儀器儀表基地(蔡家)三期項(xiàng)目地下車(chē)庫(kù)邊坡支護(hù)設(shè)計(jì)計(jì)算書(shū)

PAGE儀器儀表基地(蔡家)三期項(xiàng)目地下車(chē)庫(kù)邊坡支護(hù)設(shè)計(jì)計(jì)算書(shū)1任務(wù)概況儀器儀表基地(蔡家)三期-智能調(diào)節(jié)閥數(shù)字化工廠工程位于重慶市北碚區(qū)蔡家，項(xiàng)目總建筑面積36450m2，項(xiàng)目新建研發(fā)廠房中地下車(chē)庫(kù)面積約6118.75m2，根據(jù)地下車(chē)庫(kù)設(shè)計(jì)高程，開(kāi)挖車(chē)庫(kù)基坑時(shí)，將形成高度約6.50m的基坑邊坡，為巖質(zhì)及土質(zhì)邊坡。受重慶川儀自動(dòng)化股份有限公司（建設(shè)方)委的托，我公司承擔(dān)該基坑邊坡的支護(hù)設(shè)計(jì)工作,在經(jīng)濟(jì)合理的條件下，對(duì)地下車(chē)庫(kù)基坑邊坡進(jìn)行支護(hù)設(shè)計(jì)。邊坡破壞后果較嚴(yán)重，邊坡安全等級(jí)為一級(jí)、二級(jí)。該基坑邊坡為臨時(shí)性邊坡，邊坡設(shè)計(jì)合理使用年限為2年。2設(shè)計(jì)依據(jù)（1）《設(shè)計(jì)委托書(shū)》；（2）《設(shè)計(jì)合同》；（3）《建筑總圖》；（4）《儀器儀表基地(蔡家)三期-智能調(diào)節(jié)閥數(shù)字化工廠工程工程地質(zhì)勘察報(bào)告（直接詳勘）》（重慶中科勘測(cè)設(shè)計(jì)有限公司，2021年7月）（經(jīng)審圖機(jī)構(gòu)審查合格）；（5）有關(guān)規(guī)范及圖集1）《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）；2）《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》（GB50010-2010）(2015年版)；3）《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》（GB50007-2011）；4）《建筑抗震設(shè)計(jì)規(guī)范》（GB50011-2010）(2016年版)；5）《建筑結(jié)構(gòu)荷載規(guī)范》（GB50009-2012）；6）《建筑工程施工質(zhì)量驗(yàn)收統(tǒng)一標(biāo)準(zhǔn)》(GB50300-2013)；7）《砌體結(jié)構(gòu)設(shè)計(jì)規(guī)范》（GB50003-2011）；8）《建筑樁基技術(shù)規(guī)范》(JGJ94-2008)；9）《建筑基坑支護(hù)技術(shù)規(guī)程》（JGJ120-2012）。3巖土設(shè)計(jì)參數(shù)根據(jù)《勘察報(bào)告》的試驗(yàn)成果，場(chǎng)地內(nèi)巖土體的設(shè)計(jì)參數(shù)取值如下表4-1：見(jiàn)表4.1。表4.1巖土體物理力學(xué)指標(biāo)建議值（本表格摘至《勘察報(bào)告》表3.4.2）序號(hào)項(xiàng)目單位素填土粉質(zhì)粘土強(qiáng)風(fēng)化泥巖中等風(fēng)化泥巖強(qiáng)風(fēng)化砂巖中等風(fēng)化砂巖1重度天然kN/m320.0*20.124.5*25.5*24.0*24.8*飽和20.5*20.42抗壓強(qiáng)度標(biāo)準(zhǔn)值天然MPa///6.88/19.2飽和MPa///4.35/13.83基底摩擦系數(shù)//0.250.350.400.400.504地基承載力特征值（kPa）/150*300*2497500*64835壓縮模量EsMPa/4.71////6巖體變形強(qiáng)度變形模量MPa5.0*//700*/2500*彈性模量MPa980*3050*泊松比0.33*0.17*7樁的極限側(cè)阻力標(biāo)準(zhǔn)值kPa/50*150*/200*/8水平抗力系數(shù)（巖體）MN/m3///65*/290*9水平抗力系數(shù)的比例系數(shù)（土體）MN/m46*10*10*/40*/10巖土與錨固體極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值kPa/40*/300*/600*11抗剪強(qiáng)度C（天然）(kPa)3*28.85/320*/980*φ（天然）（°）28*12.06/31.0/32.5*12抗拉強(qiáng)度kPa152*51013臨時(shí)邊坡坡率允許值(不受外傾結(jié)構(gòu)面控制時(shí))（H＜5m）1:1.501:1.251:0.751:0.501:0.501：0.50（5≤H＜10m）1:1.751:1.501:1.001:0.751:0.751:0.5014巖體破裂角(不受外傾結(jié)構(gòu)面控制時(shí))（°）60.561.25根據(jù)現(xiàn)場(chǎng)調(diào)查結(jié)構(gòu)面發(fā)育情況，結(jié)合地區(qū)經(jīng)驗(yàn)，場(chǎng)地巖層層面為軟弱結(jié)構(gòu)面，結(jié)合很差，巖層層面粘聚力標(biāo)準(zhǔn)值c取30kPa，內(nèi)摩擦角標(biāo)準(zhǔn)值φ取15°；Ⅰ組裂隙裂隙面內(nèi)摩擦角標(biāo)準(zhǔn)值：φ=18°，粘聚力標(biāo)準(zhǔn)值：c=50kPa；Ⅱ組裂隙裂隙面內(nèi)摩擦角標(biāo)準(zhǔn)值：φ=18°，粘聚力標(biāo)準(zhǔn)值：c=50kPa。巖土界面的抗剪強(qiáng)度值取粉質(zhì)粘土的抗剪強(qiáng)度值。粉質(zhì)粘土已完成自身固結(jié)，可不考慮負(fù)摩阻力系數(shù)。土巖界面（粉質(zhì)粘土）天然抗剪強(qiáng)度值：c取20kPa，φ取13°；飽和：c取13kPa，φ取9°；土巖界面（填土材料為粉質(zhì)粘土夾泥巖碎塊石，且壓實(shí)系數(shù)不低于0.90）天然抗剪強(qiáng)度值：c取5kPa，φ取25°；飽和：c取3kPa，φ取18°?，F(xiàn)狀填土的巖土界面天然抗剪強(qiáng)度值：c取3kPa，φ取18°；飽和：c取1kPa，φ取15°。設(shè)計(jì)標(biāo)準(zhǔn)及相關(guān)參數(shù)1、坡頂荷載：邊坡坡頂考慮道路荷載取10.0kPa。2、巖質(zhì)邊坡坡腳線距離坡頂市政管線a<0.5H，主動(dòng)巖石壓力修正系數(shù)β1取1.45。3、工程安全等級(jí)：西側(cè)fg段、ag段基坑邊坡安全等級(jí)為一級(jí)，安全系數(shù)取1.25；其余段基坑邊坡安全等級(jí)為二級(jí)，安全系數(shù)取1.20。4、工程使用年限：臨時(shí)基坑邊坡設(shè)計(jì)合理使用年限2年。5、計(jì)算軟件選用理正巖土計(jì)算6.5版。4邊坡支護(hù)設(shè)計(jì)根據(jù)《勘察報(bào)告》及現(xiàn)場(chǎng)的實(shí)際情況，結(jié)合工程地質(zhì)特征以及邊坡穩(wěn)定性分析，場(chǎng)地基坑邊坡采用以下支護(hù)方案：（1）南側(cè)ab段、東側(cè)bc段基坑邊坡為巖質(zhì)邊坡，為切向坡，該巖質(zhì)邊坡穩(wěn)定性主要受巖體強(qiáng)度控制，基坑邊坡具備放坡條件，采用放坡+護(hù)面+截排水支護(hù)方案，南側(cè)ab段、東側(cè)bc段基坑邊坡為巖質(zhì)邊坡，邊坡高度5.25~6.5m，采用1：0.75坡率放坡；坡面噴射M30砂漿護(hù)面，噴射砂漿厚度為80mm。（2）東側(cè)cd段、de段、北側(cè)ef段基坑邊坡具備放坡條件，采用放坡+護(hù)面+截排水支護(hù)方案，東側(cè)cd段基坑邊坡為巖土質(zhì)混合邊坡，邊坡高度5.25m，采用強(qiáng)風(fēng)化基巖1：1.10、土層1：1.50坡率放坡；東側(cè)de段、北側(cè)ef段基坑邊坡為土質(zhì)邊坡，易沿土體內(nèi)部呈圓弧狀產(chǎn)生滑塌，邊坡高度5.50m，采用1：1.50坡率放坡；坡面噴射M30砂漿護(hù)面，噴射砂漿厚度為80mm。（3）西側(cè)fg段基坑邊坡為土質(zhì)邊坡，邊坡高度5.50m，易沿土體內(nèi)部呈圓弧狀滑動(dòng)破壞，邊坡與坡頂DN1200管線距離較近，采用抗滑樁支護(hù)，抗滑樁編號(hào)B1#-B15#，抗滑樁樁徑1.5m,樁間距4.0m，共15根，樁長(zhǎng)9.2~11.30m,樁深入車(chē)庫(kù)底板下不小于4.6m。樁間設(shè)置200mm厚樁間擋板，樁頂設(shè)置1.5m*0.8m的連梁。（4）西側(cè)ag段基坑邊坡，為順向巖質(zhì)邊坡，邊坡傾向與L1裂隙、巖層面同向，對(duì)邊坡穩(wěn)定性影響不利；巖層層面傾角26°，邊坡巖體類(lèi)型為IV類(lèi)，等效內(nèi)摩擦角取50°，巖體破裂角取60.5°?？紤]該段基坑邊坡為巖質(zhì)順向邊坡，且與坡頂DN1200管線距離較近，該段基坑邊坡采用抗滑樁支護(hù)，邊坡高度5.5~6.5m，抗滑樁編號(hào)A1#-A17#，抗滑樁樁徑1.3m,樁間距4.5m，共17根，樁長(zhǎng)8.70m,樁深入車(chē)庫(kù)底板下不小于4.1m。樁間設(shè)置200mm樁間擋板，樁頂設(shè)置1.3m*0.8m的連梁。（5）在距離坡頂5m處及坡腳處修建截排水溝，過(guò)水?dāng)嗝鏋?0cm×50cm。5邊坡支護(hù)設(shè)計(jì)計(jì)算5.1、ag段2剖面抗滑樁支護(hù)該段為巖質(zhì)邊坡，邊坡與L1裂隙、巖層面同向，對(duì)邊坡穩(wěn)定性影響不利，邊坡為順向坡，L1裂隙、巖層層面為外傾結(jié)構(gòu)面，根據(jù)《勘察報(bào)告》的巖土參數(shù)，分別驗(yàn)算邊坡沿L1裂隙、巖層層面的平面滑動(dòng)穩(wěn)定性，如表5.1-1，安全系數(shù)>1.20，邊坡不易沿L1裂隙、巖層層面產(chǎn)生平面滑動(dòng)。表5.1-1L1裂隙、巖層層面的平面滑動(dòng)穩(wěn)定計(jì)算表計(jì)算項(xiàng)目重度邊坡高度滑面傾角內(nèi)摩擦角內(nèi)聚力塊體重量下滑力抗滑力穩(wěn)定系數(shù)KN/m3m°°kPakNkN/mkN/m沿L1裂隙24.86.1631850235.097209.47376.991.800沿巖層層面24.86.1261530946.018414.71645.291.556在考慮裂隙水壓力的作用下，驗(yàn)算邊坡沿巖層層面的平面滑動(dòng)穩(wěn)定性，如表5.1-2，在1倍坡高，考慮65%裂隙水壓下情況下，穩(wěn)定系數(shù)最小為1.02，剩余下滑力最大為283.0-287.2/1.25=53.24kN/m。表5.1-2考慮裂隙水壓力的巖層層面的平面滑動(dòng)穩(wěn)定計(jì)算表根據(jù)《建筑邊坡工程技術(shù)規(guī)范》6.3.3章節(jié)，該段邊坡存在外傾結(jié)構(gòu)面，側(cè)向巖壓力應(yīng)分別以外傾結(jié)構(gòu)面的參數(shù)計(jì)算和以巖體等效內(nèi)摩擦角按側(cè)向土壓力方法計(jì)算側(cè)向巖石壓力，取兩種結(jié)果的較大值。根據(jù)《建筑邊坡工程技術(shù)規(guī)范》(GB50330-2013)6.3.1條、6.3.1條，計(jì)算主動(dòng)巖土壓力：表5.1-2按L1裂隙外傾結(jié)構(gòu)面的巖質(zhì)邊坡側(cè)向巖石壓力計(jì)算表表5.1-3按巖層層面外傾結(jié)構(gòu)面的巖質(zhì)邊坡側(cè)向巖石壓力計(jì)算表根據(jù)《建筑邊坡工程技術(shù)規(guī)范》(GB50330-2013)6.2.3條，計(jì)算主動(dòng)巖土壓力：表5.1-4按等效內(nèi)摩擦角的邊坡側(cè)向巖石壓力計(jì)算表巖土主動(dòng)壓力E=63.46×β1×1.15=105.8kN/m抗滑動(dòng)樁驗(yàn)算計(jì)算項(xiàng)目：抗滑樁6原始條件:墻身尺寸:樁總長(zhǎng):9.500(m)嵌入深度:4.100(m)截面形狀:圓樁樁徑:1.300(m)樁間距:4.500(m)嵌入段土層數(shù):1樁底支承條件:自由計(jì)算方法:K法土層序號(hào)土層厚(m)重度(kN/m3)內(nèi)摩擦角(度)土摩阻力(kPa)K(MN/m3)被動(dòng)土壓力調(diào)整系數(shù)110.00024.80031.001.0065.0001.000樁前滑動(dòng)土層厚:0.000(m)錨桿（索）參數(shù):錨桿道數(shù):0錨桿號(hào)錨桿類(lèi)型豎向間距水平剛度入射角錨固體水平預(yù)加筋漿強(qiáng)度(m)(MN/m)(度)直徑(mm)力(kN)fb(kPa)物理參數(shù):樁混凝土強(qiáng)度等級(jí):C30樁縱筋合力點(diǎn)到外皮距離:80(mm)樁縱筋級(jí)別:HRB400樁箍筋級(jí)別:HRB400樁箍筋間距:200(mm)樁配筋形式:縱筋均勻配筋場(chǎng)地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:35.000(度)墻背與墻后填土摩擦角:18.000(度)墻后填土容重:20.000(kN/m3)橫坡角以上填土的土摩阻力(kPa):120.00橫坡角以下填土的土摩阻力(kPa):120.00坡線與滑坡推力:坡面線段數(shù):1折線序號(hào)水平投影長(zhǎng)(m)豎向投影長(zhǎng)(m)15.0000.000地面橫坡角度:0.000(度)墻頂標(biāo)高:0.000(m)參數(shù)名稱(chēng)參數(shù)值推力分布類(lèi)型三角形樁后剩余下滑力水平分力105.800(kN/m)樁前剩余抗滑力水平分力0.000(kN/m)鋼筋混凝土配筋計(jì)算依據(jù)：《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-2010)注意：內(nèi)力計(jì)算時(shí)，滑坡推力、庫(kù)侖土壓力分項(xiàng)(安全)系數(shù)=1.300=====================================================================第1種情況:滑坡推力作用情況[樁身所受推力計(jì)算]假定荷載三角形分布:樁后:上部=0.000(kN/m)下部=176.333(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長(zhǎng)度=0.000(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:K法 背側(cè)——為擋土側(cè)；面?zhèn)取獮榉菗跬羵?cè)。背側(cè)最大彎矩=1315.392(kN-m)距離樁頂6.181(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=618.930(kN)距離樁頂5.400(m)最大位移=29(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)10.0000.0000.000-28.700.00020.1930.051-0.789-27.940.00030.3860.406-3.158-27.180.00040.5791.370-7.105-26.410.00050.7713.248-12.631-25.650.00060.9646.344-19.736-24.890.00071.15710.962-28.420-24.130.00081.35017.407-38.683-23.360.00091.54325.984-50.525-22.600.000101.73636.997-63.946-21.840.000111.92950.750-78.945-21.080.000122.12167.549-95.524-20.320.000132.31487.697-113.681-19.560.000142.507111.499-133.417-18.800.000152.700139.259-154.732-18.040.000162.893171.283-177.627-17.280.000173.086207.874-202.100-16.520.000183.279249.337-228.152-15.770.000193.471295.977-255.782-15.020.000203.664348.097-284.992-14.270.000213.857406.004-315.781-13.520.000224.050470.000-348.148-12.780.000234.243540.391-382.094-12.040.000244.436617.481-417.620-11.310.000254.629701.574-454.724-10.580.000264.821792.976-493.407-9.860.000275.014891.990-533.669-9.140.000285.207998.921-575.510-8.440.000295.4001114.074-618.930-7.74-253.029305.5951215.069-424.810-7.04-457.677315.7901279.952-248.853-6.36-413.094325.9861312.240-90.761-5.68-369.262336.1811315.39249.773-5.02-326.201346.3761292.805173.059-4.37-283.911356.5711247.817279.408-3.73-242.381366.7671183.703369.120-3.10-201.585376.9621103.684442.486-2.48-161.484387.1571010.923499.777-1.88-122.032397.352908.534541.243-1.28-83.174407.548799.581567.113-0.69-44.851417.743687.089577.591-0.11-6.999427.938574.045572.8520.4730.448438.133463.404553.0481.0467.558448.329358.093518.3021.61104.393458.524261.020468.7112.17141.017468.719175.073404.3512.73177.486478.914103.130325.2733.29213.851489.11048.061231.5113.85250.153499.30512.731123.0844.41286.425509.5000.00032.6034.96322.687(二)樁身配筋計(jì)算點(diǎn)號(hào)距頂距離 全部縱筋箍筋(m)(mm2)(mm2)10.000730021820.193730021830.386730021840.579730021850.771730021860.964730021871.157730021881.350730021891.5437300218101.7367300218111.9297300218122.1217300218132.3147300218142.5077300218152.7007300218162.8937300218173.0867300218183.2797300218193.4717300218203.6647300218213.8577300218224.0507300218234.2437300218244.4367300218254.6297300218264.8217300218275.0147300218285.2077300218295.4007300218305.5957300218315.7907300218325.9867300218336.1817300218346.3767300218356.5717300218366.7677300218376.9627300218387.1577300218397.3527300218407.5487300218417.7437300218427.9387300218438.1337300218448.3297300218458.5247300218468.7197300218478.9147300218489.1107300218499.3057300218509.5007300218=====================================================================第2種情況:庫(kù)侖土壓力(一般情況)[土壓力計(jì)算]計(jì)算高度為5.400(m)處的庫(kù)侖主動(dòng)土壓力第1破裂角：30.330(度)Ea=71.693Ex=68.184Ey=22.154(kN)作用點(diǎn)高度Zy=1.800(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:K法 背側(cè)——為擋土側(cè)；面?zhèn)取獮榉菗跬羵?cè)。背側(cè)最大彎矩=847.722(kN-m)距離樁頂6.181(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=398.878(kN)距離樁頂5.400(m)最大位移=18(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)10.0000.0000.000-18.500.00020.1930.033-0.509-18.000.00030.3860.262-2.035-17.510.00040.5790.883-4.579-17.020.00050.7712.093-8.140-16.530.00060.9644.088-12.719-16.040.00071.1577.065-18.316-15.550.00081.35011.218-24.930-15.060.00091.54316.746-32.561-14.570.000101.73623.843-41.211-14.070.000111.92932.707-50.877-13.580.000122.12143.533-61.561-13.090.000132.31456.517-73.263-12.600.000142.50771.857-85.983-12.110.000152.70089.747-99.719-11.620.000162.893110.385-114.474-11.140.000173.086133.967-130.246-10.650.000183.279160.688-147.035-10.160.000193.471190.746-164.842-9.680.000203.664224.336-183.667-9.200.000213.857261.654-203.509-8.720.000224.050302.898-224.369-8.240.000234.243348.262-246.246-7.760.000244.436397.944-269.141-7.290.000254.629452.139-293.053-6.820.000264.821511.044-317.983-6.350.000275.014574.855-343.930-5.890.000285.207643.768-370.895-5.440.000295.400717.979-398.878-4.99-163.068305.595783.067-273.775-4.54-294.956315.790824.882-160.376-4.10-266.224325.986845.690-58.492-3.66-237.976336.181847.72232.077-3.23-210.224346.376833.165111.530-2.81-182.970356.571804.172180.068-2.40-156.206366.767762.853237.884-2.00-129.914376.962711.284285.166-1.60-104.070387.157651.503322.087-1.21-78.645397.352585.516348.811-0.82-53.603407.548515.300365.483-0.44-28.905417.743442.804372.236-0.07-4.511427.938369.951369.1820.3019.623438.133298.647356.4190.6743.538448.329230.778334.0261.0467.278458.524168.217302.0671.4090.880468.719112.828260.5891.76114.383478.91466.464209.6262.12137.819489.11030.974149.2002.48161.214499.3058.20479.3232.84184.590509.5000.00021.0113.20207.960(二)樁身配筋計(jì)算點(diǎn)號(hào)距頂距離 全部縱筋箍筋(m)(mm2)(mm2)10.000730021820.193730021830.386730021840.579730021850.771730021860.964730021871.157730021881.350730021891.5437300218101.7367300218111.9297300218122.1217300218132.3147300218142.5077300218152.7007300218162.8937300218173.0867300218183.2797300218193.4717300218203.6647300218213.8577300218224.0507300218234.2437300218244.4367300218254.6297300218264.8217300218275.0147300218285.2077300218295.4007300218305.5957300218315.7907300218325.9867300218336.1817300218346.3767300218356.5717300218366.7677300218376.9627300218387.1577300218397.3527300218407.5487300218417.7437300218427.9387300218438.1337300218448.3297300218458.5247300218468.7197300218478.9147300218489.1107300218499.3057300218509.50073002185.2、ag段4剖面抗滑樁支護(hù)該段為土質(zhì)邊坡，巖土界線較陡，土體易沿巖土界面滑動(dòng)。采用拆線滑動(dòng)法驗(yàn)算，根據(jù)《勘察報(bào)告》巖土參數(shù)，計(jì)算4剖面JP1-JP6段土體沿巖土界面滑動(dòng)的產(chǎn)生的剩余下滑力，現(xiàn)狀填土的巖土界面抗剪強(qiáng)度值飽和狀態(tài)下：c取1kPa，φ取15°，計(jì)算邊坡土體沿巖土界面的剩余下滑力如下：在飽和狀態(tài)下拆線滑動(dòng)法整體穩(wěn)定系數(shù)為1.12，在抗滑樁支擋的E4位置，邊坡土體沿巖土界面的剩余下滑力為7.71kN/m。剩余下滑力小于ag段4剖面巖土主動(dòng)土壓力，采用同ag段4剖面的抗滑樁進(jìn)行支護(hù)，邊坡穩(wěn)定。5.3、gf段6剖面抗滑樁支護(hù)該段為土質(zhì)邊坡，挖方段土體主要為素填土，基巖面埋深大，開(kāi)挖后不會(huì)沿基巖面發(fā)生滑動(dòng)，易沿土體內(nèi)部呈圓弧狀產(chǎn)生滑動(dòng)。根據(jù)《建筑邊坡工程技術(shù)規(guī)范》(GB50330-2013)6.2.3條，計(jì)算主動(dòng)巖土壓力：用理正6.5自動(dòng)搜索危險(xiǎn)面，計(jì)算土體圓弧滑動(dòng)剩余最大下滑力：計(jì)算項(xiàng)目：等厚土層土坡穩(wěn)定計(jì)算1[計(jì)算簡(jiǎn)圖][控制參數(shù)]:采用規(guī)范: 通用方法計(jì)算目標(biāo): 安全系數(shù)計(jì)算滑裂面形狀:圓弧滑動(dòng)法不考慮地震[坡面信息]坡面線段數(shù)3坡面線號(hào)水平投影(m)豎直投影(m)超載數(shù)10.0005.000020.7500.500036.0000.0001超載1距離0.500(m)寬5.000(m)荷載(10.00--10.00kPa)270.00(度)[土層信息]上部土層數(shù)1層號(hào)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)110.00020.5001.000層號(hào)粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)13.00028.000層號(hào)十字板