巖土工程計(jì)算書

目錄TOC\o"1-1"\h\z\u21741一、工程概況 一、工程概況本冊(cè)為本工程棄土場邊坡穩(wěn)定性計(jì)算書。二、設(shè)計(jì)依據(jù)區(qū)域內(nèi)1:500地形圖《鐘鶴村2號(hào)消納場工程地質(zhì)勘察報(bào)告（一次性勘察）（重慶中科勘測設(shè)計(jì)有限公司，2024.06）我單位完成的本項(xiàng)目場平方案成果項(xiàng)目周邊發(fā)件紅線片區(qū)相關(guān)管網(wǎng)物探資料地勘參數(shù)取自本項(xiàng)目審查通過地質(zhì)參數(shù)：本項(xiàng)目巖土力學(xué)參數(shù)節(jié)選自審查通過的地勘報(bào)告。根據(jù)地勘報(bào)告4.1節(jié)，本項(xiàng)目地質(zhì)參數(shù)如下：據(jù)試驗(yàn)成果統(tǒng)計(jì)分析，本次勘察結(jié)合野外鑒別及地區(qū)經(jīng)驗(yàn)，本工程場地設(shè)計(jì)所需的各巖土參數(shù)建議取值詳見下表。表4.1-1巖土體參數(shù)取值建議表序號(hào)項(xiàng)目單位素填土粉質(zhì)粘土（可塑狀）砂巖泥巖1重度天然kN/m320.5*19.425.0*25.3*飽和kN/m321.0*19.925.2*25.5*2抗壓強(qiáng)度標(biāo)準(zhǔn)值天然MPa//19.504.92飽和MPa//13.573.033巖土與錨固體極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值kPa/40*800*320*4巖土與擋墻基底間的摩擦系數(shù)強(qiáng)風(fēng)化//0.25*0.40*0.35*中等風(fēng)化0.45*0.40*5土體水平抗力系數(shù)的比例系數(shù)MN/m48*10*30*（強(qiáng)風(fēng)化）20*（強(qiáng)風(fēng)化）6巖體水平抗力系數(shù)MN/m3//260*55*7地基承載力特征值強(qiáng)風(fēng)化kPa/150*（可塑狀）400*200*中等風(fēng)化492417878巖土體抗剪強(qiáng)度天然ckPa5*21.841242276天然φ°30*11.1332.829.9飽和ckPa3*15.75//飽和φ°25*8.29//9巖體抗拉強(qiáng)度kPa//51412810樁的極限側(cè)阻力標(biāo)準(zhǔn)值qsikkPa25*40*160*（強(qiáng)風(fēng)化）140*（強(qiáng)風(fēng)化）11臨時(shí)邊坡坡率允許值(不受外傾結(jié)構(gòu)面控制時(shí))（H≤5.0m）1：1.51：1.51：1.5（強(qiáng)風(fēng)化）1：1.5（強(qiáng)風(fēng)化）1：0.75（中風(fēng)化）1：0.75（中風(fēng)化）注：1、帶*號(hào)為根據(jù)相關(guān)規(guī)范及地方經(jīng)驗(yàn)取值；2、泥巖屬于黏性巖，確保施工及使用期間不遭水浸泡時(shí)，取天然值；砂巖透水性強(qiáng)，在長時(shí)間暴雨工況下，砂巖巖體可以達(dá)到飽和狀態(tài)，故取飽和值。3、巖土與錨固體的極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值僅適用于初步設(shè)計(jì)，施工時(shí)應(yīng)通過試驗(yàn)檢驗(yàn)。4、表中未標(biāo)明風(fēng)化狀態(tài)巖體系指中等風(fēng)化巖體；巖體抗剪強(qiáng)度參數(shù)采用最小二乘法參數(shù)折減。5、表中巖質(zhì)邊坡放坡坡率建議值，是針對(duì)無外傾結(jié)構(gòu)面的邊坡，對(duì)于有外傾結(jié)構(gòu)面的巖質(zhì)邊坡，其放坡坡率不應(yīng)陡于外傾結(jié)構(gòu)面傾角。6、以上建議值是根據(jù)試驗(yàn)結(jié)果按規(guī)范要求、分地層統(tǒng)計(jì)而得，而巖土體不是均質(zhì)的，客觀上存在變異性，其物理力學(xué)性質(zhì)試驗(yàn)值與上述成果必然存在一定差異，在施工時(shí)，可能會(huì)出現(xiàn)巖石強(qiáng)度或低或高的情況，應(yīng)根據(jù)實(shí)際情況進(jìn)行調(diào)整。7、當(dāng)采用樁基礎(chǔ)時(shí)，樁穿越新近填土?xí)r應(yīng)考慮樁側(cè)填土沉降對(duì)樁基礎(chǔ)造成的影響。填土負(fù)摩阻力系數(shù)可取0.20。其他參數(shù)取值推薦：根據(jù)現(xiàn)場調(diào)查結(jié)構(gòu)面發(fā)育情況，結(jié)合地區(qū)經(jīng)驗(yàn),巖層層面內(nèi)摩擦角標(biāo)準(zhǔn)值φ取12°，巖層層面粘聚力標(biāo)準(zhǔn)值c取20kPa；Ⅰ組裂隙裂隙面內(nèi)摩擦角標(biāo)準(zhǔn)值φ取15°，Ⅰ組裂隙裂隙面粘聚力標(biāo)準(zhǔn)值c取35kPa；Ⅱ組裂隙裂隙面內(nèi)摩擦角標(biāo)準(zhǔn)值：φ取15°，Ⅱ組裂隙裂隙面粘聚力標(biāo)準(zhǔn)值：c=取35kPa。土巖界面（粉質(zhì)粘土）天然抗剪強(qiáng)度值：c取20kPa，φ取11°；飽和：c取13kPa，φ取8°；土巖界面（填土材料為粉質(zhì)粘土夾砂、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4kPa，φ取25°；飽和：c取3kPa，φ取20°。三、設(shè)計(jì)原則擋墻設(shè)計(jì)原則：（1）邊坡安全等級(jí)：一級(jí)（2）抗震設(shè)防烈度：6度（0.05g）（3）設(shè)計(jì)工作年限：不超過50年（4）設(shè)計(jì)荷載：坡頂活荷載20kpa四、計(jì)算遵循的主要規(guī)范《建筑邊坡工程技術(shù)規(guī)范》GB50330-2013《巖土錨桿與噴射混凝土支護(hù)工程技術(shù)規(guī)范》GB50086-2015?！痘炷两Y(jié)構(gòu)設(shè)計(jì)規(guī)范》GB50010-2010（2015年版）《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2012《建筑樁基技術(shù)規(guī)范》JGJ94-2008《建筑抗震設(shè)計(jì)規(guī)范》GB50011-2010（2016年版）《建筑基樁檢測技術(shù)規(guī)范》JGJ106-2014《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》GB50007-2011《混凝土結(jié)構(gòu)工程施工質(zhì)量驗(yàn)收規(guī)范》GB50204-2015《建筑邊坡工程檢測技術(shù)規(guī)范》DBJ/T50-137-2012《建筑邊坡工程施工質(zhì)量驗(yàn)收規(guī)范》DBJ/T50-100-2010《地質(zhì)災(zāi)害防治工程設(shè)計(jì)規(guī)范》DBJ50/T029-2019《建筑基坑支護(hù)技術(shù)規(guī)程》JGJ120-2012《建筑基坑工程監(jiān)測技術(shù)標(biāo)準(zhǔn)》GB50497-2019《建筑與市政工程抗震通用規(guī)范》GB55002-2021《混凝土結(jié)構(gòu)通用規(guī)范》GB55008-2021《建筑與市政地基基礎(chǔ)通用規(guī)范》GB55003-2021《工程結(jié)構(gòu)通用規(guī)范》GB55001-2021五、邊坡計(jì)算書5.1破壞模式分析根據(jù)地勘報(bào)告及本項(xiàng)目設(shè)計(jì)斷面，本項(xiàng)目的填土邊坡無沿著巖土分界線滑動(dòng)的可能性，邊坡穩(wěn)定性均受土體內(nèi)部圓弧滑動(dòng)破壞控制。5.2圓弧滑動(dòng)破壞計(jì)算書針對(duì)本項(xiàng)目最不利斷面，設(shè)計(jì)要求翻挖換填至巖層，計(jì)算書如下:計(jì)算項(xiàng)目：等厚土層土坡穩(wěn)定計(jì)算1[計(jì)算簡圖][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)6坡面線號(hào)水平投影(m)豎直投影(m)超載數(shù)117.6008.000022.0000.0000317.6008.000042.0000.0000517.6008.0000620.0000.0000[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)124.00020.000270.000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)13.00025.000層號(hào)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)2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)10.00120.000270.000240.00025.000120.000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)121.84011.1302500.00020.000層號(hào)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12不考慮水的作用[計(jì)算條件]圓弧穩(wěn)定分析方法:Bishop法穩(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:1.000(m)搜索時(shí)的半徑步長:2.000(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=(18.133,45.600)(m)滑動(dòng)半徑=45.033(m)滑動(dòng)安全系數(shù)=1.480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)5.3336.356-15.8371.0633.00025.007.710.000.000.000.000.00-2.117.610.876060.000.006.3567.378-14.4901.0563.00025.0022.880.000.000.000.000.00-5.7215.440.889360.000.007.3788.400-13.1501.0503.00025.0037.520.000.000.000.000.00-8.5422.790.902100.000.008.4009.422-11.8181.0443.00025.0051.650.000.000.000.000.00-10.5829.700.914280.000.009.42210.444-10.4921.0403.00025.0065.270.000.000.000.000.00-11.8936.180.925900.000.0010.44411.467-9.1721.0353.00025.0078.390.000.000.000.000.00-12.5042.280.936990.000.0011.46712.489-7.8571.0323.00025.0091.020.000.000.000.000.00-12.4448.030.947540.000.0012.48913.511-6.5461.0293.00025.00103.160.000.000.000.000.00-11.7653.440.957560.000.0013.51114.533-5.2381.0273.00025.00114.820.000.000.000.000.00-10.4858.530.967060.000.0014.53315.556-3.9331.0253.00025.00125.990.000.000.000.000.00-8.6463.330.976030.000.0015.55616.578-2.6311.0233.00025.00136.690.000.000.000.000.00-6.2767.860.984490.000.0016.57817.600-1.3291.0233.00025.00146.910.000.000.000.000.00-3.4172.120.992420.000.0017.60018.133-0.3390.5333.00025.0079.270.000.000.000.000.00-0.4738.640.998120.000.0018.13319.6000.9331.4673.00025.00217.690.000.000.000.000.003.55105.381.005000.000.0019.60020.5782.4890.9793.00025.00148.820.000.000.000.000.006.4671.421.012740.000.0020.57821.5563.7350.9803.00025.00156.470.000.000.000.000.0010.1974.531.018400.000.0021.55622.5334.9830.9823.00025.00163.710.000.000.000.000.0014.2277.451.023590.000.0022.53323.5116.2330.9843.00025.00170.520.000.000.000.000.0018.5180.181.028300.000.0023.51124.4897.4860.9863.00025.00176.910.000.000.000.000.0023.0582.741.032530.000.0024.48925.4678.7430.9893.00025.00182.880.000.000.000.000.0027.8085.121.036270.000.0025.46726.44410.0040.9933.00025.00188.410.000.000.000.000.0032.7387.341.039530.000.0026.44427.42211.2690.9973.00025.00193.510.000.000.000.000.0037.8289.391.042290.000.0027.42228.40012.5411.0023.00025.00198.170.000.000.000.000.0043.0391.281.044560.000.0028.40029.37813.8191.0073.00025.00202.380.000.000.000.000.0048.3493.001.046310.000.0029.37830.35615.1041.0133.00025.00206.150.000.000.000.000.0053.7194.561.047550.000.0030.35631.33316.3961.0193.00025.00209.440.000.000.000.000.0059.1295.961.048270.000.0031.33332.31117.6981.0263.00025.00212.270.000.000.000.000.0064.5397.211.048450.000.0032.31133.28919.0081.0343.00025.00214.620.000.000.000.000.0069.9098.291.048090.000.0033.28934.26720.3301.0433.00025.00216.470.000.000.000.000.0075.2199.201.047170.000.0034.26735.24421.6621.0523.00025.00217.820.000.000.000.000.0080.4199.941.045680.000.0035.24436.22223.0071.0623.00025.00218.660.000.000.000.000.0085.46100.511.043600.000.0036.22237.20024.3661.0733.00025.00218.960.000.000.000.000.0090.34100.911.040920.000.0037.20038.20025.7551.1103.00025.00219.120.000.000.000.000.0095.22101.371.037570.000.0038.20039.20027.1771.1243.00025.00209.170.000.000.000.000.0095.5497.281.033510.000.0039.20040.17828.6001.1143.00025.00198.640.000.000.000.000.0095.0992.881.028810.000.0040.17841.15630.0271.1293.00025.00196.590.000.000.000.000.0098.3792.441.023450.000.0041.15642.13331.4751.1463.00025.00193.900.000.000.000.000.00101.2491.761.017380.000.0042.13343.11132.9461.1653.00025.00190.540.000.000.000.000.00103.6290.831.010540.000.0043.11144.08934.4411.1863.00025.00186.480.000.000.000.000.00105.4789.631.002900.000.0044.08945.06735.9641.2083.00025.00181.680.000.000.000.000.00106.7088.150.994420.000.0045.06746.04437.5171.2333.00025.00176.090.000.000.000.000.00107.2486.340.985050.000.0046.04447.02239.1021.2603.00025.00169.670.000.000.000.000.00107.0184.180.974740.000.0047.02248.00040.7251.2903.00025.00162.370.000.000.000.000.00105.9381.630.963420.000.0048.00048.97842.3881.3243.00025.00154.100.000.000.000.000.00103.8978.650.951010.000.0048.97849.95644.0961.3623.00025.00144.800.000.000.000.000.00100.7675.160.937420.000.0049.95650.93345.8551.4043.00025.00134.380.000.000.000.000.0096.4371.100.922560.000.0050.93351.91147.6721.452