武隆縣長(zhǎng)壩鎮(zhèn)集鎮(zhèn)地質(zhì)災(zāi)害綜合治理工程廟堡滑坡初步設(shè)計(jì)計(jì)算書

重慶市武隆區(qū)長(zhǎng)壩鎮(zhèn)集鎮(zhèn)地質(zhì)災(zāi)害綜合治理工程廟堡滑坡初步設(shè)計(jì)計(jì)算書重慶市武隆區(qū)長(zhǎng)壩鎮(zhèn)集鎮(zhèn)地質(zhì)災(zāi)害綜合治理工程廟堡滑坡初步設(shè)計(jì)計(jì)算書目錄TOC\o"1-2"\h\z1.工程概況 12.設(shè)計(jì)依據(jù) 13.設(shè)計(jì)指標(biāo) 24.設(shè)計(jì)參數(shù) 25.滑坡計(jì)算 35.1穩(wěn)定性計(jì)算公式 35.2穩(wěn)定性及推力計(jì)算 55.3滑坡結(jié)構(gòu)計(jì)算 6附表1廟堡滑坡各剖面穩(wěn)定性及推力計(jì)算 251.工程概況重慶市武隆區(qū)長(zhǎng)壩鎮(zhèn)集鎮(zhèn)地質(zhì)災(zāi)害綜合治理工程廟堡滑坡位于武隆區(qū)長(zhǎng)壩鎮(zhèn)紅光村?；庐a(chǎn)生于2015年10月，土體出現(xiàn)拉裂變形現(xiàn)象，導(dǎo)致地面及民房出現(xiàn)拉裂縫，順著降雨，滑坡變形逐漸加劇，致使坡體變形破壞加劇，至今，滑坡仍處于蠕滑變形階段，安全儲(chǔ)備不足。自進(jìn)入2016年汛期以來，武隆地區(qū)普降暴雨，受暴雨侵襲，廟堡滑坡體出現(xiàn)多處地面沉降拉裂等變形破壞現(xiàn)象。為保護(hù)長(zhǎng)壩鎮(zhèn)居民的生命財(cái)產(chǎn)安全，保障當(dāng)?shù)亟?jīng)濟(jì)發(fā)展及維護(hù)社會(huì)的穩(wěn)定，受重慶市武隆區(qū)地質(zhì)環(huán)境監(jiān)測(cè)站委托，我隊(duì)承擔(dān)了武隆區(qū)長(zhǎng)壩鎮(zhèn)集鎮(zhèn)地質(zhì)災(zāi)害綜合治理工程廟堡滑坡施工圖設(shè)計(jì)的編制工作。2.設(shè)計(jì)依據(jù)1、《設(shè)計(jì)委托書》；2、《設(shè)計(jì)合同書》。3、《地質(zhì)災(zāi)害防治工程設(shè)計(jì)規(guī)范》DB50/5029-2004，重慶地標(biāo)；4、《重慶市武隆區(qū)長(zhǎng)壩鎮(zhèn)集鎮(zhèn)地質(zhì)災(zāi)害綜合治理工程（石壩滑坡、廟堡滑坡、茶田滑坡、燈盞灣滑坡、鷹咀巖危巖、上壩滑坡、二響坡滑坡）勘查報(bào)告》，重慶市地質(zhì)礦產(chǎn)勘查開發(fā)局南江水文地質(zhì)工程地質(zhì)隊(duì)，2019.7；5、《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》GB50010-2010；6、《建筑邊坡工程技術(shù)規(guī)范》GB50330-2013；7、《滑坡防治工程設(shè)計(jì)與施工技術(shù)規(guī)范》DZ/T0219-2006；8、《三峽庫區(qū)地質(zhì)災(zāi)害防治工程設(shè)計(jì)技術(shù)要求》三峽庫區(qū)地質(zhì)災(zāi)害防治工作指揮部，2012.07；9、《鐵路路基支擋結(jié)構(gòu)設(shè)計(jì)規(guī)范》TB10025-2006；3.設(shè)計(jì)指標(biāo)（1）地質(zhì)災(zāi)害等級(jí)劃分廟堡滑坡自2015年10月以來地表變形拉裂跡象不斷增加，且其危害性有逐年增大之趨勢(shì)。鑒于滑坡在暴雨或持續(xù)降雨情況下穩(wěn)定性差，如隨其繼續(xù)發(fā)展，若不對(duì)其加以治理，一旦整體下滑，將直接危及滑坡體（及影響區(qū)）居民8戶57人，房屋8棟3380m2，S411省道800m、下方工業(yè)園區(qū)等。該滑坡如果發(fā)生大規(guī)模滑塌破壞，將造成直接經(jīng)濟(jì)損失約800萬。依據(jù)重慶市地方標(biāo)準(zhǔn)《地質(zhì)災(zāi)害防治工程勘察規(guī)范》（DB50/143-2003）中4.2.2條地質(zhì)災(zāi)害危害對(duì)象重要性及損失大小劃分標(biāo)準(zhǔn)，地質(zhì)災(zāi)害防治工程等級(jí)劃分見表0.2-1；地質(zhì)災(zāi)害防治工程等級(jí)為Ⅱ級(jí)。設(shè)計(jì)荷載組合a,設(shè)計(jì)荷載（1）自重：滑坡體自重；（2）暴雨：降雨入滲形成的滑體重量增加；（3）地面荷載：土體一定范圍內(nèi)存在人與車的活動(dòng)及建筑物。 b,計(jì)算工況根據(jù)重慶市地質(zhì)災(zāi)害防治工程地質(zhì)勘察技術(shù)要求，采用以下兩種工況進(jìn)行滑坡穩(wěn)定性計(jì)算評(píng)價(jià)。天然狀態(tài)：自重+地表荷載；飽和狀態(tài)：自重+地表荷載+N年一遇暴雨?；碌姆乐喂こ痰燃?jí)均為二級(jí)，天然工況下安全系數(shù)取1.15，飽和工況下安全系數(shù)取1.15。4.設(shè)計(jì)參數(shù)以下參數(shù)取自《勘查報(bào)告》：表4-1廟堡滑坡巖土參數(shù)表巖土參數(shù)項(xiàng)目滑坡滑體土滑坡滑帶土強(qiáng)風(fēng)化泥巖滑床中等風(fēng)化泥巖碎塊石夾粉質(zhì)粘土(Q4col+dl)卵石土(Q4al+pl)天然重度(kN/m3)20.3025.0*25.521.021.5飽和重度(kN/m3)20.8022.022.5天然抗壓強(qiáng)度標(biāo)準(zhǔn)值(MPa)7.5飽和抗壓強(qiáng)度標(biāo)準(zhǔn)值(MPa)5.0天然內(nèi)聚力C(kPa)28.517.527.4天然內(nèi)摩擦角Φ(°)12.57.3660飽和內(nèi)聚力C(kPa)20.818.0飽和內(nèi)摩擦角Φ(°)9.77.7地基承載力特征值(kPa)2970180400基底摩擦系數(shù)0.500.350.40巖體水平抗力系數(shù)（MN/m3）80與M30砂漿的粘結(jié)強(qiáng)度特征值（Kpa）360120160抗拉強(qiáng)度標(biāo)準(zhǔn)值(kPa)111彈性模量(Mpa)1190泊松比0.36土的水平抗力系數(shù)的比例系數(shù)（MN/m4）4050樁的極限側(cè)阻力標(biāo)準(zhǔn)值110150防治工程設(shè)計(jì)基準(zhǔn)期：50年防治工程正常使用年限：50年5.滑坡計(jì)算5.1穩(wěn)定性計(jì)算公式⑴穩(wěn)定性系數(shù)Fs計(jì)算公式：式中：Fs——滑坡穩(wěn)定性系數(shù)ψi——第i塊段的剩余下滑力傳遞至i+1塊段時(shí)的傳遞系數(shù)（j=1）Ri——第i計(jì)算條塊滑體抗滑力(kN/m)Ti——第i計(jì)算條塊滑體下滑力(kN/m)Ni——第i計(jì)算條塊滑體在滑動(dòng)面法線上的分力(kN/m)ci——第i計(jì)算條塊滑動(dòng)面上巖土體的粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值(kPa)φi——第i計(jì)算條塊滑帶土的內(nèi)摩擦角標(biāo)準(zhǔn)值(°)li——第i計(jì)算條塊滑動(dòng)面長(zhǎng)度(m)Wi——第i計(jì)算條塊自重與建筑等地面荷載之和(kN/m)θi——第i計(jì)算條塊底面傾角（°）反傾時(shí)取負(fù)值()Δpi——第i個(gè)條塊土體兩側(cè)靜水壓力的合力(kN/m)Ui——第i個(gè)條塊土體底部空隙壓力(kN/m)γw——水的容重(kN/m3)Viu——第i計(jì)算條塊巖土體的浸潤(rùn)線以上體積(m3/m)Vid——第i計(jì)算條塊巖土體的浸潤(rùn)線以下體積(m3/m)γ——巖土體的天然容重(kN/m3)γsat——巖土體的飽和容重(kN/m3)Fi——第i計(jì)算條塊所受地面荷載(kN）圖孔隙水壓力計(jì)算示意圖5.2穩(wěn)定性及推力計(jì)算各剖面計(jì)算的穩(wěn)定系數(shù)復(fù)核結(jié)果見表5.2-1：表5.2-1各剖面穩(wěn)定性及推力計(jì)算結(jié)果地災(zāi)點(diǎn)名稱剖面設(shè)計(jì)工況安全系數(shù)勘察計(jì)算設(shè)計(jì)復(fù)核復(fù)核后穩(wěn)定性穩(wěn)定系數(shù)剩余推力(kN/m)穩(wěn)定系數(shù)剩余推力(kN/m)廟堡滑坡M1-M1’整體剪出口1天然1.151.066453.821.066453.82基本穩(wěn)定暴雨1.151.009779.681.009779.68欠穩(wěn)定整體剪出口2天

1.151.15

01.1570穩(wěn)定暴雨1.151.096153.101.096153.10基本穩(wěn)定M2-M2’整體剪出口1天然1.151.14533.771.14533.77基本穩(wěn)定暴雨1.151.077517.561.077517.56基本穩(wěn)定整體剪出口2天然1.151.20601.2060穩(wěn)定暴雨1.151.14240.051.14240.05基本穩(wěn)定局部天然1.1

1.14610.3

1.14610.33基本穩(wěn)定暴雨1.151.088178.611.088178.77基本穩(wěn)

經(jīng)穩(wěn)定性計(jì)算（表5.2-1），各剖面穩(wěn)定系數(shù)與勘查結(jié)論基本一致，穩(wěn)定性判定亦吻合。在不利工況下：該滑坡處于基本穩(wěn)定～欠穩(wěn)定狀態(tài)，在暴雨等外動(dòng)力因素作用下，可能誘發(fā)滑坡的的失穩(wěn)，因此對(duì)各地災(zāi)點(diǎn)滑坡進(jìn)行治理是必要的。穩(wěn)定性及推力計(jì)算見附表1。5.3滑坡結(jié)構(gòu)計(jì)算M1-M1’剖面段4D1型樁計(jì)算抗滑動(dòng)樁驗(yàn)算計(jì)算項(xiàng)目：抗滑樁原始條件:墻身尺寸:樁總長(zhǎng):21.000(m)嵌入深度:10.000(m)截面形狀:方樁樁寬:2.000(m)樁高:3.000(m)樁間距:5.000(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)12.50025.00030.00180.0025.0001.000250.00025.500660.00360.0080.0001.000樁前滑動(dòng)土層厚:9.000(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:100(mm)樁縱筋級(jí)別:HRB400樁箍筋級(jí)別:HRB400樁箍筋間距:200(mm)場(chǎng)地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:9.700(度)墻背與墻后填土摩擦角:4.000(度)墻后填土容重:20.800(kN/m3)橫坡角以上填土的土摩阻力(kPa):60.00橫坡角以下填土的土摩阻力(kPa):360.00坡線與滑坡推力:坡面線段數(shù):3折線序號(hào)水平投影長(zhǎng)(m)豎向投影長(zhǎng)(m)112.4200.71120.0002.256312.2110.000地面橫坡角度:17.000(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870.000(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)=1.000=====================================================================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=395.455(kN/m)下部=395.455(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長(zhǎng)度=9.000(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=29687.902(kN-m)距離樁頂13.609(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=5954.200(kN)距離樁頂17.087(m)最大位移=84(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-83.63-0.00020.42335.392-167.308-81.34-0.00030.846141.568-334.615-79.05-0.00041.269318.528-501.923-76.76-0.00051.692566.272-669.231-74.46-0.00062.115884.800-836.538-72.17-0.00072.5381274.113-1003.846-69.88-0.00082.9621734.209-1171.154-67.59-0.00093.3852265.089-1338.462-65.31-0.000103.8082866.753-1505.769-63.03-0.000114.2313539.201-1673.077-60.75-0.000124.6544282.434-1840.385-58.47-0.000135.0775096.451-2007.693-56.20-0.000145.5005981.250-2175.000-53.94-0.000155.9236936.835-2342.308-51.69-0.000166.3467963.203-2509.615-49.44-0.000176.7699060.355-2676.923-47.21-0.000187.19210228.293-2844.231-44.98-0.000197.61511467.012-3011.539-42.78-0.000208.03812776.518-3178.846-40.58-0.000218.46214156.805-3346.154-38.41-0.000228.88515607.880-3513.462-36.25-0.000239.30817129.734-3680.770-34.11-0.000249.73118722.375-3848.077-32.00-0.0002510.15420385.803-4015.385-29.91-0.0002610.57722120.010-4182.692-27.84-0.0002711.00023925.000-4350.000-25.81-327.0462811.43525633.334-3541.850-23.76-593.8772911.87027004.869-2800.173-21.73-543.3623012.30428068.266-2123.769-19.75-493.7913112.73928851.625-1511.383-17.81-445.2013213.17429382.510-961.718-15.90-397.6193313.60929687.90230.257-14.04-1123.4083414.04329356.2011400.575-12.22-977.7483514.47828470.0102583.040-10.44-835.3663614.91327110.0803581.864-8.70-696.1653715.34825355.3464401.097-7.00-559.9923815.78323283.0355044.563-5.33-426.6553916.21720968.7665515.809-3.70-295.9214016.65218486.6825818.061-2.09-167.5334117.08715909.5895954.200-0.52-41.2144217.52213309.1235926.7381.0483.3234317.95710755.8995737.8092.58206.3684418.3918319.7205389.1734.10328.2074518.8266069.6674882.2295.61449.1094619.2614074.3004218.0307.12569.3284719.6962401.8123397.3278.61689.0834820.1301120.1072420.60210.11808.5624920.565296.9401288.12011.60927.9085021.0000.000341.48113.091047.210(二)樁身配筋計(jì)算點(diǎn)號(hào)距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)1-0.000120001200038120.423120001200038130.846120001200038141.269120001200038151.692120001200038162.115120001200038172.538120001200038182.962120001200038193.3851200012000381103.8081200012000381114.2311200012000381124.6541200012000381135.0771200012000381145.5001200012000381155.9231200012000381166.3461200012000381176.7691200012000381187.1921200012000381197.6151200012000381208.0381200012653381218.4621200013982381228.8851200015389381239.3081200016873381249.73112000184373812510.15412000200823812610.57712000218103812711.00012000236243812811.43512000253543812911.87012000267533813012.30412000278443813112.73912000286513813213.17412000292003813313.60912000295163813414.04312000291733813514.47812000282583813614.91312000268613813715.34812000250713813815.78312000229773813916.21712000206623814016.65212000182053814117.08712000156823814217.52212000131653814317.95712000120003814418.39112000120003814518.82612000120003814619.26112000120003814719.69612000120003814820.13012000120003814920.56512000120003815021.0001200012000381M2-M2’剖面段3D2型樁計(jì)算抗滑動(dòng)樁驗(yàn)算計(jì)算項(xiàng)目：抗滑樁原始條件:墻身尺寸:樁總長(zhǎng):26.000(m)嵌入深度:12.000(m)截面形狀:方樁樁寬:1.800(m)樁高:2.500(m)樁間距:5.000(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)13.00025.00030.00180.0025.0001.000250.00025.500660.00360.0080.0001.000樁前滑動(dòng)土層厚:9.000(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:100(mm)樁縱筋級(jí)別:HRB400樁箍筋級(jí)別:HRB400樁箍筋間距:200(mm)場(chǎng)地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:9.700(度)墻背與墻后填土摩擦角:4.000(度)墻后填土容重:20.800(kN/m3)橫坡角以上填土的土摩阻力(kPa):60.00橫坡角以下填土的土摩阻力(kPa):360.00坡線與滑坡推力:坡面線段數(shù):3折線序號(hào)水平投影長(zhǎng)(m)豎向投影長(zhǎng)(m)112.4200.71120.0002.256312.2110.000地面橫坡角度:17.000(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580.000(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)=1.000=====================================================================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=207.143(kN/m)下部=207.143(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長(zhǎng)度=9.000(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=23840.682(kN-m)距離樁頂17.000(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=3963.340(kN)距離樁頂21.000(m)最大位移=89(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-88.76-0.00020.50025.893-103.571-86.13-0.00031.000103.571-207.143-83.51-0.00041.500233.036-310.714-80.88-0.00052.000414.286-414.286-78.26-0.00062.500647.321-517.857-75.64-0.00073.000932.143-621.429-73.01-0.00083.5001268.750-725.000-70.40-0.00094.0001657.143-828.571-67.78-0.000104.5002097.321-932.143-65.18-0.000115.0002589.286-1035.714-62.58-0.000125.5003133.036-1139.286-59.99-0.000136.0003728.571-1242.857-57.41-0.000146.5004375.893-1346.428-54.84-0.000157.0005075.000-1450.000-52.29-0.000167.5005825.893-1553.571-49.76-0.000178.0006628.571-1657.143-47.25-0.000188.5007483.036-1760.714-44.76-0.000199.0008389.285-1864.286-42.30-0.000209.5009347.321-1967.857-39.87-0.0002110.00010357.143-2071.428-37.47-0.0002210.50011418.750-2175.000-35.11-0.0002311.00012532.143-2278.571-32.79-0.0002411.50013697.321-2382.143-30.51-0.0002512.00014914.285-2485.714-28.28-0.0002612.50016183.035-2589.286-26.11-0.0002713.00017503.570-2692.857-23.99-0.0002813.50018875.893-2796.428-21.94-0.0002914.00020300.000-2900.000-19.95-249.3843014.50021575.430-2235.244-18.04-450.8833115.00022535.244-1636.187-16.20-404.9123215.50023211.617-1100.091-14.44-360.9403316.00023635.334-624.114-12.76-319.0273416.50023835.732-205.347-11.17-279.2123517.00023840.682159.160-9.66-241.5123617.50023676.572789.501-8.24-658.9753718.00023051.1801637.060-6.90-551.8233818.50022039.5122339.183-5.64-451.2103919.00020711.9982904.824-4.46-356.8504019.50019134.6883342.479-3.35-268.3704120.00017369.5183660.065-2.32-185.3244220.50015474.6223864.842-1.34-107.2134321.00013504.6773963.340-0.42-33.5004421.50011511.2823961.3290.4536.3734522.0009543.3483863.7881.29102.9714622.5007647.4943674.9132.09166.8514723.0005868.4363398.1332.86228.5494823.5004249.3613036.1483.61288.5714924.0002832.2872590.9864.34347.3755024.5001658.3762064.0705.07405.3625125.000768.2171456.3135.79462.8635225.500202.063768.2176.50520.1305326.0000.000202.0637.22577.323(二)樁身配筋計(jì)算點(diǎn)號(hào)距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)1-0.0009000900034320.5009000900034331.0009000900034341.5009000900034352.0009000900034362.5009000900034373.0009000900034383.5009000900034394.00090009000343104.50090009000343115.00090009000343125.50090009000343136.00090009000343146.50090009000343157.00090009000343167.50090009000343178.00090009000343188.50090009036343199.000900010088343209.5009000112083432110.0009000123963432210.5009000136543432311.0009000149843432411.5009000163873432512.0009000178663432612.5009000194223432713.0009000210573432813.5009000227753432914.0009000245773433014.5009000262103433115.0009000274493433215.5009000283293433316.0009000288833433416.5009000291453433517.0009000291523433617.5009000289373433718.0009000281203433818.5009000268083433919.0009000251033434019.5009000231013434120.0009000208913434220.5009000185513434321.0009000161553434421.5009000137643434522.0009000114383434622.500900092263434723.000900090003434823.500900090003434924.000900090003435024.500900090003435125.000900090003435225.500900090003435326.00090009000343M2-M2’剖面段7D2型樁計(jì)算抗滑動(dòng)樁驗(yàn)算計(jì)算項(xiàng)目：抗滑樁原始條件:墻身尺寸:樁總長(zhǎng):27.000(m)嵌入深度:12.000(m)截面形狀:方樁樁寬:1.800(m)樁高:2.500(m)樁間距:5.000(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)13.00025.00030.00180.0025.0001.000250.00025.500660.00360.0080.0001.000樁前滑動(dòng)土層厚:9.000(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:100(mm)樁縱筋級(jí)別:HRB400樁箍筋級(jí)別:HRB400樁箍筋間距:200(mm)場(chǎng)地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:9.700(度)墻背與墻后填土摩擦角:4.000(度)墻后填土容重:20.800(kN/m3)橫坡角以上填土的土摩阻力(kPa):60.00橫坡角以下填土的土摩阻力(kPa):360.00坡線與滑坡推力:坡面線段數(shù):3折線序號(hào)水平投影長(zhǎng)(m)豎向投影長(zhǎng)(m)112.4200.71120.0002.256312.2110.000地面橫坡角度:17.000(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580.000(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)=1.000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=193.333(kN/m)下部=193.333(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長(zhǎng)度=9.000(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=25154.273(kN-m)距離樁頂17.500(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=4154.979(kN)距離樁頂22.000(m)最大位移=99(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-99.27-0.00020.50024.167-96.667-96.45-0.00031.00096.667-193.333-93.64-0.00041.500217.500-290.000-90.83-0.00052.000386.667-386.667-88.02-0.00062.500604.167-483.333-85.21-0.00073.000870.000-580.000-82.40-0.00083.5001184.167-676.667-79.59-0.00094.0001546.667-773.333-76.79-0.000104.5001957.500-870.000-74.00-0.000115.0002416.667-966.667-71.21-0.000125.5002924.167-1063.333-68.43-0.000136.0003480.000-1160.000-65.66-0.000146.5004084.167-1256.667-62.90-0.000157.0004736.667-1353.333-60.16-0.000167.5005437.500-1450.000-57.44-0.000178.0006186.667-1546.667-54.73-0.000188.5006984.167-1643.333-52.05-0.000199.0007830.000-1740.000-49.39-0.000209.5008724.167-1836.667-46.76-0.0002110.0009666.667-1933.333-44.16-0.0002210.50010657.500-2030.000-41.59-0.0002311.00011696.667-2126.667-39.06-0.0002411.50012784.167-2223.333-36.57-0.0002512.00013920.000-2320.000-34.13-0.0002612.50015104.167-2416.667-31.74-0.0002713.00016336.667-2513.333-29.40-0.0002813.50017617.500-2610.000-27.12-0.0002914.00018946.668-2706.667-24.91-0.0003014.50020324.168-2803.333-22.76-0.0003115.00021750.000-2900.000-20.68-258.5143215.50023019.041-2211.164-18.68-467.0253316.00023961.164-1590.901-16.76-419.0643416.50024609.941-1036.295-14.93-373.2293517.00024997.459-544.330-13.18-329.5783617.50025154.273-111.924-11.53-288.1453718.00025109.385264.039-9.96-248.9453818.50024890.234913.123-8.48-678.3183919.00024196.2621784.895-7.09-567.0704019.50023105.3402505.724-5.78-462.6854120.00021690.5373085.004-4.56-364.8574220.50020020.3363531.635-3.41-273.1874321.00018158.9023853.908-2.34-187.2034421.50016166.4284059.414-1.33-106.3774522.00014099.4894154.979-0.38-30.1464622.50012011.4484146.6290.5342.0754723.0009952.8594039.5621.39110.8784823.5007971.8863838.1552.21176.8474924.0006114.7053545.9823.01240.5425024.5004425.9033165.8603.78302.4905125.0002948.8442699.9004.54363.1685225.5001726.0042149.5845.29422.9965326.000799.2601515.8636.03482.3195426.500210.140799.2606.77541.3995527.0000.000210.1407.51600.401(二)樁身配筋計(jì)算點(diǎn)號(hào)距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)1-0.0009000900034320.5009000900034331.0009000900034341.5009000900034352.0009000900034362.5009000900034373.0009000900034383.5009000900034394.00090009000343104.50090009000343115.00090009000343125.50090009000343136.00090009000343146.50090009000343157.00090009000343167.50090009000343178.00090009000343188.50090009000343199.00090009438343209.5009000104793432110.0009000115833432210.5009000127513432311.0009000139853432411.5009000152873432512.0009000166573432612.5009000180983432713.0009000196113432813.5009000211993432914.0009000228643433014.5009000246083433115.0009000264343433215.5009000280783433316.0009000293103433416.5009000301643433517.0009000306763433617.5009000308843433718.0009000308253433818.5009000305343433919.0009000296193434019.5009000281903434120.0009000263583434220.5009000242223434321.0009000218753434421.5009000194013434522.0009000168753434622.5009000143613434723.0009000119193434823.50090009603343