江津區(qū)濱江新城滸溪公園滑坡工程施工圖設(shè)計(jì)計(jì)算書

PAGE江津區(qū)濱江新城滸溪公園滑坡工程施工圖設(shè)計(jì)計(jì)算書二〇二〇年十一月PAGE2PAGE8目錄一、工程概況 1三、設(shè)計(jì)標(biāo)準(zhǔn) 1四、設(shè)計(jì)參數(shù) 1五、邊坡方案 1六、邊坡穩(wěn)定性及支護(hù)結(jié)構(gòu)計(jì)算 21、樁板式擋墻計(jì)算 22、A型3m高衡重式擋墻驗(yàn)算 73、A型4m高衡重式擋墻驗(yàn)算 114、A型5m高衡重式擋墻驗(yàn)算 145、B型3m高衡重式擋墻驗(yàn)算 175、B型4m高衡重式擋墻驗(yàn)算 205、B型5m高衡重式擋墻驗(yàn)算 235、B型6m高衡重式擋墻驗(yàn)算 27一、工程概況受重慶市江津區(qū)濱江新城開發(fā)建設(shè)有限公司委托，我院承擔(dān)江津區(qū)江津區(qū)濱江新城滸溪公園滑坡工程設(shè)計(jì)任務(wù)，場(chǎng)地位于長(zhǎng)江北岸，地處重慶市江津區(qū)濱江新城，江津城區(qū)北部，幾江長(zhǎng)江大橋北橋頭西側(cè)。區(qū)內(nèi)南北大道、濱州東路，等城市主干道通過該區(qū)域，由幾江長(zhǎng)江大橋等銜接，可直通現(xiàn)場(chǎng)，交通較便利。擬建工程主要包括滸溪公園滑坡治理工程。滑坡區(qū)后部為于在建重慶市江津區(qū)濱江新城乾和新天場(chǎng)地，中后部為荷花路填方路基及其支擋結(jié)構(gòu)，中前部為滸溪公園擬建場(chǎng)地。2015年，業(yè)主委托重慶市勘測(cè)院對(duì)現(xiàn)滑坡區(qū)中后部道路進(jìn)行勘察；2017年，業(yè)主委托重慶長(zhǎng)江勘測(cè)設(shè)計(jì)院有限公司對(duì)現(xiàn)滑坡區(qū)后部江津區(qū)濱江新城乾和新天場(chǎng)地進(jìn)行勘察；2017年，由于現(xiàn)滑坡區(qū)中后部路基填方過程中出現(xiàn)開裂及鼓脹變形（歷史變形區(qū)一），業(yè)主委托重慶市勘測(cè)院對(duì)現(xiàn)滑坡區(qū)弱變形區(qū)內(nèi)的歷史變形區(qū)一進(jìn)行勘察；2018年，業(yè)主委托重慶北方地質(zhì)工程勘察有限公司對(duì)現(xiàn)滑坡區(qū)弱變形區(qū)前部滸溪公園水壩部分進(jìn)行勘察；2018年業(yè)主委托四川自力建筑勘測(cè)設(shè)計(jì)有限公司對(duì)現(xiàn)前部滸溪公園各工點(diǎn)進(jìn)行勘察；本次滑坡變形后，業(yè)主委托重慶市高新工程勘察設(shè)計(jì)院有限公司對(duì)滑坡區(qū)開展了變形監(jiān)測(cè)工作及勘察工作。邊坡安全等級(jí)為一級(jí)。場(chǎng)地內(nèi)人工填土4.7～23.1m，粉質(zhì)粘土厚度0.40～8.20m，下覆侏羅系中統(tǒng)遂寧組泥巖、砂巖。二、計(jì)算依據(jù)1.江津區(qū)滸溪公園滑坡治理應(yīng)急搶險(xiǎn)工程勘察報(bào)告。2.業(yè)主提供場(chǎng)地平面圖、主體建筑圖、道路線路圖。3.關(guān)于進(jìn)一步加強(qiáng)全市高切坡、深基坑和高填方項(xiàng)目勘察設(shè)計(jì)管理的意見【渝建發(fā)[2010]166號(hào)】4.《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）5.《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》2015年版（GB50010-2010）6.《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》(GB50007-2011)7.《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-20128.《建筑邊坡工程施工質(zhì)量驗(yàn)收規(guī)范》DBJ/T50-100-2010。三、設(shè)計(jì)標(biāo)準(zhǔn)1、邊坡安全等級(jí)為一級(jí)；2、邊坡使用年限50年。四、設(shè)計(jì)參數(shù)土體重度:類別天然飽和人工填土(路基填土)20*20.5*粉質(zhì)粘土19.419.9土的強(qiáng)度參數(shù)見下表。強(qiáng)度參數(shù)綜合取值類別項(xiàng)目cφ人工填土（路基填土）天然528飽和322粉質(zhì)粘土天然28.5612.45飽和20.048.8素填土土體天然綜合內(nèi)摩擦角取30°，水平抗力系數(shù)比例系數(shù)取6MN/m4。泥巖（J2sn-Ms）：飽和單軸抗壓強(qiáng)度標(biāo)準(zhǔn)值為4.67MPa，天然單軸抗壓強(qiáng)度標(biāo)準(zhǔn)值為7.42MPa。（2）參照《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）附錄G結(jié)合工程經(jīng)驗(yàn)，地基彈性抗力系數(shù)K值取值如下：中等風(fēng)化砂巖取240×MN/m3；中等風(fēng)化泥巖取60MN/m3。五、邊坡方案本工程采用動(dòng)態(tài)設(shè)計(jì)，信息施工法。本次設(shè)計(jì)采用抗滑樁、旋噴地基處理、坡率法，具體形式及位置說明如下。5.1.1、1-1剖面附近采用現(xiàn)狀地形坡率，具體參剖面要求控制，坡頂根據(jù)場(chǎng)已采取部分卸載，坡面按公園景觀設(shè)計(jì)綠化。5.1.2、2-2~5-5剖面坡頂?shù)缆芬巡糠中遁d，道路外邊至原支擋結(jié)構(gòu)處按1：:1.75放坡繼續(xù)卸載，對(duì)原有支擋結(jié)構(gòu)前局部土體采用旋噴樁加固至強(qiáng)風(fēng)化層以下1.5m，支擋結(jié)構(gòu)前方坡體按公園規(guī)劃坡形，坡面按公園景觀設(shè)計(jì)綠化。5.1.3、6-6~7-7剖面坡頂?shù)缆芬巡糠中遁d，道路外邊至原支擋結(jié)構(gòu)處按1：:1.75放坡繼續(xù)卸載，對(duì)原有支擋結(jié)構(gòu)前局部土體采用旋噴樁加固至強(qiáng)風(fēng)化層以下1.5m，支擋結(jié)構(gòu)前方坡體按公園規(guī)劃坡形，對(duì)原有河道邊土體采用碎石土換填處理，坡面按公園景觀設(shè)計(jì)綠化。5.1.4、9-9~10-10剖面坡頂?shù)缆芬巡糠中遁d，道路外邊至原支擋結(jié)構(gòu)處按1:2放坡繼續(xù)卸載，在原有重力式擋墻前設(shè)抗滑樁支護(hù)，抗滑樁界面尺寸及間距詳平面圖、剖面圖，支擋結(jié)構(gòu)前方坡體按公園規(guī)劃坡形，，坡面按公園景觀設(shè)計(jì)綠化。5.1.3、其他1）坡頂按道路設(shè)計(jì)、滸溪公園設(shè)計(jì)設(shè)置防護(hù)措施。2）坡頂利用道路截排水系統(tǒng)、道路路基及面層對(duì)邊坡頂部封閉并截水；坡體上結(jié)合公園截排水系統(tǒng)設(shè)置排水措施；原支護(hù)結(jié)構(gòu)前坡體上每30~40m設(shè)置排水盲溝引入坡腳河道（未來人工湖）。。六、邊坡穩(wěn)定性及支護(hù)結(jié)構(gòu)計(jì)算1、抗滑樁計(jì)算抗滑動(dòng)樁驗(yàn)算計(jì)算項(xiàng)目：抗滑樁1原始條件:墻身尺寸:樁總長(zhǎng):12.000(m)嵌入深度:7.000(m)截面形狀:圓樁樁徑:1.400(m)樁間距:3.000(m)嵌入段土層數(shù):2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)12.00025.00045.00120.0040.0001.000250.00025.00055.00120.0060.0001.000樁前滑動(dòng)土層厚:5.000(m)錨桿（索）參數(shù):錨桿道數(shù):0錨桿號(hào)錨桿類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:35(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:30.000(度)墻背與墻后填土摩擦角:15.000(度)墻后填土容重:20.350(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)110.0000.000地面橫坡角度:0.000(度)墻頂標(biāo)高:0.000(m)參數(shù)名稱參數(shù)值推力分布類型矩形樁后剩余下滑力水平分力660.000(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、庫侖土壓力分項(xiàng)(安全)系數(shù)=1.350=====================================================================第1種情況:滑坡推力作用情況[樁身所受推力計(jì)算]假定荷載矩形分布:樁后:上部=396.000(kN/m)下部=396.000(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長(zhǎng)度=5.000(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=8333.997(kN-m)距離樁頂6.448(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=2673.000(kN)距離樁頂5.000(m)最大位移=85(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-85.42-0.00020.25016.706-133.650-82.47-0.00030.50066.825-267.300-79.53-0.00040.750150.356-400.950-76.58-0.00051.000267.300-534.600-73.63-0.00061.250417.656-668.250-70.69-0.00071.500601.425-801.900-67.75-0.00081.750818.606-935.550-64.81-0.00092.0001069.200-1069.200-61.89-0.000102.2501353.206-1202.850-58.98-0.000112.5001670.625-1336.500-56.08-0.000122.7502021.456-1470.150-53.20-0.000133.0002405.700-1603.800-50.35-0.000143.2502823.356-1737.450-47.52-0.000153.5003274.425-1871.100-44.72-0.000163.7503758.906-2004.750-41.96-0.000174.0004276.800-2138.400-39.24-0.000184.2504828.106-2272.050-36.57-0.000194.5005412.825-2405.700-33.95-0.000204.7506030.956-2539.350-31.39-0.000215.0006682.500-2673.000-28.89-567.710225.2417254.984-2094.817-26.56-1062.202235.4837693.791-1564.604-24.29-971.688245.7248010.310-1080.758-22.11-884.335255.9668215.536-641.597-20.01-800.275266.2078320.047-245.384-17.99-719.592276.4488333.997109.655-16.06-642.330286.6908267.109425.305-14.21-568.496296.9318128.677703.346-12.45-498.063307.1727927.5631001.712-10.77-646.462317.4147645.0921313.805-9.18-550.719327.6557293.3131577.209-7.66-459.694337.8976883.6811794.328-6.22-373.170348.1386427.0861967.442-4.85-290.894358.3795933.8812098.694-3.54-212.586368.6215413.9242190.073-2.30-137.942378.8624876.6042243.406-1.11-66.642389.1034330.9002260.3500.031.645399.3453785.4012242.3881.1267.257409.5863248.3682190.8282.18130.528419.8282727.7602106.8033.20191.7904210.0692231.2911991.2774.19251.3644310.3101766.4541845.0515.16309.5564410.5521340.5751668.7706.11366.6534510.793960.8411462.9387.05422.9164611.034634.3291227.9277.98478.5804711.276368.048963.9988.90533.8464811.517168.951671.3169.81588.8784911.75943.965349.97010.73643.7975012.0000.00091.07011.64698.681(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)10.000846723520.250846723530.500846723540.750846723551.000846723561.250846723571.500846723581.750846723592.0008467235102.2508467235112.5008467235122.7509425235133.00011378235143.25013544235153.50015929243163.75018540309174.00021381376184.25024458442194.50027775508204.75031333574215.00035139641225.24138523354235.48341141235245.72443041235255.96644278235266.20744910235276.44844994235286.69044590235296.93143754235307.17242544235317.41440850235327.65538751235337.89736324235348.13833641291358.37930771356368.62127782401378.86224731428389.10321680436399.34518684427409.58615790402419.828130453604210.069104873034310.31084672354410.55284672354510.79384672354611.03484672354711.27684672354811.51784672354911.75984672355012.0008467235=====================================================================第2種情況:庫侖土壓力(一般情況)[土壓力計(jì)算]計(jì)算高度為5.000(m)處的庫侖主動(dòng)土壓力第1破裂角：33.138(度)Ea=76.673Ex=74.060Ey=19.844(kN)作用點(diǎn)高度Zy=1.667(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=702.400(kN-m)距離樁頂6.690(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=284.947(kN)距離樁頂5.000(m)最大位移=8(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-7.56-0.00020.2500.062-0.750-7.31-0.00030.5000.500-2.999-7.06-0.00040.7501.687-6.749-6.81-0.00051.0003.999-11.998-6.57-0.00061.2507.811-18.747-6.32-0.00071.50013.497-26.995-6.07-0.00081.75021.434-36.743-5.82-0.00092.00031.994-47.991-5.58-0.000102.25045.554-60.739-5.33-0.000112.50062.488-74.986-5.08-0.000122.75083.172-90.733-4.84-0.000133.000107.980-107.980-4.59-0.000143.250137.287-126.726-4.35-0.000153.500171.468-146.973-4.11-0.000163.750210.898-168.719-3.87-0.000174.000255.952-191.964-3.63-0.000184.250307.005-216.710-3.40-0.000194.500364.432-242.955-3.16-0.000204.750428.608-270.700-2.94-0.000215.000498.657-284.947-2.71-53.322225.241560.607-230.539-2.50-100.159235.483609.952-180.445-2.30-92.000245.724647.718-134.540-2.10-84.090255.966674.902-92.690-1.91-76.447266.207692.465-54.752-1.73-69.082276.448701.334-20.580-1.55-62.000286.690702.4009.975-1.38-55.208296.931696.51937.064-1.22-48.704307.172684.50866.374-1.06-63.730317.414664.47697.280-0.91-54.826327.655637.545123.651-0.77-46.332337.897604.782145.696-0.64-38.232348.138567.209163.615-0.51-30.505358.379525.796177.597-0.39-23.127368.621481.472187.816-0.27-16.075378.862435.126194.436-0.16-9.320389.103387.607197.604-0.05-2.833399.345339.731197.4530.063.414409.586292.284194.0990.169.451419.828246.028187.6450.2615.3074210.069201.697178.1770.3521.0114310.310160.011165.7680.4426.5904410.552121.671150.4760.5332.0704510.79387.368132.3460.6237.4754611.03457.780111.4130.7142.8254711.27633.58287.7000.8048.1384811.51715.44261.2220.8953.4304911.7594.02731.9880.9858.7125012.0000.0008.3411.0763.991(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)10.000846723520.250846723530.500846723540.750846723551.000846723561.250846723571.500846723581.750846723592.0008467235102.2508467235112.5008467235122.7508467235133.0008467235143.2508467235153.5008467235163.7508467235174.0008467235184.2508467235194.5008467235204.7508467235215.0008467235225.2418467235235.4838467235245.7248467235255.9668467235266.2078467235276.4488467235286.6908467235296.9318467235307.1728467235317.4148467235327.6558467235337.8978467235348.1388467235358.3798467235368.6218467235378.8628467235389.1038467235399.3458467235409.5868467235419.82884672354210.06984672354310.31084672354410.55284672354510.79384672354611.03484672354711.27684672354811.51784672354911.75984672355012.00084672352、填土邊坡穩(wěn)定性驗(yàn)算計(jì)算項(xiàng)目：樁頂回填土層穩(wěn)定性計(jì)算（一階）[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)2坡面線號(hào)水平投影(m)豎直投影(m)超載數(shù)120.00010.0000215.0000.0001超載1距離2.000(m)寬12.000(m)荷載(20.00--20.00kPa)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)120.00020.000120.000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)15.00028.000層號(hào)十字板?強(qiáng)度增十字板羲?強(qiáng)度增長(zhǎng)系(kPa)長(zhǎng)系數(shù)下值(kPa)數(shù)水下值1================================================================下部土層數(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)14.00020.000120.000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)15.00028.000層號(hào)十字板?強(qiáng)度增十字板羲?強(qiáng)度增長(zhǎng)系(kPa)長(zhǎng)系數(shù)下值(kPa)數(shù)水下值1不考慮水的作用[計(jì)算條件]圓弧穩(wěn)定分析方法:Bishop法土條重切向分力與滑動(dòng)方向反向時(shí):當(dāng)下滑力對(duì)待穩(wěn)定計(jì)算目標(biāo):自動(dòng)搜索最危險(xiǎn)滑裂面條分法的土條寬度:1.000(m)搜索時(shí)的圓心步長(zhǎng):1.000(m)搜索時(shí)的半徑步長(zhǎng):0.500(m)計(jì)算結(jié)果:[計(jì)算結(jié)果圖]最不利滑動(dòng)面:滑動(dòng)圓心=(-0.440,32.200)(m)滑動(dòng)半徑=32.203(m)滑動(dòng)安全系數(shù)=1.498起始x終止x?liCi謎條實(shí)重浮力地震力滲透力附加力X附加力Y下滑力抗滑力m鑙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)-0.0000.9521.6300.9535.00028.004.280.000.000.000.000.000.126.971.009690.000.000.9521.9053.3270.9545.00028.0012.560.000.000.000.000.000.7311.231.018910.000.001.9052.8575.0260.9565.00028.0020.310.000.000.000.000.001.7815.151.027250.000.002.8573.8106.7300.9595.00028.0027.510.000.000.000.000.003.2218.741.034700.000.003.8104.7628.4390.9635.00028.0034.160.000.000.000.000.005.0122.021.041260.000.004.7625.71410.1570.9685.00028.0040.260.000.000.000.000.007.1025.001.046920.000.005.7146.66711.8830.9735.00028.0045.800.000.000.000.000.009.4327.681.051660.000.006.6677.61913.6210.9805.00028.0050.760.000.000.000.000.0011.9530.081.055460.000.007.6198.57115.3710.9885.00028.0055.140.000.000.000.000.0014.6232.201.058310.000.008.5719.52417.1370.9975.00028.0058.920.000.000.000.000.0017.3634.041.060190.000.009.52410.47618.9191.0075.00028.0062.090.000.000.000.000.0020.1335.601.061060.000.0010.47611.42920.7211.0185.00028.0064.620.000.000.000.000.0022.8636.871.060900.000.0011.42912.38122.5441.0315.00028.0066.490.000.000.000.000.0025.4937.861.059670.000.0012.38113.33324.3921.0465.00028.0067.680.000.000.000.000.0027.9538.541.057320.000.0013.33314.28626.2671.0625.00028.0068.160.000.000.000.000.0030.1738.911.053820.000.0014.28615.23828.1731.0805.00028.0067.900.000.000.000.000.0032.0638.951.049110.000.0015.23816.19030.1131.1015.00028.0066.850.000.000.000.000.0033.5438.641.043110.000.0016.19017.14332.0931.1245.00028.0064.970.000.000.000.000.0034.5237.951.035760.000.0017.14318.09534.1161.1505.00028.0062.210.000.000.000.000.0034.8936.851.026980.000.0018.09519.04836.1901.1805.00028.0058.500.000.000.000.000.0034.5435.281.016640.000.0019.04820.00038.3191.2145.00028.0053.770.000.000.000.000.0033.3433.201.004640.000.0020.00020.96340.5261.2675.00028.0043.760.000.000.000.000.0028.4428.340.990750.000.0020.96321.92542.8211.3135.00028.0027.250.000.000.000.000.0018.5219.800.974740.000.0021.92522.88845.2041.3665.00028.009.330.000.000.000.0017.7619.2320.090.956460.000.00總的下滑力=467.017(kN)總的抗滑力=700.013(kN)土體部分下滑力=467.017(kN)土體部分抗滑力=700.013(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)計(jì)算項(xiàng)目：樁頂回填土層穩(wěn)定性計(jì)算（二階）[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)4坡面線號(hào)水平投影(m)豎直投影(m)超載數(shù)120.00010.000022.0000.0000312.0006.0000415.0000.0001超載1距離2.000(m)寬12.000(m)荷載(20.00--20.00kPa)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)120.00020.000120.000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)15.00028.000層號(hào)十字板?強(qiáng)度增十字板羲?強(qiáng)度增長(zhǎng)系(kPa)長(zhǎng)系數(shù)下值(kPa)數(shù)水下值1================================================================下部土層數(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)14.00020.000120.000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)15.00028.000層號(hào)十字板?強(qiáng)度增十字板羲?強(qiáng)度增長(zhǎng)系(kPa)長(zhǎng)系數(shù)下值(kPa)數(shù)水下值1不考慮水的作用[計(jì)算條件]圓弧穩(wěn)定分析方法:Bishop法土條重切向分力與滑動(dòng)方向反向時(shí):當(dāng)下滑力對(duì)待穩(wěn)定計(jì)算目標(biāo):自動(dòng)搜索最危險(xiǎn)滑裂面條分法的土條寬度:1.000(m)搜索時(shí)的圓心步長(zhǎng):1.000(m)搜索時(shí)的半徑步長(zhǎng):0.500(m)計(jì)算結(jié)果:[計(jì)算結(jié)果圖]最不利滑動(dòng)面:滑動(dòng)圓心=(-0.040,27.933)(m)滑動(dòng)半徑=27.933(m)滑動(dòng)安全系數(shù)=1.502起始x終止x?liCi謎條實(shí)重浮力地震力滲透力附加力X附加力Y下滑力抗滑力m鑙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)-0.0000.9521.0590.9535.00028.004.370.000.000.000.000.000.087.041.006370.000.000.9521.9053.0140.9545.00028.0012.790.000.000.000.000.000.6711.371.017220.000.001.9052.8574.9730.9565.00028.0020.600.000.000.000.000.001.7915.301.026910.000.002.8573.8106.9370.959