/m上縱實(shí)配:3E25(1472)3E25(1472)4E25(1963)下縱實(shí)配:3E25(1472)3E25(1472)4E25(1963)箍筋實(shí)配:4E10@250(1257)4E10@250(1257)4E10@250(1257)腰筋實(shí)配:2d14(308)2d14(308)2d14(308)上實(shí)配筋率:1.31%1.31%1.31%下實(shí)配筋率:1.31%1.31%1.31%箍筋配筋率:0.42%0.42%0.42%裂縫:0.0000.0010.000撓度:-0.0000.0460.057最大裂縫:0.001mm<0.200mm最大撓度:0.057mm<10.000mm(2000/200)梁號2:跨長=2000B×H=300×500左中右彎矩(-):-0.8450.000-2.141彎矩(+):0.0001.5890.000剪力:5.452-0.648-6.748上部as:404040下部as:404040上部縱筋:300300300下部縱筋:300300300箍筋A(yù)sv:286286286左端截面:按構(gòu)造配筋A(yù)s=300mm2，配筋率ρ=0.20%左端箍筋:Asv/s=-801.25mm2/mρsv=-0.27%<ρsvmin=0.10%按構(gòu)造配筋A(yù)sv/s=286mm2/m跨中截面:按構(gòu)造配筋A(yù)s=300mm2，配筋率ρ=0.20%跨中箍筋:Asv/s=-830.25mm2/mρsv=-0.28%<ρsvmin=0.10%按構(gòu)造配筋A(yù)sv/s=286mm2/m右端截面:按構(gòu)造配筋A(yù)s=300mm2，配筋率ρ=0.20%右端箍筋:Asv/s=-793.42mm2/mρsv=-0.26%<ρsvmin=0.10%按構(gòu)造配筋A(yù)sv/s=286mm2/m上縱實(shí)配:3E25(1472)3E25(1472)4E25(1963)下縱實(shí)配:3E25(1472)3E25(1472)4E25(1963)箍筋實(shí)配:4E10@250(1257)4E10@250(1257)4E10@250(1257)腰筋實(shí)配:2d14(308)2d14(308)2d14(308)上實(shí)配筋率:1.31%1.31%1.31%下實(shí)配筋率:1.31%1.31%1.31%箍筋配筋率:0.42%0.42%0.42%裂縫:0.0000.0010.001撓度:0.0570.0650.059最大裂縫:0.001mm<0.200mm最大撓度:0.065mm<10.000mm(2000/200)梁號3:跨長=2000B×H=300×500左中右彎矩(-):-2.1410.000-0.845彎矩(+):0.0001.5890.000剪力:6.7480.648-5.452上部as:404040下部as:404040上部縱筋:300300300下部縱筋:300300300箍筋A(yù)sv:286286286左端截面:按構(gòu)造配筋A(yù)s=300mm2，配筋率ρ=0.20%左端箍筋:Asv/s=-793.42mm2/mρsv=-0.26%<ρsvmin=0.10%按構(gòu)造配筋A(yù)sv/s=286mm2/m跨中截面:按構(gòu)造配筋A(yù)s=300mm2，配筋率ρ=0.20%跨中箍筋:Asv/s=-830.25mm2/mρsv=-0.28%<ρsvmin=0.10%按構(gòu)造配筋A(yù)sv/s=286mm2/m右端截面:按構(gòu)造配筋A(yù)s=300mm2，配筋率ρ=0.20%右端箍筋:Asv/s=-801.25mm2/mρsv=-0.27%<ρsvmin=0.10%按構(gòu)造配筋A(yù)sv/s=286mm2/m上縱實(shí)配:3E25(1472)3E25(1472)4E25(1963)下縱實(shí)配:3E25(1472)3E25(1472)4E25(1963)箍筋實(shí)配:4E10@250(1257)4E10@250(1257)4E10@250(1257)腰筋實(shí)配:2d14(308)2d14(308)2d14(308)上實(shí)配筋率:1.31%1.31%1.31%下實(shí)配筋率:1.31%1.31%1.31%箍筋配筋率:0.42%0.42%0.42%裂縫:0.0010.0010.000撓度:0.0590.0650.057最大裂縫:0.001mm<0.200mm最大撓度:0.065mm<10.000mm(2000/200)梁號4:跨長=2000B×H=300×500左中右彎矩(-):-0.8450.0000.000彎矩(+):0.0002.6420.000剪力:6.5220.422-5.678上部as:404040下部as:404040上部縱筋:300300300下部縱筋:300300300箍筋A(yù)sv:286286286左端截面:按構(gòu)造配筋A(yù)s=300mm2，配筋率ρ=0.20%左端箍筋:Asv/s=-794.78mm2/mρsv=-0.26%<ρsvmin=0.10%按構(gòu)造配筋A(yù)sv/s=286mm2/m跨中截面:按構(gòu)造配筋A(yù)s=300mm2，配筋率ρ=0.20%跨中箍筋:Asv/s=-831.62mm2/mρsv=-0.28%<ρsvmin=0.10%按構(gòu)造配筋A(yù)sv/s=286mm2/m右端截面:按構(gòu)造配筋A(yù)s=300mm2，配筋率ρ=0.20%右端箍筋:Asv/s=-799.88mm2/mρsv=-0.27%<ρsvmin=0.10%按構(gòu)造配筋A(yù)sv/s=286mm2/m上縱實(shí)配:3E25(1472)3E25(1472)4E25(1963)下縱實(shí)配:3E25(1472)3E25(1472)4E25(1963)箍筋實(shí)配:4E10@250(1257)4E10@250(1257)4E10@250(1257)腰筋實(shí)配:2d14(308)2d14(308)2d14(308)上實(shí)配筋率:1.31%1.31%1.31%下實(shí)配筋率:1.31%1.31%1.31%箍筋配筋率:0.42%0.42%0.42%裂縫:0.0000.0010.000撓度:0.0570.046-0.000最大裂縫:0.001mm<0.200mm最大撓度:0.057mm<10.000mm(2000/200)4所有簡圖：經(jīng)計算肋柱尺寸及配筋滿足設(shè)計要求。5、邊坡整體穩(wěn)定性計算巖層挖方邊坡除支擋部分外，挖方邊坡坡率均緩于巖體破裂角，邊坡處于穩(wěn)定狀態(tài)。土質(zhì)邊坡根據(jù)邊坡高度，選取最高的32--32剖面和45--45剖面進(jìn)行計算。5.132-32剖面穩(wěn)定性計算填方邊坡按照邊坡高度最高的32-32斷面記性整體穩(wěn)定性計算。5.1.1素填土參數(shù)按照天然狀態(tài)取值[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)6坡面線號水平投影(m)豎直投影(m)超載數(shù)120.00010.000022.0000.0000320.00010.000042.0000.0000520.00010.0000650.0000.0001超載1距離1.000(m)寬50.000(m)荷載(10.00--10.00kPa)270.00(度)[土層信息]上部土層數(shù)1層號層厚重度飽和重度粘結(jié)強(qiáng)度孔隙水壓(m)(kN/m3)(kN/m3)(kpa)力系數(shù)150.00020.000120.000層號粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)15.00028.000層號十字板τ強(qiáng)度增十字板τ水強(qiáng)度增長系(kPa)長系數(shù)下值(kPa)數(shù)水下值1================================================================下部土層數(shù)1層號層厚重度飽和重度粘結(jié)強(qiáng)度孔隙水壓(m)(kN/m3)(kN/m3)(kpa)力系數(shù)120.00020.000120.000層號粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)15.00028.000層號十字板τ強(qiáng)度增十字板τ水強(qiáng)度增長系(kPa)長系數(shù)下值(kPa)數(shù)水下值1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(dāng)下滑力對待穩(wěn)定計算目標(biāo):自動搜索最危險滑裂面條分法的土條寬度:1.000(m)搜索時的圓心步長:1.000(m)搜索時的半徑步長:0.500(m)計算結(jié)果:[計算結(jié)果圖]最不利滑動面:滑動圓心=(-3.000,65.000)(m)滑動半徑=65.069(m)滑動安全系數(shù)=1.420起始x終止xαliCiΦi條實(shí)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)0.0001.0003.0831.0015.00028.004.460.000.000.000.000.000.247.241.018690.000.001.0002.0003.9661.0025.00028.0013.230.000.000.000.000.000.9111.761.023500.000.002.0003.0004.8491.0045.00028.0021.690.000.000.000.000.001.8316.081.028070.000.003.0004.0005.7331.0055.00028.0029.840.000.000.000.000.002.9820.211.032400.000.004.0005.0006.6191.0075.00028.0037.670.000.000.000.000.004.3424.151.036490.000.005.0006.0007.5061.0095.00028.0045.190.000.000.000.000.005.9027.901.040340.000.006.0007.0008.3951.0115.00028.0052.400.000.000.000.000.007.6531.481.043950.000.007.0008.0009.2871.0135.00028.0059.290.000.000.000.000.009.5734.871.047310.000.008.0009.00010.1801.0165.00028.0065.860.000.000.000.000.0011.6438.101.050430.000.009.00010.00011.0761.0195.00028.0072.110.000.000.000.000.0013.8541.151.053300.000.0010.00011.00011.9751.0225.00028.0078.030.000.000.000.000.0016.1944.031.055920.000.0011.00012.00012.8761.0265.00028.0083.620.000.000.000.000.0018.6346.741.058290.000.0012.00013.00013.7811.0305.00028.0088.880.000.000.000.000.0021.1749.281.060400.000.0013.00014.00014.6901.0345.00028.0093.810.000.000.000.000.0023.7951.661.062260.000.0014.00015.00015.6021.0385.00028.0098.390.000.000.000.000.0026.4653.881.063850.000.0015.00016.00016.5181.0435.00028.00102.640.000.000.000.000.0029.1855.931.065180.000.0016.00017.00017.4391.0485.00028.00106.530.000.000.000.000.0031.9257.811.066250.000.0017.00018.00018.3641.0545.00028.00110.070.000.000.000.000.0034.6859.531.067040.000.0018.00019.00019.2951.0605.00028.00113.250.000.000.000.000.0037.4261.091.067550.000.0019.00020.00020.2301.0665.00028.00116.060.000.000.000.000.0040.1362.481.067780.000.0020.00021.00021.1721.0725.00028.00113.500.000.000.000.000.0040.9961.201.067730.000.0021.00022.00022.1191.0795.00028.00105.570.000.000.000.000.0039.7557.271.067380.000.0022.00023.00023.0731.0875.00028.00102.240.000.000.000.000.0040.0755.651.066740.000.0023.00024.00024.0341.0955.00028.00103.520.000.000.000.000.0042.1656.341.065800.000.0024.00025.00025.0021.1035.00028.00104.400.000.000.000.000.0044.1256.841.064540.000.0025.00026.00025.9771.1125.00028.00104.860.000.000.000.000.0045.9357.161.062970.000.0026.00027.00026.9611.1225.00028.00104.900.000.000.000.000.0047.5657.281.061070.000.0027.00028.00027.9531.1325.00028.00104.510.000.000.000.000.0048.9957.201.058840.000.0028.00029.00028.9551.1435.00028.00103.670.000.000.000.000.0050.1956.921.056270.000.0029.00030.00029.9661.1545.00028.00102.370.000.000.000.000.0051.1356.421.053340.000.0030.00031.00030.9881.1675.00028.00100.600.000.000.000.000.0051.8055.701.050050.000.0031.00032.00032.0211.1795.00028.0098.340.000.000.000.000.0052.1454.751.046380.000.0032.00033.00033.0651.1935.00028.0095.580.000.000.000.000.0052.1553.551.042330.000.0033.00034.00034.1231.2085.00028.0092.290.000.000.000.000.0051.7752.101.037880.000.0034.00035.00035.1931.2245.00028.0088.460.000.000.000.000.0050.9850.371.033000.000.0035.00036.00036.2781.2405.00028.0084.070.000.000.000.000.0049.7448.361.027700.000.0036.00037.00037.3781.2585.00028.0079.090.000.000.000.000.0048.0146.041.021940.000.0037.00038.00038.4951.2785.00028.0073.500.000.000.000.000.0045.7543.401.015720.000.0038.00039.00039.6291.2985.00028.0067.260.000.000.000.000.0042.9040.401.009000.000.0039.00040.00040.7821.3215.00028.0060.360.000.000.000.000.0039.4237.031.001760.000.0040.00041.00041.9561.3455.00028.0052.740.000.000.000.000.0035.2633.240.993980.000.0041.00042.00043.1511.3715.00028.0044.370.000.000.000.000.0030.3529.010.985630.000.0042.00043.00044.3711.3995.00028.0030.220.000.000.000.000.0021.1321.570.976660.000.0043.00044.00045.6161.4305.00028.0010.220.000.000.000.000.007.3010.790.967050.000.00總的下滑力=1368.111(kN)總的抗滑力=1943.937(kN)土體部分下滑力=1368.111(kN)土體部分抗滑力=1943.937(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)============================================================================滑動安全系數(shù)1.42＞1.35滿足要求。5.1.2素填土參數(shù)按照飽和狀態(tài)取值[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)6坡面線號水平投影(m)豎直投影(m)超載數(shù)120.00010.000022.0000.0000320.00010.000042.0000.0000520.00010.0000650.0000.0001超載1距離1.000(m)寬50.000(m)荷載(5.00--5.00kPa)270.00(度)[土層信息]上部土層數(shù)1層號層厚重度飽和重度粘結(jié)強(qiáng)度孔隙水壓(m)(kN/m3)(kN/m3)(kpa)力系數(shù)150.00020.000120.000層號粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)13.00025.000層號十字板τ強(qiáng)度增十字板τ水強(qiáng)度增長系(kPa)長系數(shù)下值(kPa)數(shù)水下值1================================================================下部土層數(shù)1層號層厚重度飽和重度粘結(jié)強(qiáng)度孔隙水壓(m)(kN/m3)(kN/m3)(kpa)力系數(shù)120.00020.000120.000層號粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)13.00025.000層號十字板τ強(qiáng)度增十字板τ水強(qiáng)度增長系(kPa)長系數(shù)下值(kPa)數(shù)水下值1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(dāng)下滑力對待穩(wěn)定計算目標(biāo):自動搜索最危險滑裂面條分法的土條寬度:1.000(m)搜索時的圓心步長:1.000(m)搜索時的半徑步長:0.500(m)計算結(jié)果:[計算結(jié)果圖]最不利滑動面:滑動圓心=(21.000,39.000)(m)滑動半徑=29.014(m)滑動安全系數(shù)=1.230起始x終止xαliCiΦi條實(shí)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)22.00623.0062.9751.0013.00025.004.480.000.000.000.000.000.235.001.018340.000.0023.00624.0054.9551.0043.00025.0013.090.000.000.000.000.001.138.841.029020.000.0024.00525.0056.9401.0073.00025.0021.000.000.000.000.000.002.5412.321.038490.000.0025.00526.0058.9341.0123.00025.0028.200.000.000.000.000.004.3815.431.046760.000.0026.00527.00410.9381.0183.00025.0034.690.000.000.000.000.006.5818.201.053790.000.0027.00428.00412.9561.0263.00025.0040.460.000.000.000.000.009.0720.641.059570.000.0028.00429.00414.9911.0353.00025.0045.480.000.000.000.000.0011.7622.751.064060.000.0029.00430.00417.0461.0463.00025.0049.730.000.000.000.000.0014.5824.541.067230.000.0030.00431.00319.1231.0583.00025.0053.190.000.000.000.000.0017.4326.011.069050.000.0031.00332.00321.2271.0733.00025.0055.840.000.000.000.000.0020.2227.151.069460.000.0032.00333.00323.3611.0893.00025.0057.640.000.000.000.000.0022.8527.961.068400.000.0033.00334.00225.5301.1083.00025.0058.540.000.000.000.000.0025.2328.431.065800.000.0034.00235.00227.7391.1303.00025.0058.510.000.000.000.000.0027.2328.521.061580.000.0035.00236.00229.9951.1543.00025.0057.480.000.000.000.000.0028.7328.231.055650.000.0036.00237.00132.3021.1833.00025.0055.380.000.000.000.000.0029.6027.511.047890.000.0037.00138.00134.6701.2163.00025.0052.150.000.000.000.000.0029.6626.311.038160.000.0038.00139.00137.1081.2543.00025.0047.670.000.000.000.000.0028.7624.581.026290.000.0039.00140.00139.6281.2983.00025.0041.820.000.000.000.000.0026.6722.231.012070.000.0040.00141.00042.2431.3513.00025.0034.470.000.000.000.000.0023.1719.160.995240.000.0041.00042.00044.9721.4133.00025.0025.400.000.000.000.000.0017.9515.220.975470.000.0042.00042.92847.7301.3803.00025.009.470.000.000.000.000.007.017.560.953250.000.00總的下滑力=354.795(kN)總的抗滑力=436.577(kN)土體部分下滑力=354.795(kN)土體部分抗滑力=436.577(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)根據(jù)《公路路基設(shè)計規(guī)范》（JTGD30-2015）要求，路塹邊坡在非正常工況Ⅰ情況下的邊坡穩(wěn)定安全系數(shù)可取1.20。經(jīng)計算，在非正常工況Ⅰ工況下安全系數(shù)1.23＞1.20，滿足規(guī)范要求。5.238-38剖面穩(wěn)定性計算按圓弧滑動計算（新近壓實(shí)填土抗剪強(qiáng)度取值：粘聚力c＝5kPa，內(nèi)摩擦角φ＝30°）計算項目：38-38[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)5坡面線號水平投影(m)豎直投影(m)超載數(shù)119.7470.3380220.00010.000032.0000.0000420.00010.0000522.8830.2661超載1距離0.100(m)寬22.000(m)荷載(20.00--20.00kPa)270.00(度)[土層信息]坡面節(jié)點(diǎn)數(shù)6編號X(m)Y(m)00.0000.000-119.7470.338-239.74710.338-341.74710.338-461.74720.338-584.63020.604附加節(jié)點(diǎn)數(shù)8編號X(m)Y(m)127.2900.46820.000-8.066316.960-5.029434.3144.206570.04614.719673.21516.971784.630-11.16980.000-11.169不同土性區(qū)域數(shù)3區(qū)號重度飽和重度粘結(jié)強(qiáng)度孔隙水壓節(jié)點(diǎn)(kN/m3)(kN/m3)(kpa)力系數(shù)編號120.000120.000(1,-1,0,2,3,)220.000120.000(-1,1,4,5,6,-5,-4,-3,-2,)325.000120.000(7,-5,6,5,4,1,3,2,8,)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)13.00025.00025.00030.0003175.00029.400區(qū)號十字板τ強(qiáng)度增十字板τ水強(qiáng)度增長系(kPa)長系數(shù)下值(kPa)數(shù)水下值123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(dāng)下滑力對待穩(wěn)定計算目標(biāo):自動搜索最危險滑裂面條分法的土條寬度:1.000(m)搜索時的圓心步長:1.000(m)搜索時的半徑步長:0.500(m)計算結(jié)果:[計算結(jié)果圖]最不利滑動面:滑動圓心=(20.604,23.695)(m)滑動半徑=23.630(m)滑動安全系數(shù)=1.569起始x終止xαliCiΦi條實(shí)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)17.30218.525-6.5411.2313.00025.001.970.000.000.000.000.00-0.224.780.959640.000.0018.52519.747-3.5631.2253.00025.005.130.000.000.000.000.00-0.326.180.979600.000.0019.74720.747-0.8661.0003.00025.0010.320.000.000.000.000.00-0.167.850.995400.000.0020.74721.7471.5601.0003.00025.0020.190.000.000.000.000.000.5512.321.007720.000.0021.74722.7473.9881.0033.00025.0029.220.000.000.000.000.002.0316.331.018250.000.0022.74723.7476.4241.0063.00025.0037.400.000.000.000.000.004.1819.901.026970.000.0023.74724.7478.8711.0123.08225.2044.720.000.000.000.000.006.9023.331.034290.000.0024.74725.74711.3341.0205.00030.0051.150.000.000.000.000.0010.0532.801.052810.000.0025.74726.74713.8201.0305.00030.0056.690.000.000.000.000.0013.5435.631.058940.000.0026.74727.74716.3321.0425.00030.0061.300.000.000.000.000.0017.2437.991.063110.000.0027.74728.74718.8761.0575.00030.0064.950.000.000.000.000.0021.0139.891.065260.000.0028.74729.74721.4611.0755.00030.0067.600.000.000.000.000.0024.7341.331.065280.000.0029.74730.74724.0921.0965.00030.0069.190.000.000.000.000.0028.2442.281.063080.000.0030.74731.74726.7781.1205.00030.0069.670.000.000.000.000.0031.3942.731.058530.000.0031.74732.74729.5291.1495.00030.0068.960.000.000.000.000.0033.9942.621.051450.000.0032.74733.74732.3581.1845.00030.0066.960.000.000.000.000.0035.8441.921.041640.000.0033.74734.74735.2791.2255.00030.0063.550.000.000.000.000.0036.7140.521.028850.000.0034.74735.74738.3091.2755.00030.0058.580.000.000.000.000.0036.3138.331.012760.000.0035.74736.74741.4731.3355.00030.0051.840.000.000.000.000.0034.3335.180.992940.000.0036.74737.74744.8001.4105.00030.0043.070.000.000.000.000.0030.3530.830.968830.000.0037.74738.74748.3331.5045.00030.0031.900.000.000.000.000.0023.8324.920.939660.000.0038.74739.74752.1321.6295.00030.0017.810.000.000.0