長(zhǎng)壩鎮(zhèn)集鎮(zhèn)地質(zhì)災(zāi)害綜合治理工程施工圖設(shè)計(jì)計(jì)算書（上壩滑坡）

重慶市武隆區(qū)長(zhǎng)壩鎮(zhèn)集鎮(zhèn)地質(zhì)災(zāi)害綜合治理工程施工圖設(shè)計(jì)計(jì)算書（上壩滑坡）重慶市武隆區(qū)長(zhǎng)壩鎮(zhèn)集鎮(zhèn)地質(zhì)災(zāi)害綜合治理工程施工圖設(shè)計(jì)計(jì)算書編制：審核：目錄TOC\o"1-2"\h\z1.工程概況 32.設(shè)計(jì)依據(jù) 43.設(shè)計(jì)指標(biāo) 44.設(shè)計(jì)參數(shù) 65.滑坡計(jì)算 75.1穩(wěn)定性計(jì)算公式 75.2穩(wěn)定性及推力計(jì)算 95.3石壩滑坡結(jié)構(gòu)計(jì)算 105.4上壩滑坡結(jié)構(gòu)計(jì)算 225.5二響坡滑坡結(jié)構(gòu)計(jì)算 341.工程概況武隆區(qū)長(zhǎng)壩鎮(zhèn)地處重慶市東南部地區(qū)，由于受復(fù)雜的地質(zhì)環(huán)境條件制約和頻繁的人類工程活動(dòng)影響，歷來是武隆區(qū)滑坡、崩塌等地質(zhì)災(zāi)害多發(fā)區(qū)之一。近年來，隨著城鎮(zhèn)規(guī)劃建設(shè)的逐步推進(jìn)，鎮(zhèn)區(qū)范圍引發(fā)的地質(zhì)災(zāi)害不斷由點(diǎn)向面擴(kuò)展，嚴(yán)重威脅長(zhǎng)壩鎮(zhèn)人民群眾的生命財(cái)產(chǎn)安全，并逐漸成為長(zhǎng)壩鎮(zhèn)集鎮(zhèn)規(guī)劃建設(shè)和經(jīng)濟(jì)發(fā)展的重要制約因素。2013年，武隆區(qū)長(zhǎng)壩鎮(zhèn)開展了重點(diǎn)集鎮(zhèn)調(diào)勘查工作，對(duì)集鎮(zhèn)建成區(qū)及規(guī)劃區(qū)內(nèi)地質(zhì)環(huán)境及地質(zhì)災(zāi)害點(diǎn)進(jìn)行了一定的勘查工作。根據(jù)勘察資料：長(zhǎng)壩鎮(zhèn)場(chǎng)鎮(zhèn)主要遭受7個(gè)致災(zāi)地質(zhì)體威脅，具體為6處土質(zhì)滑坡、1處危巖崩塌。由于該7處地災(zāi)隱患點(diǎn)目前變形強(qiáng)烈，穩(wěn)定性差，威脅居民人數(shù)多，對(duì)其進(jìn)行工程治理、消除安全隱患的迫切性高，為了預(yù)防地質(zhì)災(zāi)害造成群死群傷，確保長(zhǎng)壩鎮(zhèn)場(chǎng)鎮(zhèn)地質(zhì)災(zāi)害影響區(qū)內(nèi)的基礎(chǔ)設(shè)施和人民群眾生命財(cái)產(chǎn)安全，切實(shí)做好防災(zāi)、減災(zāi)工作，避免重大地質(zhì)災(zāi)害發(fā)生，對(duì)長(zhǎng)壩鎮(zhèn)集鎮(zhèn)地質(zhì)災(zāi)害開展綜合治理工程是十分必要、迫切的。前期受重慶市武隆區(qū)地質(zhì)環(huán)境監(jiān)測(cè)站委托，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)（下稱“我隊(duì)”）已經(jīng)完成了武隆區(qū)長(zhǎng)壩鎮(zhèn)集鎮(zhèn)地質(zhì)災(zāi)害綜合勘查工作，并通過了相關(guān)部門的審查。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)害綜合治理工程初步設(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)劃分長(zhǎng)壩鎮(zhèn)地災(zāi)點(diǎn)包括7個(gè)致災(zāi)地質(zhì)體，具體為6處土質(zhì)滑坡、1處危巖崩塌。威脅對(duì)象主要為滑坡區(qū)集鎮(zhèn)、居民、過往車輛及行人以及耕地。石壩滑坡危及人數(shù)215人，經(jīng)濟(jì)損失2500萬元，上壩滑坡危及人數(shù)145人，經(jīng)濟(jì)損失1000萬元，二響坡危及人數(shù)177人，經(jīng)濟(jì)損失1300萬元，廟堡滑坡危及人數(shù)57人，經(jīng)濟(jì)損失800萬元，茶田滑坡危及人數(shù)169人，經(jīng)濟(jì)損失2000萬元，燈盞灣滑坡危及人數(shù)137人，經(jīng)濟(jì)損失1200萬元，鷹咀巖危巖危及人數(shù)210人，經(jīng)濟(jì)損失800萬元，總?cè)藬?shù)1110人，經(jīng)濟(jì)損失約9600萬元，各地災(zāi)點(diǎn)變形較明顯，對(duì)武隆區(qū)長(zhǎng)壩鎮(zhèn)集鎮(zhèn)地質(zhì)災(zāi)害進(jìn)行綜合治理是必要的。據(jù)《地質(zhì)災(zāi)害防治工程勘查規(guī)范》（DB50/T143-2018）判定該危巖帶危害對(duì)象為較重要，滑坡及危巖帶的防治工程等級(jí)為二級(jí)。表4.1-1重慶市武隆區(qū)長(zhǎng)壩鎮(zhèn)各地質(zhì)點(diǎn)危害對(duì)象及防治工程等級(jí)序號(hào)災(zāi)害點(diǎn)名稱危害對(duì)象重要性損失程度防治工程等級(jí)人數(shù)經(jīng)濟(jì)損失(萬元)等級(jí)1石壩滑坡較重要2152500中二級(jí)2上壩滑坡較重要1451000中二級(jí)3二響坡滑坡較重要1771300中二級(jí)4廟堡滑坡較重要57800中二級(jí)5茶田滑坡較重要1692000中二級(jí)6燈盞灣滑坡較重要1371200中二級(jí)7鷹咀巖危巖較重要210800中二級(jí)合計(jì)11109600設(shè)計(jì)荷載組合a,設(shè)計(jì)荷載滑坡及危巖帶：（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。危巖單體：（1）天然工況：自重；（2）暴雨工況：自重+水體入滲裂隙水壓力（1/2～2/3充水高度）；b,計(jì)算工況滑坡及危巖帶：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。對(duì)于鷹咀巖危巖段，按巖石側(cè)壓力進(jìn)行陡崖帶的支擋設(shè)計(jì)。危巖體：工況1：自重工況2：自重+暴雨4.設(shè)計(jì)參數(shù)以下參數(shù)取自《勘查報(bào)告》：表4-2上壩滑坡巖土參數(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)化泥巖塊石土(Q4col+dl)卵石土(Q4al+pl)天然重度(kN/m3)20.120.121.5飽和重度(kN/m3)21.521.522.5天然內(nèi)聚力C(kPa)22.319.7天然內(nèi)摩擦角Φ(°)10.110.5飽和內(nèi)聚力C(kPa)16.015.7飽和內(nèi)摩擦角Φ(°)7.57.1地基承載力特征值(kPa)180300基底摩擦系數(shù)0.350.4與M30砂漿的粘結(jié)強(qiáng)度特征值（Kpa）120160土的水平抗力系數(shù)的比例系數(shù)（MN/m4）4050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)算各地災(zāi)點(diǎn)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各地災(zāi)點(diǎn)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)上壩滑坡1-1’天然1.151.6501.650穩(wěn)定暴雨1.151.1501.150穩(wěn)定2-2’天然1.151.46201.4620穩(wěn)定暴雨1.151.021387.41.021387.4欠穩(wěn)定經(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：各地災(zāi)點(diǎn)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。5.3上壩滑坡結(jié)構(gòu)計(jì)算5.4上壩滑坡結(jié)構(gòu)計(jì)算5.4.1方案一：計(jì)算項(xiàng)目：上壩滑坡B1型抗滑樁計(jì)算墻身尺寸:樁總長(zhǎng):23.000(m)嵌入深度:8.000(m)截面形狀:方樁樁寬:1.200(m)樁高:1.800(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)12.00018.00015.00120.0040.0001.000210.00018.00015.00120.00120.0001.000樁前滑動(dòng)土層厚:17.000(m)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:30.000(度)墻背與墻后填土摩擦角:17.500(度)墻后填土容重:19.000(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)16.0002.000參數(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210.430(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=70.143(kN/m)下部=70.143(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長(zhǎng)度=15.000(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)?-為非擋土側(cè)。背側(cè)最大彎矩=8495.234(kN-m)距離樁頂16.412(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=2000.833(kN)距離樁頂19.706(m)最大位移=90(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-89.75-0.00020.4697.706-32.880-87.04-0.00030.93830.825-65.759-84.33-0.00041.40669.356-98.639-81.62-0.00051.875123.299-131.519-78.91-0.00062.344192.654-164.398-76.20-0.00072.813277.422-197.278-73.50-0.00083.281377.603-230.158-70.79-0.00093.750493.195-263.038-68.10-0.000104.219624.200-295.917-65.41-0.000114.688770.618-328.797-62.72-0.000125.156932.447-361.677-60.05-0.000135.6251109.689-394.556-57.39-0.000146.0941302.344-427.436-54.74-0.000156.5631510.411-460.316-52.11-0.000167.0311733.890-493.195-49.50-0.000177.5001972.781-526.075-46.90-0.000187.9692227.085-558.955-44.34-0.000198.4382496.801-591.834-41.80-0.000208.9062781.930-624.714-39.29-0.000219.3753082.471-657.594-36.82-0.000229.8443398.424-690.473-34.39-0.0002310.3133729.790-723.353-32.00-0.0002410.7814076.567-756.233-29.66-0.0002511.2504438.758-789.112-27.36-0.0002611.7194816.360-821.992-25.13-0.0002712.1885209.375-854.872-22.95-0.0002812.6565617.803-887.752-20.84-0.0002913.1256041.643-920.631-18.80-0.0003013.5946480.895-953.511-16.84-0.0003114.0636935.559-986.391-14.95-0.0003214.5317405.636-1019.270-13.16-0.0003315.0007891.125-1052.150-11.46-229.5863415.4718274.619-611.028-9.85-393.8913515.9418466.211-234.404-8.34-333.6793616.4128495.23482.095-6.94-277.7403716.8828388.944342.902-5.65-226.0913817.3538172.503737.416-4.47-536.0393917.8247694.9051225.138-3.38-406.1524018.2947019.4331584.413-2.40-287.9024118.7656203.6941826.766-1.50-180.2794219.2355300.1231962.563-0.68-82.0564319.7064356.5742000.8330.078.1264420.1763416.9881949.1630.7691.6914520.6472522.0701813.6721.42170.0544621.1181710.0011599.0452.04244.5654721.5881017.0851308.6372.64316.4494822.059478.344944.6293.22386.7494922.529128.024508.2403.80456.2755023.0000.000136.0254.38525.550(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)1-0.0004320432022920.4694320432022930.9384320432022941.4064320432022951.8754320432022962.3444320432022972.8134320432022983.2814320432022993.75043204320229104.21943204320229114.68843204320229125.15643204320229135.62543204320229146.09443204320229156.56343204320229167.03143204320229177.50043204320229187.96943204320229198.43843204334229208.90643204801229219.37543205297229229.844432058212292310.313432063752292410.781432069582292511.250432075722292611.719432082182292712.188432088952292812.656432096062292913.1254320103502293013.5944320111302293114.0634320119462293214.5314320127982293315.0004320136902293415.4714320144022293515.9414320147602293616.4124320148152293716.8824320146162293817.3534320142122293917.8244320133282294018.2944320120972294118.7654320106372294219.235432090532294319.706432074322294420.176432058522294520.647432043752294621.118432043202294721.588432043202294822.059432043202294922.529432043202295023.00043204320229計(jì)算項(xiàng)目：上壩滑坡B2型抗滑樁計(jì)算墻身尺寸:樁總長(zhǎng):16.000(m)嵌入深度:8.000(m)截面形狀:方樁樁寬:1.000(m)樁高:1.500(m)樁間距:5.000(m)嵌入段土層數(shù):1樁底支承條件:自由計(jì)算方法:M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)M(MN/m4)被動(dòng)土壓力調(diào)整系數(shù)115.00018.00015.00120.0060.0001.000初始彈性系數(shù)A:0.000(MN/m3)初始彈性系數(shù)A1:0.000(MN/m3)樁前滑動(dòng)土層厚:8.000(m)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:30.000(度)墻背與墻后填土摩擦角:17.500(度)墻后填土容重:19.000(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)16.0002.000地面橫坡角度:20.000(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161.740(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=101.088(kN/m)下部=101.088(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長(zhǎng)度=8.000(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:m法 背側(cè)--為擋土側(cè)；面?zhèn)?-為非擋土側(cè)。背側(cè)最大彎矩=4172.836(kN-m)距離樁頂9.920(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1034.583(kN)距離樁頂12.800(m)最大位移=32(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-32.36-0.00020.3205.176-32.348-31.25-0.00030.64020.703-64.696-30.14-0.00040.96046.581-97.044-29.03-0.00051.28082.811-129.392-27.92-0.00061.600129.392-161.740-26.80-0.00071.920186.324-194.088-25.70-0.00082.240253.608-226.436-24.59-0.00092.560331.244-258.784-23.49-0.000102.880419.230-291.132-22.39-0.000113.200517.568-323.480-21.29-0.000123.520626.257-355.828-20.20-0.000133.840745.298-388.176-19.12-0.000144.160874.690-420.524-18.05-0.000154.4801014.433-452.872-16.99-0.000164.8001164.528-485.220-15.94-0.000175.1201324.974-517.568-14.91-0.000185.4401495.772-549.916-13.89-0.000195.7601676.920-582.264-12.89-0.000206.0801868.421-614.612-11.91-0.000216.4002070.272-646.960-10.95-0.000226.7202282.475-679.308-10.02-0.000237.0402505.029-711.656-9.11-0.000247.3602737.935-744.004-8.24-0.000257.6802981.192-776.352-7.40-0.000268.0003234.800-808.700-6.59-0.000278.3203493.584-772.887-5.83-111.917288.6403729.448-674.330-5.11-196.073298.9603925.155-529.964-4.43-255.070309.2804068.625-355.001-3.80-291.692319.6004152.355-162.830-3.22-308.841329.9204172.83635.030-2.69-309.4723310.2404129.937228.945-2.21-296.5123410.5604026.312411.122-1.78-272.7933510.8803866.818575.530-1.39-240.9793611.2003657.972717.766-1.06-203.5093711.5203407.448834.904-0.77-162.5483811.8403123.634925.304-0.52-119.9513912.1602815.254988.405-0.31-77.2424012.4802491.0551024.515-0.13-35.6004112.8002159.5641034.5830.014.1374213.1201828.9211019.9930.1341.4594313.4401506.769982.3540.2376.1624413.7601200.214923.3220.31108.3124514.080915.843844.4370.38138.2064614.400659.775746.9870.43166.3234714.720437.770631.9180.48193.2694815.040255.347499.7650.52219.7104915.360117.921350.6380.56246.3105015.68030.939184.2520.59273.6485116.0000.00048.3420.63302.138(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)1-0.0003000300019120.3203000300019130.6403000300019140.9603000300019151.2803000300019161.6003000300019171.9203000300019182.2403000300019192.56030003000191102.88030003000191113.20030003000191123.52030003000191133.84030003000191144.16030003000191154.48030003000191164.80030003000191175.12030003000191185.44030003182191195.76030003544191206.08030003929191216.40030004338191226.72030004771191237.04030005229191247.36030005713191257.68030006223191268.00030006760191278.32030007313191288.64030007823191298.96030008250191309.28030008565191319.60030008750191329.920300087961913310.240300087011913410.560300084721913510.880300081221913611.200300076681913711.520300071281913811.840300065241913912.160300058741914012.480300052001914112.800300045201914213.120300038501914313.440300032041914413.760300030001914514.080300030001914614.400300030001914714.720300030001914815.040300030001914915.360300030001915015.680300030001915116.00030003000191計(jì)算項(xiàng)目：上壩滑坡B3型抗滑樁計(jì)算墻身尺寸:樁總長(zhǎng):17.000(m)嵌入深度:6.000(m)截面形狀:方樁樁寬:1.200(m)樁高:1.800(m)樁間距:5.000(m)嵌入段土層數(shù):1樁底支承條件:自由計(jì)算方法:M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)M(MN/m4)被動(dòng)土壓力調(diào)整系數(shù)115.00022.00030.00120.00150.0001.000初始彈性系數(shù)A:0.000(MN/m3)初始彈性系數(shù)A1:0.000(MN/m3)樁前滑動(dòng)土層厚:13.000(m)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:30.000(度)墻背與墻后填土摩擦角:17.500(度)墻后填土容重:19.000(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)16.0002.000地面橫坡角度:20.000(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431.800(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=196.273(kN/m)下部=196.273(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長(zhǎng)度=11.000(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:m法 背側(cè)--為擋土側(cè)；面?zhèn)?-為非擋土側(cè)。背側(cè)最大彎矩=13788.171(kN-m)距離樁頂12.412(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=4516.496(kN)距離樁頂14.882(m)最大位移=76(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-76.01-0.00020.34411.596-67.469-73.75-0.00030.68846.385-134.938-71.49-0.00041.031104.366-202.406-69.23-0.00051.375185.539-269.875-66.97-0.00061.719289.905-337.344-64.71-0.00072.063417.463-404.812-62.46-0.00082.406568.213-472.281-60.20-0.00092.750742.156-539.750-57.95-0.000103.094939.291-607.219-55.71-0.000113.4381159.619-674.687-53.47-0.000123.7811403.139-742.156-51.24-0.000134.1251669.851-809.625-49.02-0.000144.4691959.756-877.094-46.81-0.000154.8132272.853-944.562-44.61-0.000165.1562609.143-1012.031-42.43-0.000175.5002968.625-1079.500-40.26-0.000185.8443351.299-1146.969-38.12-0.000196.1883757.166-1214.437-36.00-0.000206.5314186.225-1281.906-33.90-0.000216.8754638.476-1349.375-31.84-0.000227.2195113.920-1416.844-29.80-0.000237.5635612.556-1484.312-27.80-0.000247.9066134.385-1551.781-25.83-0.000258.2506679.406-1619.250-23.91-0.000268.5947247.619-1686.719-22.03-0.000278.9387839.025-1754.187-20.21-0.000289.2818453.623-1821.656-18.43-0.000299.6259091.413-1889.125-16.71-0.000309.9699752.396-1956.594-15.06-0.0003110.31310436.571-2024.062-13.47-0.0003210.65611143.939-2091.531-11.95-0.0003311.00011874.499-2159.000-10.50-0.0003411.35312636.500-1971.952-9.10-481.7903511.70613266.465-1464.673-7.79-824.8383612.05913670.386-739.083-6.57-1044.1053712.41213788.171114.742-5.45-1155.1423812.76513589.3931018.828-4.43-1173.5663913.11813068.9981907.120-3.51-1114.4574013.47112243.1882724.827-2.68-991.7574113.82411145.5933427.326-1.93-817.7124214.1769823.9003978.671-1.26-602.4194314.5298337.1164349.791-0.67-353.4944414.8826753.4614516.496-0.13-75.8994515.2355149.0024457.4200.36228.0664615.5883607.0444152.0240.81558.5594715.9412218.1623578.8491.24917.8044816.2941080.8032714.1491.651309.4534916.647302.2931531.1352.051737.7035017.0000.000428.2492.452206.127(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)1-0.0004320432022920.3444320432022930.6884320432022941.0314320432022951.375