城區(qū)雨污分流治理及市政道路提檔升級工程（寶圣湖片區(qū)）結(jié)構(gòu)計算書

設(shè)計遵循的主要規(guī)范及標(biāo)準(zhǔn)《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）；《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009-2012)；《混凝土質(zhì)量控制標(biāo)準(zhǔn)》（GB50164—2011）；《混凝土結(jié)構(gòu)設(shè)計規(guī)范》（GB50010-2010）（2015年版）；《工程結(jié)構(gòu)通用規(guī)范》（GB55001-2021）；《建筑與市政工程抗震通用規(guī)范》（GB55002-2021）；《建筑與市政地基基礎(chǔ)通用規(guī)范》（GB55003-2021）；《建筑基坑支護技術(shù)規(guī)程》（JGJ120-2012）；《給水排水工程構(gòu)筑物結(jié)構(gòu)設(shè)計規(guī)范》（GB50069-2002）；《給水排水管道工程施工及驗收規(guī)范》（GB50268—2008）；本次設(shè)計基坑支護范圍本項目共設(shè)置2個調(diào)節(jié)池基坑，基坑具體布置詳見下表：表2-1長河溪1#調(diào)節(jié)池深基坑段落表基坑邊坡段落基坑邊坡類型坡向坡長/m最大坡高/m邊坡破壞破壞模式防護形式AB段巖土混合邊坡106°26.210.1圓弧滑移破壞+層面滑動排樁φ1.2m@2.5mBC段巖土混合邊坡16°9.210.1圓弧滑移破壞+裂隙滑動排樁φ1.2m@2.5mCD段巖土混合邊坡286°26.29.0圓弧滑移破壞排樁φ1.2m@2.5mDA段巖土混合邊坡196°9.29.0圓弧滑移破壞排樁φ1.2m@2.5m表2-2寶圣湖2#調(diào)節(jié)池基坑邊坡段落表基坑邊坡段落基坑邊坡類型坡向坡長/m最大坡高/m邊坡破壞破壞模式防護形式AB段巖土混合邊坡173°21.212.7圓弧滑移破壞咬合樁φ1.0m@1.5mBC段巖土混合邊坡83°6.210.7圓弧滑移破壞+層面滑動咬合樁φ1.0m@1.5mCD段巖土混合邊坡353°21.211.4圓弧滑移破壞+裂隙滑動咬合樁φ1.0m@1.5mDA段巖土混合邊坡263°6.212.7圓弧滑移破壞咬合樁φ1.0m@1.5m巖土設(shè)計參數(shù)巖土體物理力學(xué)參數(shù)根據(jù)試驗成果并結(jié)合地區(qū)經(jīng)驗，本次勘察巖土體物理力學(xué)參數(shù)建議值見表項目素填土砂巖泥巖頁巖備注(Q4ml）（J2S）（J2S）（J2x）重度（KN/m3）天然20.5*24.5*24.8*24.5*擋墻墻后填土重度20KN/m3，填土綜合內(nèi)摩擦角取30°；*為經(jīng)驗取值。飽和21.0*25.0*25.2*25.0*擋墻基底摩擦系數(shù)強風(fēng)化0.30.40.350.35中等風(fēng)化0.550.450.45巖石抗壓強度標(biāo)準(zhǔn)值天然（MPa）/見地勘報告表3.2-13飽和（MPa）/地基承載力特征值kPa/土體水平方向地基系數(shù)土（MN/m4）6///圍巖彈性抗力系數(shù)MPa/m/500*300*300*巖土體水平抗力地基系數(shù)MN/m3/見表3.2-14錨桿孔中M30砂漿與巖石間的極限粘結(jié)強度標(biāo)準(zhǔn)值kPa/巖土體抗剪強度天然C（KPa）5*1670310*320*飽和φ（°）25*35.3432*31*天然C（KPa）3*///飽和φ（°）20*///彈性模量MPa/3910.671027.481000*變形模量MPa/3318.78798.77800*泊松比//0.170.340.3*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,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18°，Ⅰ組裂隙裂隙面粘聚力標(biāo)準(zhǔn)值C取50KPa；Ⅱ組裂隙裂隙面內(nèi)摩擦角標(biāo)準(zhǔn)值：Φ取18°，Ⅱ組裂隙裂隙面粘聚力標(biāo)準(zhǔn)值：C=取50KPa。土巖界面（粉質(zhì)粘土）天然抗剪強度值：c取23kPa，φ取12°；飽和：c取15kPa，φ取10°；土巖界面（回填土材料為粉質(zhì)粘土夾泥巖碎塊石，且壓實系數(shù)不低于0.90）天然抗剪強度值：c取5kPa，φ取25°；飽和：c取3kPa，φ取20°。支護結(jié)構(gòu)計算設(shè)計標(biāo)準(zhǔn)①基坑安全等級：一級②基坑設(shè)計工作年限：2年③抗震設(shè)防烈度：6度（0.05g）。④設(shè)計荷載：地面車輛荷載20kpa，人行荷載4kpa本次邊坡設(shè)計遵循“安全、經(jīng)濟、實用”的指導(dǎo)思想，應(yīng)用工程地質(zhì)類比法，綜合經(jīng)濟性等因素確定基坑設(shè)計方案1#調(diào)節(jié)池1#調(diào)節(jié)池各段基坑為一級邊坡，按臨時邊坡設(shè)計，穩(wěn)定安全系數(shù)為1.25。由于本段基坑周邊無放坡條件，采用排樁進行垂直支護，排樁頂部巖土放坡坡率按填土1:1.50，粉質(zhì)粘土1:1.50，強風(fēng)化基巖1:1.0，中風(fēng)化基巖1：0.50執(zhí)行。排樁直徑φ1.2m，排樁間距2.5m，樁間采用8cm厚掛網(wǎng)噴砼封閉,坡頂坡底設(shè)置截、排水溝。經(jīng)驗算邊坡穩(wěn)定性滿足相關(guān)規(guī)范要求。其中AB段與BC段基坑邊坡最高，約為10.1m；AB段邊坡存在層面滑動的可能，BC段邊坡存在裂隙滑動的可能，本次選取AB段基坑1號、12號樁、BC段13號樁進行計算。4.2.1AB段基坑（1號樁）1號樁土層較厚，按沿巖土體內(nèi)部圓弧滑動進行主動土壓力計算：原始條件:墻身尺寸:樁總長(m)17.500嵌入深度(m)8.000截面形狀圓樁樁寬(m)樁高(m)樁徑(m)1.200樁間距(m)2.500擋土板的類型數(shù)(<=5)1嵌入段土層數(shù)(<=20)1樁底支承條件自由計算方法K法初始彈性系數(shù)A(MN/m3)初始彈性系數(shù)A1(MN/m3)板類板厚板寬板塊型號(m)(m)數(shù)10.1501.00010土層土層厚重度MCK序號(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)120.00025.0060.000物理參數(shù):樁混凝土強度等級C30樁縱筋合力點到外皮距離(mm)100樁縱筋級別HRB400樁箍筋級別HRB400樁箍筋間距(mm)200樁配筋形式縱筋非均勻配置樁拉區(qū)縱筋配筋范圍(度)90.000樁壓區(qū),拉區(qū)縱筋比0.500板混凝土強度等級C30板縱筋合力點到外皮距離(mm)45板縱筋級別HRB400場地環(huán)境一般地區(qū)墻后填土類型多層填土墻后第1層填土內(nèi)摩擦角(度)30.000墻后第1層填土粘聚力(kPa)0.000墻后第1層填土容重(kN/m3)20.000墻后第1層填土浮容重(kN/m3)墻背與墻后填土摩擦角(度)15.000地震烈度面?zhèn)鹊卣饎铀畨毫ο禂?shù)背側(cè)地震動水壓力系數(shù)地基土容重(kN/m3)20.000地基土浮容重(kN/m3)基底摩擦系數(shù)0.250地基浮力系數(shù)地基土類型土質(zhì)地基抗震基底容許偏心距墻身地震力調(diào)整系數(shù)地基土內(nèi)摩擦角(度)28.000地基土粘聚力(kPa)5.000地基強度與偏心距驗算時斜面長度作為基底寬墻后填土層參數(shù)：層層厚度容重浮容重粘聚力內(nèi)摩擦土壓力號(m)(kN/m3)(kN/m3)(kPa)角(度)調(diào)整系數(shù)16.80020.0009.0000.00030.0001.00021.10025.00025.0000.00045.0001.000310.00025.00025.0000.00055.0001.000土壓力計算：土壓力計算方法庫侖坡線土柱:參數(shù)名稱參數(shù)值坡面線段數(shù)1坡面起始是否低于墻頂否坡面起始距離(m)0.000地面橫坡角度(度)0.000填土對橫坡面的摩擦角(度)28.405擋墻分段長度(m)20.000坡面線段參數(shù):折線水平投豎向投坡線長坡線仰換算序號影長(m)影長(m)(m)角(度)土柱120.0000.00020.0000.0001換算土柱參數(shù):土柱距離(m)寬度(m)高度(m)序號1-10.00020.0001.000整體穩(wěn)定計算參數(shù)：是否計算整體穩(wěn)定是穩(wěn)定計算容許安全系數(shù)1.250穩(wěn)定計算目標(biāo)給定圓心、半徑計算安全系數(shù)圓心X坐標(biāo)(m)0.000圓心Y坐標(biāo)(m)0.000半徑(m)18.000條分法的土條寬度(m)1.000土條切向分力與滑動方向反向時當(dāng)下滑力對待鋼筋混凝土配筋計算依據(jù)：《混凝土結(jié)構(gòu)設(shè)計規(guī)范》(GB50010-2010)注意：內(nèi)力計算時，庫侖土壓力分項(安全)系數(shù)=1.485=====================================================================第1種情況:一般情況[土壓力計算]計算高度為9.500(m)處的庫侖主動土壓力第1破裂角：18.270(度)Ea=242.926(kN)Ex=234.648(kN)Ey=62.874(kN)作用點高度Zy=4.251(m)(一)樁身內(nèi)力計算計算方法: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=3365.438(kN-m)距離樁頂10.196(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=734.444(kN)距離樁頂9.500(m)樁頂位移=72(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-72-0.00020.3520.508-4.328-70-0.00030.7043.685-14.109-67-0.00041.05610.701-26.144-65-0.00051.40722.347-40.431-62-0.00061.75939.416-56.971-60-0.00072.11162.701-75.763-57-0.00082.46392.995-96.808-54-0.00092.815131.090-120.107-52-0.000103.167177.779-145.657-49-0.000113.519233.854-173.461-47-0.000123.870300.108-203.517-44-0.000134.222377.334-235.826-42-0.000144.574466.324-270.388-39-0.000154.926567.871-307.202-37-0.000165.278682.767-346.270-34-0.000175.630811.806-387.590-32-0.000185.981955.780-431.162-30-0.000196.3331115.481-476.988-27-0.000206.6851291.702-525.066-25-0.000217.0371483.886-563.890-23-0.000227.3891687.384-593.083-21-0.000237.7411901.416-623.774-18-0.000248.0932125.725-649.255-16-0.000258.4442357.653-669.220-14-0.000268.7962596.761-690.073-13-0.000279.1482843.364-711.815-11-0.000289.5003097.772-734.444-9-274.732299.8483287.039-384.770-8-462.8273010.1963365.438-94.275-6-380.7803110.5433352.622142.456-5-306.6983210.8913266.338330.902-4-240.5573311.2393122.430476.463-3-182.1573411.5872934.885584.353-2-131.1623511.9352715.923659.522-1-87.1323612.2832476.087706.589-1-49.5503712.6302224.383729.797-0-17.8493812.9781968.403732.99308.5663913.3261714.475719.609130.3014013.6741467.805692.661147.9584114.0221232.624654.756162.1204214.3701012.323608.108173.3474314.717809.592554.560182.1604415.065626.541495.607189.0414515.413464.821432.431294.4244615.761325.720365.932298.6934716.109210.260296.7622102.1794816.457119.277225.3672105.1544916.80453.483152.0242107.8375017.15213.52176.8812110.3825117.5000.00019.4362112.884(二)樁身配筋計算點號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)1-0.0001131226220120.3521131226220130.7041131226220141.0561131226220151.4071131226220161.7591131226220172.1111131226220182.4631131226220192.81511312262201103.16711312262201113.51911312262201123.87011312262201134.22211312262201144.57411312262201154.92611312262201165.27811312262201175.63011562312201185.98113662731201196.33315993197201206.68518573715201217.03721424283201227.38924444889201237.74127655529201248.09331036206201258.44434556909201268.79638207641201279.14842008400201289.50045949188201299.848488997792013010.1965012100242013110.543499299832013210.891485797142013311.239463292652013411.587434186822013511.935400380062013612.283363572712013712.630325265052013812.978286657312013913.326248549702014013.674211842362014114.022177135422014214.370144828962014314.717115323062014415.065113122622014515.413113122622014615.761113122622014716.109113122622014816.457113122622014916.804113122622015017.152113122622015117.50011312262201(三)整體穩(wěn)定驗算圓心:(0.00000,0.00000)半徑=18.00000(m)安全系數(shù)=2.055總的下滑力 =1819.206(kN)總的抗滑力 =3737.925(kN)土體部分下滑力 =1819.206(kN)土體部分抗滑力 =3737.925(kN)筋帶的抗滑力 =0.000(kN) 整體穩(wěn)定驗算滿足:最小安全系數(shù)=2.055≥1.2504.2.2AB段基坑（12號樁）AB段基坑：AB段邊坡與①裂隙、②裂隙均大角度相交，對邊坡穩(wěn)定性影響小，層面與邊坡呈小角度相交，為順向坡，邊坡主要受層面控制，對邊坡穩(wěn)定性影響大，邊坡巖體等效內(nèi)摩擦角取55°，巖體破裂角取18°。(1)層面滑動下滑推力計算計算結(jié)果如下：取安全系數(shù)1.35*1.1=1.485的沿層面下滑推力為281.5kN/m。(2)圓弧滑動推力計算取安全系數(shù)1.485的圓弧滑動推力為146.96*1.485=218.24kN/m。經(jīng)計算，沿巖石層面滑動的下滑推力較大，巖土壓力按層面滑動進行計算：原始條件:墻身尺寸:樁總長:18.100(m)嵌入深度:8.000(m)截面形狀:圓樁樁徑:1.200(m)樁間距:2.500(m)嵌入段土層數(shù):1樁底支承條件:自由計算方法:K法土層序號土層厚(m)重度(kN/m3)內(nèi)摩擦角(度)土摩阻力(kPa)K(MN/m3)被動土壓力調(diào)整系數(shù)110.00025.20055.00120.0060.0008.000樁前滑動土層厚:0.000(m)錨桿（索）參數(shù):錨桿道數(shù):0錨桿號錨桿類型豎向間距水平剛度入射角錨固體水平預(yù)加筋漿強度(m)(MN/m)(度)直徑(mm)力(kN)fb(kPa)物理參數(shù):樁混凝土強度等級:C30樁縱筋合力點到外皮距離:35(mm)樁縱筋級別:HRB400樁箍筋級別:HRB335樁箍筋間距:200(mm)樁配筋形式:縱筋均勻配筋場地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:45.000(度)墻背與墻后填土摩擦角:15.000(度)墻后填土容重:21.000(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折線序號水平投影長(m)豎向投影長(m)120.0000.000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)值推力分布類型三角形樁后剩余下滑力水平分力281.500(kN/m)樁前剩余抗滑力水平分力0.000(kN/m)鋼筋混凝土配筋計算依據(jù)：《混凝土結(jié)構(gòu)設(shè)計規(guī)范》(GB50010-2010)注意：內(nèi)力計算時，滑坡推力、庫侖土壓力分項(安全)系數(shù)=1.485=====================================================================第1種情況:滑坡推力作用情況[樁身所受推力計算]假定荷載三角形分布:樁后:上部=0.000(kN/m)下部=139.356(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長度=0.000(m)(一)樁身內(nèi)力計算計算方法: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=2663.292(kN-m)距離樁頂11.191(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=703.750(kN)距離樁頂10.100(m)最大位移=61(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-60.68-0.00020.3740.120-0.965-58.57-0.00030.7480.963-3.861-56.47-0.00041.1223.250-8.688-54.36-0.00051.4967.704-15.446-52.26-0.00061.87015.047-24.134-50.15-0.00072.24426.000-34.753-48.05-0.00082.61941.288-47.303-45.95-0.00092.99361.631-61.783-43.85-0.000103.36787.752-78.194-41.75-0.000113.741120.373-96.536-39.66-0.000124.115160.216-116.809-37.57-0.000134.489208.004-139.012-35.49-0.000144.863264.458-163.146-33.42-0.000155.237330.302-189.211-31.36-0.000165.611406.257-217.207-29.32-0.000175.985493.046-247.133-27.30-0.000186.359591.390-278.990-25.29-0.000196.733702.012-312.778-23.32-0.000207.107825.635-348.496-21.38-0.000217.481962.980-386.145-19.47-0.000227.8561114.770-425.725-17.61-0.000238.2301281.727-467.236-15.80-0.000248.6041464.572-510.677-14.05-0.000258.9781664.030-556.049-12.37-0.000269.3521880.820-603.352-10.76-0.000279.7262115.667-652.586-9.24-0.0002810.1002369.292-703.750-7.82-231.1372910.4642563.816-393.796-6.53-392.0763010.8272655.689-136.779-5.36-321.8603111.1912663.29272.153-4.31-258.5073211.5552603.214237.952-3.37-202.0453311.9182490.237365.524-2.54-152.3243412.2822337.378459.621-1.82-109.0553512.6452155.967524.746-1.20-71.8473613.0091955.745565.095-0.67-40.2333713.3731744.989584.509-0.23-13.6953813.7361530.647586.4470.148.3103914.1001318.482573.9740.4426.3384014.4641113.212549.7550.6840.9374114.827918.660516.0680.8852.6394215.191737.890474.8171.0361.9484315.555573.338427.5561.1669.3334415.918426.939375.5171.2575.2204516.282300.235319.6421.3379.9904616.645194.473260.6161.4083.9704717.009110.696198.9101.4687.4364817.37349.811134.8151.5190.6044917.73612.64868.4901.5693.6335018.1000.00017.3911.6196.618(二)樁身配筋計算點號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)10.0001131226220120.3741131226220130.7481131226220141.1221131226220151.4961131226220161.8701131226220172.2441131226220182.6191131226220192.99311312262201103.36711312262201113.74111312262201124.11511312262201134.48911312262201144.86311312262201155.23711312262201165.61111312262201175.98511312262201186.35911312262201196.73311312262201207.10711762353201217.48113762751201227.85615983195201238.23018433686201248.60421134226201258.97824104819201269.35227345468201279.726308761752012810.100347369452012910.464377075392013010.827391178212013111.191392278442013211.555383076602013311.918365773142013412.282342468472013512.645314862972013613.009284656922013713.373253050602013813.736221144222013914.100189737932014014.464159531902014114.827131126222014215.191113122622014315.555113122622014415.918113122622014516.282113122622014616.645113122622014717.009113122622014817.373113122622014917.736113122622015018.10011312262201=====================================================================第2種情況:一般情況[土壓力計算]計算高度為10.100(m)處的庫侖主動土壓力第1破裂角：18.270(度)Ea=147.389(kN)Ex=142.367(kN)Ey=38.147(kN)作用點高度Zy=3.969(m)(一)樁身內(nèi)力計算計算方法: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=2303.024(kN-m)距離樁頂10.827(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=529.896(kN)距離樁頂10.100(m)樁頂位移=54(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-54-0.00020.3740.569-4.567-52-0.00030.7484.141-14.944-50-0.00041.12212.060-27.807-48-0.00051.49625.255-43.158-46-0.00061.87044.658-60.994-44-0.00072.24470.423-75.101-42-0.00082.619100.299-84.830-40-0.00092.993134.037-95.753-38-0.000103.367172.085-107.868-36-0.000113.741214.887-121.176-34-0.000124.115262.891-135.676-32-0.000134.489316.542-151.369-31-0.000144.863376.286-168.255-29-0.000155.237442.570-186.334-27-0.000165.611515.840-205.606-25-0.000175.985596.542-226.070-23-0.000186.359685.123-247.727-22-0.000196.733782.027-270.576-20-0.000207.107887.703-294.619-18-0.000217.4811002.594-319.854-16-0.000227.8561127.149-346.282-15-0.000238.2301261.813-373.902-13-0.000248.6041407.032-402.716-12-0.000258.9781563.253-432.722-10-0.000269.3521730.921-463.920-9-0.000279.7261910.482-496.312-8-0.0002810.1002102.384-529.896-6-189.8562910.4642244.652-275.880-5-320.4393010.8272303.024-66.378-4-261.5103111.1912292.927102.839-3-208.5363211.5552228.232236.050-3-161.4953311.9182121.254337.470-2-120.2263412.2821982.800411.155-1-84.4543512.6451822.233460.935-1-53.8253613.0091647.574490.365-0-27.9243713.3731465.604502.685-0-6.3003813.7361281.985500.807011.5173914.1001101.381487.301026.0014014.464927.584464.397137.6214114.827763.637433.996146.8264215.191611.951397.683154.0424315.555474.413356.750159.6624415.918352.496312.216164.0434516.282247.347264.860167.5014616.645159.871215.249170.3084717.00990.802163.769172.6924817.37340.766110.661174.8314917.73610.32256.053176.8575018.1000.00014.192178.847(二)樁身配筋計算點號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)1-0.0001131226220120.3741131226220130.7481131226220141.1221131226220151.4961131226220161.8701131226220172.2441131226220182.6191131226220192.99311312262201103.36711312262201113.74111312262201124.11511312262201134.48911312262201144.86311312262201155.23711312262201165.61111312262201175.98511312262201186.35911312262201196.73311312262201207.10712662532201217.48114332867201227.85616163231201238.23018133627201248.60420284056201258.97822594519201269.35225095019201279.726277855572012810.100306761352012910.464328365662013010.827337267442013111.191335667132013211.555325865152013311.918309661922013412.282288757742013512.645264652912013613.009238547702013713.373211442292013813.736184336872013914.100157831552014014.464132426492014114.827113122622014215.191113122622014315.555113122622014415.918113122622014516.282113122622014616.645113122622014717.009113122622014817.373113122622014917.736113122622015018.10011312262201(三)整體穩(wěn)定驗算圓心:(0.00000,0.00000)半徑=18.50000(m)安全系數(shù)=1.899總的下滑力 =2196.701(kN)總的抗滑力 =4171.455(kN)土體部分下滑力 =2196.701(kN)土體部分抗滑力 =4171.455(kN)筋帶的抗滑力 =0.000(kN) 整體穩(wěn)定驗算滿足:最小安全系數(shù)=1.899≥1.2504.2.3BC段基坑（13號樁）BC段基坑：BC段邊坡與層面、②裂隙均大角度相交，對邊坡穩(wěn)定性影響小，①裂隙與邊坡呈小角度相交，邊坡主要受巖①裂隙控制。(1)裂隙滑動下滑推力計算計算結(jié)果如下：取安全系數(shù)1.485的沿裂隙面下滑推力為283.99kN/m。(2)圓弧滑動推力計算取安全系數(shù)1.485的圓弧滑動推力為146.96*1.485=218.23kN/m；經(jīng)計算，沿裂隙滑動的下滑推力較大，按裂隙滑動進行計算。原始條件:墻身尺寸:樁總長:18.100(m)嵌入深度:8.000(m)截面形狀:圓樁樁徑:1.200(m)樁間距:2.500(m)嵌入段土層數(shù):1樁底支承條件:自由計算方法:K法土層序號土層厚(m)重度(kN/m3)內(nèi)摩擦角(度)土摩阻力(kPa)K(MN/m3)被動土壓力調(diào)整系數(shù)110.00025.20055.00120.0060.0008.000樁前滑動土層厚:0.000(m)錨桿（索）參數(shù):錨桿道數(shù):0錨桿號錨桿類型豎向間距水平剛度入射角錨固體水平預(yù)加筋漿強度(m)(MN/m)(度)直徑(mm)力(kN)fb(kPa)物理參數(shù):樁混凝土強度等級:C30樁縱筋合力點到外皮距離:35(mm)樁縱筋級別:HRB400樁箍筋級別:HRB335樁箍筋間距:200(mm)樁配筋形式:縱筋均勻配筋場地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:45.000(度)墻背與墻后填土摩擦角:15.000(度)墻后填土容重:21.000(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折線序號水平投影長(m)豎向投影長(m)120.0000.000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)值推力分布類型三角形樁后剩余下滑力水平分力284.000(kN/m)樁前剩余抗滑力水平分力0.000(kN/m)鋼筋混凝土配筋計算依據(jù)：《混凝土結(jié)構(gòu)設(shè)計規(guī)范》(GB50010-2010)注意：內(nèi)力計算時，滑坡推力、庫侖土壓力分項(安全)系數(shù)=1.485=====================================================================第1種情況:滑坡推力作用情況[樁身所受推力計算]假定荷載三角形分布:樁后:上部=0.000(kN/m)下部=140.594(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長度=0.000(m)(一)樁身內(nèi)力計算計算方法: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=2686.945(kN-m)距離樁頂11.191(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=710.000(kN)距離樁頂10.100(m)最大位移=61(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-61.21-0.00020.3740.121-0.974-59.09-0.0003