石唐大道（K2+700～K6+356.441）段結(jié)構(gòu)施工圖設(shè)計計算書

唐家沱組團N標準分區(qū)部分市政道路設(shè)計石唐大道（K2+700～K6+356.441）段結(jié)構(gòu)施工圖設(shè)計計算書目錄219101、工程概況 1263932、設(shè)計規(guī)范 1280133、設(shè)計依據(jù) 199924、主要技術(shù)標準 2237775、主要材料 2312405.1混凝土 2292935.2氣泡混合輕質(zhì)土 2137935.3普通鋼筋 3207445.4其他材料 3196416、設(shè)計標準及選用的計算參數(shù) 3146316.1荷載標準 3165226.2安全系數(shù) 3171006.3巖土物理力學參數(shù) 3142007、計算分析 4227927.1K2+700橫斷面 4214407.2K2+740路基整體穩(wěn)定性驗算 12303707.3K2+940路基整體穩(wěn)定性驗算 23312767.4K3+100路基整體穩(wěn)定性驗算 316248、結(jié)論 38唐家沱組團N標準分區(qū)部分市政道路設(shè)計-石唐大道（K2+700～K6+356.441）段 結(jié)構(gòu)計算書第4頁工程概況項目建設(shè)地點位唐家沱N標準分區(qū)，本次設(shè)計的石唐大道位于唐家沱N標準分區(qū)東側(cè)，整體呈南北走向，設(shè)計起點與盛興大道以及石唐大道（C分區(qū)段）形成立交，設(shè)計終點接龍港大道，起到南北側(cè)聯(lián)絡(luò)作用，是N分區(qū)與C分區(qū)縱向重要鏈接通道之一，完善N分區(qū)路網(wǎng)。石唐大道起點接現(xiàn)狀盛興大道（C分區(qū)石唐大道終點處），起點樁號為K2+467.073；終點接石唐大道立交，終點為樁號K6+356.441。根據(jù)業(yè)主要求，樁號K2+467.073～K2+700段為立交研究段，不在石唐大道設(shè)計范圍，故設(shè)計石唐大道范圍為K2+700～K6+356.441段，道路總長度為3656.441m。本次設(shè)計石唐大道為城市主干路，雙向6車道，設(shè)計速度60km/h，道路全長約為3656.441mm，標準路幅寬44m，路幅分配為：9.5m（人行道）+11.5m（車行道）+2m（中分帶）+11.5m（車行道）+9.5m（人行道）＝44m。管網(wǎng)按雙向8車道布置。本次設(shè)計范圍布置橋梁一座，橋梁左右分幅布置，左幅橋梁長約132.0m，右幅橋梁長約162.0m。因規(guī)劃紅線問題項目起點至石唐大道橋梁段部分路基采用氣泡混合輕質(zhì)土填筑，兩段小的挖方采用錨桿擋墻支護。設(shè)計規(guī)范《混凝土結(jié)構(gòu)耐久性設(shè)計標準》（GB/T50476-2019）《公路橋涵設(shè)計通用規(guī)范》（JTGD60-2015）《城市橋梁設(shè)計規(guī)范》（CJJ11-2011）（2019年版）《公路鋼筋混凝土及預應(yīng)力混凝土橋涵設(shè)計規(guī)范》（JTG3362-2018）《公路橋涵地基與基礎(chǔ)設(shè)計規(guī)范》（JDG3363—2019）《公路圬工橋涵設(shè)計規(guī)范》（JTGD61-2005）《城市橋梁抗震設(shè)計規(guī)范》（CJJ166-2011）《公路橋梁抗震設(shè)計規(guī)范》（JTG/T2231-01-2020）《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）《氣泡混合輕質(zhì)土應(yīng)用技術(shù)標準》(DBJ50/T-321-2019)(重慶市地方標準)《氣泡混合輕質(zhì)土填筑工程技術(shù)規(guī)程》（CJJ/T177-2012）設(shè)計依據(jù)設(shè)計合同1：500實測地形圖《前沿科技城智能制造基地投融資項目石唐大道工程地質(zhì)勘察報告》（廣西華藍巖土工程有限公司2019.03）重慶市主城區(qū)唐家沱組團N標準分區(qū)控制性詳細規(guī)劃成果《關(guān)于創(chuàng)新經(jīng)濟走廊市政工程設(shè)計統(tǒng)一標準的會議紀要》龍井大道施工圖及變更設(shè)計成果（中機中聯(lián)有限公司2016.09）《前沿科技城市市政道路工程設(shè)計統(tǒng)一標準》（重慶創(chuàng)新經(jīng)濟走廊智能制造產(chǎn)業(yè)園開發(fā)建設(shè)指揮部2017.1.16）《渝北區(qū)城區(qū)市政設(shè)施標準化設(shè)置導則（2018版）》《關(guān)于唐家沱N分區(qū)邊坡防護形式的工作聯(lián)系函》2017.07.25《石唐大道（二期）橋梁工程地質(zhì)勘察報告》（一次性勘察）（重慶南江工程勘察設(shè)計集團有限公司2021.08）《石唐大道(N標準分區(qū)南段)工程地質(zhì)勘察報告》（一次性勘察）（重慶江北地質(zhì)工程勘察院2018.06）項目業(yè)主單位提供的其它有關(guān)資料主要技術(shù)標準道路等級：城市主干路設(shè)計速度：60km/h環(huán)境類別：Ⅰ類設(shè)計荷載：城-A級；人群荷載3.5kPa結(jié)構(gòu)設(shè)計安全等級：一級結(jié)構(gòu)的重要性系數(shù)：γ0=1.1設(shè)計使用年限：50年抗震設(shè)計：場地地震基本烈度為6度主要材料混凝土錨桿擋墻及氣泡混合輕質(zhì)土面板采用C30混凝土，其軸心抗壓強度設(shè)計值為fcd=13.8MPa，軸心抗拉強度設(shè)計值為ftd=1.39MPa，彈性模量Ec=3.0×104MPa。氣泡混合輕質(zhì)土水泥采用PO42.5R水泥，輕質(zhì)土濕容重：路槽下80cm范圍內(nèi)濕容重等級不大于W6,其余區(qū)域不大于W5；強度等級：路槽下80cm范圍內(nèi)不小于CF1.0,其余區(qū)域不小于CF0.8。氣泡混合輕質(zhì)土的目標配合比應(yīng)根據(jù)強度等級、容重等級、流動性等要求進行選擇。施工時應(yīng)參考《氣泡混合輕質(zhì)土填筑工程技術(shù)規(guī)程》條文說明5.2.1條表5常用參考配合比中對應(yīng)強度等級的參考配合比，再結(jié)合施工現(xiàn)場所用材料試驗的基礎(chǔ)上確定施工配合比。普通鋼筋設(shè)計采用HPB300鋼筋和HRB400兩種鋼筋：HPB300鋼筋其抗拉、抗壓強度設(shè)計值fsd=250MPa，彈性模量Es=2.1×105MPa，其質(zhì)量應(yīng)符合GB1499.1－2017；HRB400鋼筋其抗拉、抗壓設(shè)計強度fsd=330MPa，彈性模量Es=2.0×105MPa，其質(zhì)量符合GB1499.2－2018的規(guī)定。除特別說明外直徑≥20mm的鋼筋采用機械連接，接頭等級為Ⅰ級，且連接區(qū)段內(nèi)的接頭率不大于50%，并滿足規(guī)范（JGJ107-2016）要求其他材料碎石墊層采用級配碎石，所用材料要求為：最大粒徑不大于5cm，小于0.075的顆粒含量不大于10％。本項目采用的埋地PVC管材須滿足標準：GB/T18477-2001《埋地排水用硬聚氯乙烯（PVC-U）雙壁波紋管材》的要求，其環(huán)剛度要求大于或等于8KN/㎡。土工膜為M2/PE型號，厚度為2mm，伸長率大于50%，縱、橫向拉伸強度不小于18kN/m,縱、橫向直角撕裂強度不小于100N/mm，CBR頂破強度不小于6000N，垂直滲透系數(shù)不超過5×10-11cm/s。設(shè)計標準及選用的計算參數(shù)荷載標準汽車：城—A級人群：3.5kpa安全系數(shù)永久邊坡穩(wěn)定安全系數(shù)Fst取1.35。巖土物理力學參數(shù)巖土物理力學參數(shù)取值如下：抗剪本次設(shè)計邊坡填料取重度為20kN/m3，粘聚力C值為5kPa，內(nèi)摩擦角φ值為28°（飽和）；邊坡填土與巖層界面抗剪參數(shù)，取粘聚力C值為3kpa、內(nèi)摩擦角φ值為25°。計算分析氣泡混合輕質(zhì)土標準橫斷面驗算路基整體穩(wěn)定性驗算取最不利橫斷面里程K2+700橫斷面，計算軟件采用理正巖土5.6分析輕質(zhì)土邊坡整體穩(wěn)定性。（1）基本假定a、原狀邊坡和輕質(zhì)土填筑體按照不同土層結(jié)構(gòu)建立復雜土層土坡模型，車輛荷載、路面結(jié)構(gòu)層荷載按荷載數(shù)值施加在輕質(zhì)土填筑體頂面；車輛荷載=20kN/m2考慮到氣泡輕質(zhì)土填筑體為整體作用于原路基開挖邊坡上，輕質(zhì)土土體容重取8KN/m3；氣泡輕質(zhì)土參照規(guī)范內(nèi)摩擦角取φ=0°，粘聚力取c=qu/2(即1/2抗壓強度),故c=400KPa；b、滑動面為圓弧滑動面；c、路基壓實填土，取容重20KN/m3，內(nèi)摩擦角φ=28°，粘聚力c=5KPa；[計算簡圖][控制參數(shù)]:采用規(guī)范: 建筑邊坡工程技術(shù)規(guī)范(50330--2013)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)3坡面線號水平投影(m)豎直投影(m)超載數(shù)10.00015.6300229.4940.0001超載1距離0.010(m)寬29.500(m)荷載(20.00--20.00kPa)270.00(度)314.2000.0001超載1距離0.010(m)寬14.000(m)荷載(20.00--20.00kPa)270.00(度)[土層信息]坡面節(jié)點數(shù)4編號X(m)Y(m)00.0000.000-10.00015.630-229.49415.630-343.69415.630附加節(jié)點數(shù)37編號X(m)Y(m)159.847-11.288259.8476.770332.0001.570421.7300.46458.4940.0006-7.1090.6907-19.4801.1608-19.480-11.288946.69315.5401029.49413.9701127.99413.9701227.99412.9701326.49412.9701426.49411.9701524.99411.9701624.99410.9701723.49410.9701823.4949.9701921.9949.9702021.9948.9702120.4948.9702220.4947.9702318.9947.9702418.9946.9702517.4946.9702617.4945.9702715.9945.9702815.9944.9702914.4944.9703014.4943.9703112.9943.9703212.9942.9703311.4942.9703411.4941.970359.9941.970369.9940.970378.4940.970不同土性區(qū)域數(shù)3區(qū)號重度飽和重度孔隙水壓節(jié)點(kN/m3)(kN/m3)力系數(shù)編號125.200(1,2,3,4,5,0,6,7,8,)220.000(3,2,9,-3,-2,10,11,12,13,14,15,16,17,18,19,20,21,22,23,24,25,26,27,28,29,30,31,32,33,34,35,36,37,5,4,)38.000(-1,0,5,37,36,35,34,33,32,31,30,29,28,27,26,25,24,23,22,21,20,19,18,17,16,15,14,13,12,11,10,-2,)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)1340.00030.60025.00028.0003400.0000.000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: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:最不利滑動面:滑動圓心=(4.168,45.847)(m)滑動半徑=45.836(m)滑動安全系數(shù)=3.371起始x終止xαliCiΦi條實重總水壓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)-0.0001.017-4.5791.020400.0000.0063.100.000.000.000.0020.14-6.65408.120.996810.000.001.0172.034-3.3051.019400.0000.00126.430.000.000.000.0020.34-8.46407.490.998340.000.002.0343.051-2.0321.018400.0000.00126.820.000.000.000.0020.34-5.22407.070.999370.000.003.0514.068-0.7601.017400.0000.00127.020.000.000.000.0020.34-1.96406.850.999910.000.004.0685.0850.5111.017400.0000.00127.040.000.000.000.0020.341.31406.830.999960.000.005.0856.1021.7831.018400.0000.00126.870.000.000.000.0020.344.58407.010.999520.000.006.1027.1193.0551.018400.0000.00126.520.000.000.000.0020.347.83407.390.998580.000.007.1198.1364.3291.020400.0000.00125.990.000.000.000.0020.3411.05407.980.997150.000.008.1369.1535.6061.022143.80418.16132.600.000.000.000.0020.3414.94195.501.004730.000.009.15310.1706.8851.0245.00028.00133.080.000.000.000.0020.3418.3985.661.011720.000.0010.17011.1878.1671.0275.00028.00141.470.000.000.000.0020.3422.9990.021.012290.000.0011.18712.2049.4541.0315.00028.00148.660.000.000.000.0020.3427.7693.781.012350.000.0012.20413.22110.7451.0355.00028.00148.170.000.000.000.0020.3431.4293.571.011900.000.0013.22114.23812.0421.0405.00028.00154.820.000.000.000.0020.3436.5497.161.010930.000.0014.23815.25513.3451.0455.00028.00154.750.000.000.000.0020.3440.4297.271.009440.000.0015.25516.27214.6561.0515.00028.00158.900.000.000.000.0020.3445.3599.651.007410.000.0016.27217.29015.9741.0585.00028.00163.740.000.000.000.0020.3450.66102.471.004840.000.0017.29018.30717.3011.0655.00028.00162.460.000.000.000.0020.3454.36102.111.001710.000.0018.30719.32418.6381.0735.00028.00171.160.000.000.000.0020.3461.20107.120.998020.000.0019.32420.34119.9851.0825.00028.00168.010.000.000.000.0020.3464.37105.900.993740.000.0020.34121.35821.3441.0925.00028.00165.410.000.000.000.0020.3467.61105.020.988880.000.0021.35822.37522.7151.1035.00028.00172.460.000.000.000.0020.3474.45109.410.983400.000.0022.37523.39224.1011.1145.00028.00167.280.000.000.000.0020.3476.62107.280.977300.000.0023.39224.40925.5021.1275.00028.00169.330.000.000.000.0020.3481.66109.150.970550.000.0024.40925.42626.9191.1415.00028.00162.370.000.000.000.0020.3482.72106.150.963130.000.0025.42626.44328.3541.1565.00028.00161.110.000.000.000.0020.3486.18106.350.955010.000.0026.44327.46029.8091.1725.00028.00161.510.000.000.000.0020.3490.40107.570.946170.000.0027.46028.47731.2851.1905.00028.00152.540.000.000.000.0020.3489.78103.580.936580.000.0028.47729.49432.7851.2105.00028.00148.850.000.000.000.0020.3491.62102.620.926200.000.0029.49430.50934.3101.2295.00028.00145.040.000.000.000.0020.1193.09101.520.914990.000.0030.50931.52535.8611.2535.00028.00140.670.000.000.000.0020.3194.30100.420.902930.000.0031.52532.54037.4441.2795.00028.00125.320.000.000.000.0020.3188.5492.710.889940.000.0032.54033.55639.0611.3085.00028.00109.050.000.000.000.0020.3181.5284.320.875970.000.0033.55634.57140.7151.3405.00028.0091.810.000.000.000.0020.3173.1475.140.860950.000.0034.57135.58642.4121.3755.00028.0073.520.000.000.000.0020.3163.2865.060.844800.000.0035.58636.60244.1571.4155.00028.0054.090.000.000.000.0020.3151.8253.940.827420.000.0036.60237.61745.9541.4615.00028.0033.410.000.000.000.0020.3138.6241.600.808720.000.0037.61738.63347.8121.5125.00028.0011.380.000.000.000.0020.3123.4827.800.788540.000.00總的下滑力=1819.687(kN)總的抗滑力=6128.560(kN)土體部分下滑力=1819.687(kN)土體部分抗滑力=6128.560(kN)橫斷面抗滑穩(wěn)定性B1=7m,B2=20m,B=27m,H1=15.0m,H2=0m,輕質(zhì)土容重=8KN/m3，坡度=1:1.5（34°），輕質(zhì)土與地面的摩擦系數(shù)=0.5，土的內(nèi)摩擦角=30°土的黏聚力=0kpa車輛荷載=20kN/m2單位長度：抗滑段重力=（15m×7m×8KN/m3）+（20KN/m3×7m）=980kN下滑段重力=8KN/m3×15m×20m/2+（20KN/m3×15m+20KN/m3×2m）=1540kN抗滑力水平=(980kN×0.5)+1540KN×cos34°×cos34°×0.5=1019.22KN下滑力水平=1540KN×sin34°×cos34°=713.93KN滑動安全系數(shù)K=抗滑力/下滑力=1019.22KN/713.93KN=1.43>1.30(滿足規(guī)范要求）抗傾覆穩(wěn)定性因為采用1:1.5的緩坡，路基對氣泡混合輕質(zhì)土路基部分幾乎沒有側(cè)向主動土壓力。垂直荷載和地基反力相互平衡，而氣泡混合輕質(zhì)土路基可作為受力整體考慮，因此，可忽略傾覆力矩。地基承載力計算氣泡混合輕質(zhì)土填筑體作用于地基最大應(yīng)力為：26.1KN/㎡+15m×8KN/m3=146.1kPa，氣泡混合輕質(zhì)土填筑體底面最大應(yīng)力為146.1KPa，壓實回填土（壓實度大于93%時，地基用碎石鋪墊層，要求地基承載力不低于150kPa）地基承載力滿足要求。填筑體自身強度驗算qu1=Fs(100*CBR)/3.5qul——路基填筑的填筑體抗壓強度（kPa)；Fs——安全系數(shù)，取3；CBR——加州承載比，按現(xiàn)行行業(yè)標準《公路路基設(shè)計規(guī)范》JTGD30取值。qul=3*(100*8)/3.5=685.7kPa<0.8MPa故輕質(zhì)土路基填筑體抗壓強度滿足設(shè)計要求。輕質(zhì)土填筑體自立穩(wěn)定性的抗壓強度驗算qu2=Fs(0.5rH+W)qu2——填筑體自立穩(wěn)定的抗壓強度（kPa)；r——濕容重（KN/m3）；H——填筑體高度（m）W——填筑體的頂部荷載（kPa)qu2=3*(0.5*8*15+26.1)=258.3kPa<0.8MPa故輕質(zhì)土路基填筑體自立穩(wěn)定性的抗壓強度滿足設(shè)計要求。K2+740路基整體穩(wěn)定性驗算[計算簡圖][控制參數(shù)]:采用規(guī)范: 建筑邊坡工程技術(shù)規(guī)范(50330--2013)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)3坡面線號水平投影(m)豎直投影(m)超載數(shù)10.00014.7120226.8000.0041超載1距離0.010(m)寬26.800(m)荷載(20.00--20.00kPa)270.00(度)317.2000.0021超載1距離0.010(m)寬20.200(m)荷載(20.00--20.00kPa)270.00(度)[土層信息]坡面節(jié)點數(shù)4編號X(m)Y(m)00.0000.000-10.00014.712-226.80014.716-344.00014.719附加節(jié)點數(shù)116編號X(m)Y(m)169.5233.980267.5732.030365.3722.030452.9421.180544.9821.130640.2721.130737.9420.330829.5520.330927.1040.3241027.4130.2551129.419-0.2631235.491-2.7151339.150-3.8621441.204-4.0211545.002-3.6721652.333-2.1821760.122-0.7601865.372-0.2701973.7270.3642073.7273.9802167.1623.9802266.9123.5302366.3153.5302465.3723.5302552.9422.6802644.9822.6302740.2722.6302839.9622.9802938.3022.9803037.9421.8303129.5521.8303221.9821.8103320.6821.0303415.5821.0303515.2620.000367.3000.00037-1.0180.00038-6.5000.00039-3.000-3.5004011.464-3.5004114.762-3.5004214.762-2.5794316.762-2.6594416.762-1.7374518.762-1.8174618.762-0.8964720.762-0.9764820.762-0.0544922.000-0.1045022.0000.7115123.3690.7975225.8790.596539.441-4.212545.902-5.011551.073-5.66656-1.000-5.69757-5.000-5.57758-8.494-5.05959-14.502-3.98660-16.777-3.26061-18.402-2.66862-19.568-1.77163-20.4080.00064-20.7881.08065-22.0781.45066-22.1383.46067-23.2183.37068-25.7683.62069-29.3024.97970-29.3022.21271-23.2450.86972-21.544-0.34073-19.659-3.58074-15.417-5.65075-13.726-6.00476-4.246-6.86577-1.000-6.997783.254-6.8217924.742-4.4258026.795-4.5028140.246-7.2738242.076-7.2528345.002-6.8728459.681-3.9328573.727-2.5458646.99914.6298726.80013.0008825.30013.0008925.30012.0009023.80012.0009123.80011.0009222.30011.0009322.30010.0009420.80010.0009520.8009.0009619.3009.0009719.3008.0009817.8008.0009917.8007.00010016.3007.00010116.3006.00010214.8006.00010314.8005.00010413.3005.00010513.3004.00010611.8004.00010711.8003.00010810.3003.00010910.3002.0001108.8002.0001118.8001.0001127.3001.00011360.9986.56911458.9996.629115-29.302-12.93511673.727-12.935不同土性區(qū)域數(shù)7區(qū)號重度飽和重度孔隙水壓節(jié)點(kN/m3)(kN/m3)力系數(shù)編號119.700(1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,)220.000(2,1,21,22,23,24,25,26,27,28,29,30,31,32,33,34,35,36,0,37,38,39,40,41,42,43,44,45,46,47,48,49,50,51,52,9,8,7,6,5,4,3,)324.000(9,52,51,50,49,48,47,46,45,44,43,42,41,40,53,54,55,56,57,58,59,60,61,62,63,64,65,66,67,68,69,70,71,72,73,74,75,76,77,78,79,80,81,82,83,84,85,19,18,17,16,15,14,13,12,11,10,)419.700(39,38,63,62,61,60,59,58,57,56,55,54,53,40,)520.000(86,-3,-2,87,88,89,90,91,92,93,94,95,96,97,98,99,100,101,102,103,104,105,106,107,108,109,110,111,112,36,35,34,33,32,31,30,29,28,27,26,25,24,23,113,114,)68.000(36,112,111,110,109,108,107,106,105,104,103,102,101,100,99,98,97,96,95,94,93,92,91,90,89,88,87,-2,-1,0,)725.200(115,116,85,84,83,82,81,80,79,78,77,76,75,74,73,72,71,70,)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)114.54010.76025.00028.0003100.00015.000414.54010.76055.00025.0006400.0000.0007340.00030.600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1234567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: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=(1.070,25.021)(m)滑動半徑=30.344(m)滑動安全系數(shù)=1.374起始x終止xαliCiΦi條實重總水壓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)16.096-15.090-33.3171.20414.54010.766.550.000.000.000.000.00-3.6020.890.759930.000.00-15.090-14.084-31.0711.17514.54010.7619.110.000.000.000.000.00-9.8623.250.785380.000.00-14.084-13.078-28.8771.14914.54010.7630.620.000.000.000.000.00-14.7925.270.809080.000.00-13.078-12.072-26.7291.12614.54010.7641.140.000.000.000.000.00-18.5027.000.831140.000.00-12.072-11.066-24.6211.10714.54010.7650.720.000.000.000.000.00-21.1328.490.851650.000.00-11.066-10.060-22.5481.08914.54010.7659.430.000.000.000.000.00-22.7929.770.870700.000.00-10.060-9.054-20.5051.07414.54010.7667.300.000.000.000.000.00-23.5730.860.888350.000.00-9.054-8.048-18.4901.06114.54010.7674.360.000.000.000.000.00-23.5831.790.904660.000.00-8.048-7.042-16.4971.04914.54010.7680.650.000.000.000.000.00-22.9032.570.919690.000.00-7.042-6.036-14.5261.03914.54010.7686.230.000.000.000.000.00-21.6333.220.933460.000.00-6.036-5.030-12.5711.03114.54010.7691.060.000.000.000.000.00-19.8233.760.946020.000.00-5.030-4.024-10.6321.02414.54010.7695.540.000.000.000.000.00-17.6334.240.957400.000.00-4.024-3.018-8.7041.01814.54010.7699.240.000.000.000.000.00-15.0234.610.967620.000.00-3.018-2.012-6.7871.01314.54010.76102.100.000.000.000.000.00-12.0734.840.976700.000.00-2.012-1.006-4.8771.01014.54010.76104.290.000.000.000.000.00-8.8734.980.984660.000.00-1.0060.000-2.9731.00714.54010.76105.660.000.000.000.000.00-5.4835.000.991510.000.000.0000.993-1.0840.99314.54010.76221.770.000.000.000.0019.65-4.5760.480.997210.000.000.9931.9850.7900.99314.54010.76221.820.000.000.000.0019.853.3360.251.001810.000.001.9852.9782.6660.99414.54010.76221.230.000.000.000.0019.8511.2159.931.005330.000.002.9783.9704.5440.99614.54010.76220.110.000.000.000.0019.8519.0159.571.007780.000.003.9704.9636.4270.99914.54010.76218.240.000.000.000.0019.8526.6559.141.009150.000.004.9635.9568.3171.00314.54010.76215.640.000.000.000.0019.8534.0658.631.009420.000.005.9566.94810.2171.00914.54010.76212.470.000.000.000.0019.8541.2158.081.008600.000.006.9487.94112.1271.01514.54010.76212.760.000.000.000.0019.8548.8758.251.006640.000.007.9418.93314.0521.02314.54010.76216.390.000.000.000.0019.8557.3659.121.003550.000.008.9339.92615.9931.03314.54010.76216.780.000.000.000.0019.8565.2059.440.999280.000.009.92610.91917.9531.04314.54010.76220.810.000.000.000.0019.8574.1860.540.993800.000.0010.91911.91119.9351.0569.89119.16222.300.000.000.000.0019.8582.5691.581.026020.000.0011.91112.90421.9421.0705.00028.00220.480.000.000.000.0019.8589.80123.871.071690.000.0012.90413.89623.9781.0865.00028.00221.710.000.000.000.0019.8598.17124.621.070450.000.0013.89614.88926.0471.1055.00028.00220.810.000.000.000.0019.85105.68124.491.067800.000.0014.88915.88128.1531.1265.00028.00212.570.000.000.000.0019.85109.66120.851.063680.000.0015.88116.87430.3011.1505.00028.00211.650.000.000.000.0019.85116.80121.041.057990.000.0016.87417.86732.4981.1775.00028.00206.330.000.000.000.0019.85121.52119.191.050640.000.0017.86718.85934.7501.2085.00028.00210.270.000.000.000.0019.85131.17122.251.041500.000.0018.85919.85237.0651.2445.00027.38196.080.000.000.000.0019.85130.15114.021.024400.000.0019.85220.84439.4531.2865.00025.00186.950.000.000.000.0019.85131.41102.720.987090.000.0020.84421.83741.9261.3345.00025.00187.310.000.000.000.0019.85138.42104.700.970020.000.0021.83722.83044.5001.3925.00025.00168.890.000.000.000.0019.85132.2997.840.950340.000.0022.83023.82247.1931.4615.00025.00154.570.000.000.000.0019.85127.9693.020.927700.000.0023.82224.81550.0311.5455.00025.00149.900.000.000.000.0019.85130.0993.300.901610.000.0024.81525.80753.0491.6515.00025.00137.140.000.000.000.0019.85125.4689.700.871450.000.0025.80726.80056.2971.7895.00025.00109.090.000.000.000.0019.85107.2777.830.836290.000.0026.80027.73759.7431.8605.00025.0083.640.000.000.000.0018.5488.2665.740.796070.000.0027.73728.67463.4802.0995.00025.0060.640.000.000.000.0018.7471.0355.670.749180.000.0028.67429.61167.8052.4815.00025.0021.520.000.000.000.0018.7437.2833.950.690960.000.00總的下滑力=2190.288(kN)總的抗滑力=3020.358(kN)土體部分下滑力=2190.288(kN)土體部分抗滑力=3020.358(kN)K2+940路基整體穩(wěn)定性驗算[計算簡圖][控制參數(shù)]:采用規(guī)范: 建筑邊坡工程技術(shù)規(guī)范(50330--2013)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)3坡面線號水平投影(m)豎直投影(m)超載數(shù)10.00013.0050223.8000.0031超載1距離0.010(m)寬22.300(m)荷載(20.00--20.00kPa)270.00(度)320.2000.0031超載1距離0.010(m)寬24.700(m)荷載(20.00--20.00kPa)270.00(度)[土層信息]坡面節(jié)點數(shù)4編號X(m)Y(m)00.0000.000-10.00013.005-223.80013.009-344.00013.012附加節(jié)點數(shù)81編號X(m)Y(m)146.99912.922223.80011.000322.30011.000422.30010.000520.80010.000620.8009.000719.3009.000819.3008.000917.8008.0001017.8007.0001116.3007.0001216.3006.0001314.8006.0001414.8005.0001513.3005.0001613.3004.0001711.8004.0001811.800