房屋居住安全工程（邊坡整治）抗滑樁扳擋墻邊坡結(jié)構(gòu)計(jì)算書(shū)

清溪鎮(zhèn)農(nóng)村移民安置區(qū)房屋安全隱

患整治及人居環(huán)境綜合整治工程—-房屋居住安全工程（邊坡整治）抗滑樁扳擋墻邊坡結(jié)構(gòu)計(jì)算書(shū)1、工程概況該工程位于涪陵區(qū)清溪街道辦事處交巡警旁，由滑坡及場(chǎng)平邊坡組成。根據(jù)地面調(diào)查：滑坡位于場(chǎng)地西南側(cè)，滑坡段因該段地形較陡,在長(zhǎng)時(shí)間連續(xù)降雨下，降低了巖土體力學(xué)性質(zhì)，斜坡開(kāi)始出現(xiàn)變形拉裂，前緣條石擋墻出現(xiàn)局部的鼓脹及開(kāi)裂現(xiàn)象，現(xiàn)滑坡體已處于緩慢的滑動(dòng)階段。該滑坡從平面上看呈“U”形態(tài)，橫寬約60m,縱長(zhǎng)約28m,后緣至DL1、DL3、DL4一線，高程為289.0~293.0m,滑坡前緣剪出口高程為190.02~203.72m,前后緣高差約13.2m；主滑方向約316°,水平投影面積約1438..6m2；滑體厚0.3?6.9m,滑坡體的平均厚度約為3.601,估算滑坡的總體積約為0.52）＜10|1113,該滑坡為淺層小型滑坡，工程重要性等級(jí)為一級(jí)，安全等級(jí)為一級(jí)。場(chǎng)平邊坡位于場(chǎng)地東北側(cè)，場(chǎng)平高程為195.50m,邊坡長(zhǎng)約83m,坡高6.2-9.1m,為土質(zhì)邊坡、巖土混合邊坡，工程重要性等級(jí)為一級(jí)，安全等級(jí)為一級(jí)。2、勘察區(qū)自然地理?xiàng)l件氣象條件勘察區(qū)屬亞熱帶濕潤(rùn)季風(fēng)氣候，具有四季分明、雨量充沛、無(wú)霜期長(zhǎng)、濕度大、春旱、夏熱、秋多綿雨、冬干多霧的特點(diǎn)。據(jù)涪陵區(qū)氣象資料，多年平均氣溫18.17°C,極端最低氣溫T.5°C（1977年1月29日），最高氣溫43.5°C（2006年8月15日）。多年平均降雨量為1104mm,但雨量在時(shí)間上分布不均，5-9月降雨量約占全年的65-70%,且多大雨、暴雨，最大年降雨量為1600mm,最小年降雨量為823nlln,多年最大日平均降雨量為127mm?？辈靺^(qū)及附近地表無(wú)常年性流水及泉眼。交通位置勘察區(qū)為涪陵區(qū)清溪街道辦事處交巡警旁，有道路直達(dá)，勘察場(chǎng)地交通較方便。3、地質(zhì)環(huán)境條件地形地貌場(chǎng)地處于風(fēng)化剝蝕丘陵地貌區(qū)，地形總體由南向北傾斜，地形起伏較大。場(chǎng)地內(nèi)最高高程點(diǎn)206.30m,位于勘察區(qū)南側(cè)，最低點(diǎn)位于場(chǎng)地北側(cè)，高程187.80m,相對(duì)最大高差達(dá)18.5m,區(qū)內(nèi)主要坡頂、坡腳均存在居民建筑，地形坡角多為3?25°,局部為陡坡、陡坎，覆蓋層主要為素填土。2地質(zhì)構(gòu)造場(chǎng)地位于珍溪場(chǎng)向斜南翼翹起端東側(cè)，無(wú)斷層發(fā)育。據(jù)調(diào)查，巖層產(chǎn)狀為335。N25。，層面結(jié)合極差，屬軟弱結(jié)構(gòu)面。巖體中發(fā)育有兩組裂隙：①210°Z68°,裂隙面較光滑，延伸較平直，長(zhǎng)L2?3.2m,局部呈張開(kāi)狀，裂隙寬0.1?0.5cm,間距1.0?3.5m,充填泥質(zhì)；裂隙面結(jié)合差，屬硬性結(jié)構(gòu)面。②132°Z70°,裂隙面粗糙，彎曲延伸，長(zhǎng)1.0?2.3m,裂隙寬0.1?0.5cm,間距1.0?3.0m,泥質(zhì)半充填，裂隙面結(jié)合差，屬硬性結(jié)構(gòu)面。3地層巖性據(jù)調(diào)查和鉆探揭示場(chǎng)地覆蓋層為第四系全新統(tǒng)人工填土層（QT）,基巖為侏羅系中統(tǒng)沙溪廟組泥巖（Ls）。各類(lèi)巖土層特征如下：1、第四系全新統(tǒng)人工填土層（QL）：素填土：雜色，稍濕，由泥巖、砂巖碎、塊石土等組成，中間粉質(zhì)粘土充填，結(jié)構(gòu)松散?稍密，局部架空，由人工堆填而成，堆填時(shí)間約8年；粒徑大小一般3X25cm,局部可達(dá)45cm以上，硬質(zhì)含量約占30-42%,土層最大厚度約6.9m（ZK6）,分布于大部分場(chǎng)地。2、侏羅系中統(tǒng)沙溪廟組（，s）：泥巖：紫紅色，泥質(zhì)結(jié)構(gòu)，中厚層狀構(gòu)造，易風(fēng)化崩解，以粘土礦物為主，局部含砂質(zhì)較重；強(qiáng)風(fēng)化巖芯呈碎塊及散粒狀，質(zhì)軟，錘擊生啞，風(fēng)化裂隙發(fā)育；中等風(fēng)化巖芯較完整呈柱狀，節(jié)長(zhǎng)6?36cm,強(qiáng)度較高，節(jié)理裂隙不發(fā)育，為場(chǎng)地的主要巖性。3.4水文地質(zhì)條件1、勘察場(chǎng)地內(nèi)地層主要為第四系全新統(tǒng)人工填土層及侏羅系中統(tǒng)沙溪廟組地層，地下水主要為松散介質(zhì)孔隙水及基巖裂隙水，由于區(qū)內(nèi)地形坡角較陡，地表水徑流條件較好，但區(qū)內(nèi)土層結(jié)構(gòu)較散，部分地表水也會(huì)下滲至巖土體中?？辈靺^(qū)在鉆孔揭露深度范圍內(nèi)地下水貧乏。2、鉆孔施工結(jié)束后，提干孔內(nèi)施工殘余水，第二日進(jìn)行水位觀測(cè)，觀測(cè)發(fā)現(xiàn)該場(chǎng)地內(nèi)所有鉆孔內(nèi)均未見(jiàn)恢復(fù)水位，故場(chǎng)地第四系孔隙水和基巖裂隙水貧乏。據(jù)調(diào)查擬建場(chǎng)區(qū)無(wú)污染源及污染物，土屬未污染土，按《巖土工程勘察規(guī)范》GB50021-2001（2009年版）附錄G判定該場(chǎng)地環(huán)境類(lèi)型為H類(lèi)；按《巖土工程勘察規(guī)范》GB50021-2001（2009年版）第12.1條和經(jīng)驗(yàn)判定，地下水和土對(duì)混凝土結(jié)構(gòu)具微腐蝕性，對(duì)鋼筋混凝土中鋼筋具微腐蝕性，土對(duì)鋼結(jié)構(gòu)具微腐蝕性。3.5不良地質(zhì)現(xiàn)象及地質(zhì)災(zāi)害經(jīng)工程地質(zhì)調(diào)查和鉆探揭露，勘察場(chǎng)地及影響范圍內(nèi)除存在滑坡外，未見(jiàn)危巖崩塌、泥石流、溶洞等不良地質(zhì)現(xiàn)象。滑坡的規(guī)模、特征和穩(wěn)定性詳見(jiàn)本報(bào)告第5章。4、巖土設(shè)計(jì)參數(shù)取值1、滑體素填土：天然重度2O.OKN/m3,飽和重度21.0KN/m3。2、滑面滑帶土層：飽和抗剪強(qiáng)度c=5Kpa,中=21.5°。3、滑床：（1）中風(fēng)化泥巖：天然重度25.5KN/m3,飽和重度25.7KN/m3；天然抗壓強(qiáng)度標(biāo)準(zhǔn)值5.39Mpa,飽和抗壓強(qiáng)度標(biāo)準(zhǔn)值3.51Mpa；巖體抗剪強(qiáng)度標(biāo)準(zhǔn)值：c=2OOKPa（經(jīng)驗(yàn)值）；①=26°（經(jīng)驗(yàn)值）；泊松比030（經(jīng)驗(yàn)值）；巖體水平抗力系數(shù)取65MN/m3；巖石與錨固體極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值380kpa；擋墻基底摩擦系數(shù)強(qiáng)風(fēng)化泥巖取0.30,擋墻基底摩擦系數(shù)中風(fēng)化泥巖取0.45。(2)巖質(zhì)地基承載力特征值計(jì)算：根據(jù)《建筑地基基礎(chǔ)規(guī)范》(DBJ50-047-2016)4.2.3條地基承載力特征值應(yīng)根據(jù)地基極限承載力標(biāo)準(zhǔn)值乘以地基極限承載力分項(xiàng)系數(shù)確定，巖石地基極限承載力分項(xiàng)系數(shù)取0.33；據(jù)《工程地質(zhì)勘察規(guī)范》(DBJ50-043-2016)9.3.2條中等風(fēng)化基巖地基極限承載力標(biāo)準(zhǔn)值由巖石天然抗壓強(qiáng)度標(biāo)準(zhǔn)值乘以地基條件系數(shù)確定，地基條件系數(shù)取1.1(中等風(fēng)化巖體為較完整)，即中等風(fēng)化泥巖的承載力特征值為1851Kpa。5、設(shè)計(jì)原則(1)邊坡安全等級(jí)：一級(jí)(2)邊坡防護(hù)工程設(shè)計(jì)安全系數(shù)：1.35(3)邊坡重要性系數(shù)：1.1(4)結(jié)構(gòu)設(shè)計(jì)安全使用年限及設(shè)計(jì)基準(zhǔn)期：50年(5)抗震設(shè)防烈度：6度(0.05g)(6)設(shè)計(jì)荷載：邊坡地面人群及綠化使用荷載lOKPa6、計(jì)算遵循的主要規(guī)范(1)《建筑邊坡工程技術(shù)規(guī)范》(GB50330-2013)(2)《建筑基坑支護(hù)技術(shù)規(guī)范》(JGJ120-2012)；(3)《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》(GB50007-2010)(4)《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-2010)(2015年版)(5)《建筑結(jié)構(gòu)荷載規(guī)范》(GB-50009-2012)7、邊坡計(jì)算7.1、抗滑樁綜合分析(2-2剖面)樁、板計(jì)算條件1.總控制信息

路基型式路堤地區(qū)類(lèi)型一般地區(qū)支護(hù)類(lèi)型樁+板結(jié)構(gòu)重要性系數(shù)1.10抗震設(shè)計(jì)烈度（度）—配筋計(jì)算—水平地震系數(shù)Kh—水上地震角（度）—水下地震角（度）—重要性修正系數(shù)Ci—綜合影響系數(shù)Cz—2.坡線、土層和水位1）坡線信息坡線數(shù)3坡線 水平投影豎向投影 坡線長(zhǎng)坡線仰角荷載數(shù)序號(hào)長(zhǎng)（m）長(zhǎng)(m) (m)1 10.0003.720 10.67020.40512 15.6003.200 15.92511.59213 15.0000.000 15.0000.0001坡線荷載：荷載 荷載類(lèi)型Pl P2XI(m)X2(m)序號(hào)(kN,kN/m) (kN/m)1-1 分布力10.000 10.0000.00010.0002-1 分布力10.000 10.0000.00015.6003-1 分布力10.000 10.0000.00015.0002）土層信息樁頂?shù)孛鏅M坡無(wú)橫坡

樁后橫坡角（度）0.000樁頂?shù)孛鏅M坡角（度樁頂?shù)孛鏅M坡無(wú)橫坡

樁后橫坡角（度）0.000結(jié)構(gòu)與土摩擦角（度）11.500嵌固段以上土層數(shù):1地層重度浮重度粘聚力內(nèi)摩擦等效內(nèi)摩土摩序號(hào)地層阻計(jì)算m,c,K承載KHn[?類(lèi)型厚(m)(kN/m3)(kN/m3)(kPa)角（°）擦角（°）力(kPa)方法力(kPa)(MPa)1土層8.00021.000—5.00021.50023.000120.000m法 10.000120.000—嵌固段土層數(shù)：1

序號(hào)地層m,c,K承載序號(hào)地層m,c,K承載KH類(lèi)型力(kPa)1巖層地層厚(m)R(kN/m3)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法(MPa)50.00025.700— 200.00026.000— 380.000K法1851.0000.5000.3003.5103)水位信息非浸水地區(qū)，無(wú)水位信息3.計(jì)算模型彈簧模型1)樁前覆土模型：彈簧模型彈簧模型橫向地基承載力計(jì)算 建筑規(guī)范4.滑坡推力相關(guān)信息1)滑坡推力信息滑坡推力分布類(lèi)型矩形計(jì)算目標(biāo)按指定滑面計(jì)算推力計(jì)算模型KT模型安全系數(shù)K1.350是否考慮動(dòng)水壓力和浮托力X是否考慮坡面外的靜水壓力乂是否考慮承壓水的浮托力乂樁前剩余抗滑力水平分力(kN/m)0.0001)滑面信息112.2804.65013.13120.7405.00021.500211.6008.20014.20635.2565.00021.5005.樁信息1)樁基本信息樁前地面以上長(zhǎng)度(m)8.000嵌固點(diǎn)深度(m)0.000懸臂長(zhǎng)度(m)8.000嵌固長(zhǎng)度(m)8.000截面形狀矩形樁寬b(m)1.600

樁高h(yuǎn)(m)樁中心距(m)T型翼緣樁底支承條件坡線數(shù)2.0004.000乂自由32)樁配筋信息樁作用綜合分項(xiàng)系數(shù)1.35樁混凝土強(qiáng)度等級(jí)C30樁縱筋合力點(diǎn)到外皮距離(mm)86樁容重(kN/n?)25.00樁縱筋級(jí)別HRB400樁箍筋級(jí)別HPB3006.板信息1)板尺寸信息樁間板類(lèi)型直板樁間板的種類(lèi)數(shù)1板的搭接長(zhǎng)度(m)0.500板類(lèi)型號(hào) 板厚(mm)板寬(m) 板塊數(shù)1 3001.000 82)板配筋信息板作用綜合分項(xiàng)系數(shù)1.350混凝土強(qiáng)度等級(jí)C30鋼筋合力點(diǎn)到邊緣距離(mm)25板縱筋級(jí)別HRB400板選筋鋼筋直徑147.結(jié)構(gòu)上自定義荷載以及荷載組合1)樁頂自定義荷載樁頂自定義荷載數(shù)：02)樁荷載組合［滑坡推力(一般)組合］荷載號(hào)荷載名稱(chēng)是否參與調(diào)整系數(shù)1 樁自重V 1.0002 樁頂恒載V 1.0003 樁頂活載V 1.0004 樁后滑坡推力V 1.000［庫(kù)侖土壓力(一般)組合］荷載號(hào)荷載名稱(chēng)是否參與調(diào)整系數(shù)1 樁自重V 1.0002 樁頂恒載V 1.000

3 樁頂活載4 樁后主動(dòng)土壓力3 樁頂活載4 樁后主動(dòng)土壓力V1.0001.0002）板荷載組合［滑坡推力（一般）組合］荷載號(hào)荷載名稱(chēng)1 板后滑坡推力是否參與調(diào)整系數(shù)1.000［庫(kù)侖土壓力（一般）組合］荷載號(hào)荷載名稱(chēng)1 板后主動(dòng)土壓力是否參與調(diào)整系數(shù)1.000抗滑動(dòng)樁驗(yàn)算計(jì)算項(xiàng)目：抗滑樁綜合分析（2-2）原始條件: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?第1種情況：滑坡推力（一般情況）（-）樁身內(nèi)力計(jì)算剩余下滑力角度=20.740°剩余下滑力豎直分力=剩余下滑力角度=20.740°剩余下滑力豎直分力=143.234（kN）剩余下滑力水平分力=378.261（kN）分布范圍為樁頂以下(0?6.400m)范圍樁頂以下(6.400m?8.000m)范圍內(nèi)按土壓力計(jì)算按實(shí)際墻背計(jì)算得到：第1破裂角：46.692(度)Ea-400.843(kN)Ex-392.796(kN)Ey=79.915(kN)作用點(diǎn)到嵌固點(diǎn)距離Zy=2.546(m)段內(nèi)的土壓力合力：Ea=149.423(kN),Ex=146.423(kN),Ey=29.790(kN)作用點(diǎn)高度Zy=0.775合并后整個(gè)樁后范圍內(nèi)：水平分力=524.684(kN)豎直分力=173.024(kN)作用點(diǎn)高度=3.677(m)第1嵌固段地層計(jì)算方法：K法背側(cè)一一為擋土側(cè)；面?zhèn)纫灰粸榉菗跬羵?cè)。背側(cè)最大彎矩=9191.415(kN-m)距離樁頂9.436(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=2099.171(kN)距離樁頂12.718(m)最大位移=-44(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.0000.000-44.290.00020.2004.728-47.283-43.480.00030.40018.913-94.565-42.660.00040.60042.554-141.848-41.850.00050.80075.652-189.130-41.040.00061.000118.207-236.413-40.230.00071.200170.217-283.696-39.410.00081.400231.685-330.978-38.600.00091.600302.609-378.261-37.790.000101.800382.989-425.543-36.980.000112.000472.826-472.826-36.170.000122.200572.120-520.109-35.360.000132.400680.870-567.391-34.550.000142.600799.076-614.674-33.740.000152.800926.739-661.956-32.930.000163.0001063.859-709.239-32.120.000173.2001210.435-756.522-31.320.000183.4001366.467-803.804-30.510.000193.6001531.957-851.087-29.710.000203.8001706.902-898.370-28.910.000214.0001891.304-945.652-28.110.000224.2002085.163-992.935-27.320.000234.4002288.478-1040.217-26.520.000244.6002501.250-1087.500-25.730.000254.8002723.479-1134.783-24.950.000

265.0002955.163-1182.065-24.160.000275.2003196.305-1229.348-23.380.000285.4003446.902-1276.630-22.610.000295.6003706.956-1323.913-21.830.000305.8003976.468-1371.196-21.070.000316.0004255.435-1418.478-20.300.000326.2004543.859-1465.761-19.550.000336.4004841.739-1513.043-18.800.000346.6005150.828-1578.662-18.050.000356.8005473.425-1647.599-17.310.000367.0005809.981-1718.249-16.580.000377.2006160.840-1790.615-15.860.000387.4006526.342-1864.695-15.140.000397.6006906.831-1940.489-14.430.000407.8007302.652-2017.998-13.730.000418.0007714.145-1984.217-13.04-0.000428.2058097.984-1730.813-12.34-526.500438.4108424.222-1450.013-11.65-526.500448.6158692.861-1169.213-10.98-526.500458.8218903.899-888.413-10.31-526.500469.0269057.338-607.613-9.66-526.500479.2319153.177-326.813-9.01-526.500489.4369191.415-46.013-8.38-526.500499.6419172.054228.998-7.77-504.790509.8469097.467487.718-7.16-465.4125110.0518971.964725.644-6.57-426.8115210.2568799.767943.187-5.98-388.9755310.4628585.0161140.752-5.41-351.8915410.6678331.7661318.734-4.85-315.5415510.8728043.9961477.518-4.31-279.9015611.0777725.6041617.479-3.77-244.9505711.2827380.4161738.974-3.24-210.6585811.4877012.1801842.348-2.72-176.9965911.6926624.5791927.929-2.21-143.9346011.8976221.2341996.028-1.71-111.4376112.1035805.6982046.937-1.22-79.4726212.3085381.4652080.931-0.74-48.0036312.5134951.9812098.263-0.26-16.9946412.7184520.6392099.1710.2113.5916512.9234090.7842083.8690.6743.7916613.1283665.7192052.5541.1373.6406713.3333248.7092005.4031.59103.1776813.5382842.9891942.5732.04132.4356913.7442451.7581864.2042.48161.450

7013.9492078.1881770.4152.93190.2567114.1541725.4321661.3113.37218.8837214.3591396.6241536.9793.81247.3637314.5641094.8781397.4904.24275.7237414.769823.2951242.9004.68303.9897514.974584.9691073.2545.11332.1847615.179382.986888.5845.54360.3287715.385220.423688.9135.98388.4397815.590100.355474.2546.41416.5317915.79525.857244.6156.84444.6148016.000-0.00063.0267.27472.694樁底豎向合力=1453.02(kN),樁底面積A=3.200(m2)樁底所在土層承載力=1851.00(kPa)故樁的豎向地基承載力滿足。(二)樁身配筋計(jì)算點(diǎn)號(hào)距頂距離面?zhèn)葟澗乇硞?cè)彎矩 剪力面?zhèn)瓤v筋背側(cè)縱筋箍筋(mm2〃m)1(m)-0.00(kN.m)0.00(kN.m)0.00(kN)0.000(mm2)6400(mm2)6400203420.200.006.38-47.28364006400203430.400.0025.53-94.56564006400203440.600.0057.45-141.84864006400203450.800.00102.13-189.13064006400203461.000.00159.58-236.41364006400203471.200.00229.79-283.69664006400203481.400.00312.77-330.97864006400203491.600.00408.52-378.261640064002034101.800.00517.04-425.543640064002034112.000.00638.32-472.82664006400

122.200.00772.36-520.109640064002034132.400.00919.17-567.391640064002034142.600.001078.75-614.674640064002034152.800.001251.10-661.956640064002034163.000.001436.21-709.239640064002034173.200.001634.09-756.522640064002034183.400.001844.73-803.804640064002034193.600.002068.14-851.087640064002034203.800.002304.32-898.370640064002034214.000.002553.26-945.652640064002034224.200.002814.97-992.935640064002034234.400.003089.45-1040.217640064002034244.600.003376.69-1087.500640064002034254.800.003676.70-1134.783640064002034265.000.003989.47-1182.065640066572034275.200.004315.01-1229.348640071792034285.400.004653.32-1276.630640077232034295.600.005004.39-1323.913640082912034305.800.005368.23-1371.196640088832034316.000.005744.84-1418.478640094982034326.200.006134.21-1465.7616400101382034336.400.006536.35-1513.043640010802

346.600.006953.62-1578.6626400114952034356.800.007389.12-1647.5996400122232034367.000.007843.48-1718.2496400129872034377.200.008317.13-1790.6156400137902034387.400.008810.56-1864.6956400146312034397.600.009324.22-1940.4896400155142034407.800.009858.58-2017.9986400164402034418.000.0010414.10-1984.2176400174112034428.210.0010932.28-1730.8136400183252034438.410.0011372.70-1450.0136400191072034448.620.0011735.36-1169.2136400197552034458.820.0012020.26-888.4136400202672034469.030.0012227.41-607.6136400206412034479.230.0012356.79-326.8136400208762034489.440.0012408.41-46.0136400209692034499.640.0012382.27228.9986400209222034509.850.0012281.58487.71864002073920345110.050.0012112.15725.64464002043320345210.260.0011879.69943.18764002001420345310.460.0011589.771140.75264001949520345410.670.0011247.881318.73464001888520345510.870.0010859.391477.518640018196

5611.080.0010429.571617.47964001743820345711.280.009963.561738.97464001662320345811.490.009466.441842.34864001576020345911.690.008943.181927.92964001485920346011.900.008398.671996.02864001392820346112.100.007837.692046.93764001297820346212.310.007264.982080.93164001201520346312.510.006685.172098.26364001104920346412.720.006102.862099.17164001008620346512.920.005522.562083.8696400913520346613.130.004948.722052.5546400820120346713.330.004385.762005.4036400729220346813.540.003838.041942.5736400641520346913.740.003309.871864.2046400640020347013.950.002805.551770.4156400640020347114.150.002329.331661.3116400640020347214.360.001885.441536.9796400640020347314.560.001478.091397.4906400640020347414.770.001111.451242.9006400640020347514.970.00 789.711073.2546400640020347615.180.00 517.03888.5846400640020347715.380.00 297.57688.913640064007815.590.00135.48474.2546400640020347915.790.0034.91244.6156400640020348016.000.000.0063.026640064002034第2種情況：庫(kù)侖土壓力(一般情況)()樁身內(nèi)力計(jì)算按實(shí)際墻背計(jì)算得到：第1破裂角：46.692(度)Ea=400.843(kN)Ex=392.796(kN)Ey=79.915(kN)作用點(diǎn)到嵌固點(diǎn)距離Zy=2.546(m)第1嵌固段地層計(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=5105.431(kN-m)距離樁頂9.436(m)面?zhèn)茸畲髲澗?0.OOO(kN-m)距離樁頂0.000(m)最大剪力=1505.816(kN)距離樁頂8.000(m)最大位移=-25(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-24.610.00020.200-0.000-0.000-24.170.00030.4000.000-0.000-23.740.00040.600-0.0000.000-23.300.00050.8000.144-2.154-22.860.00061.0001.079-7.571-22.430.00071.2003.320-15.203-21.990.00081.4007.308-25.051-21.550.00091.60013.488-37.114-21.120.000101.80022.301-51.394-20.680.000112.00034.193-67.889-20.240.000122.20049.605-86.601-19.810.000132.40068.981-107.528-19.370.000142.60092.764-130.671-18.930.000152.800121.397-156.029-18.500.000163.000155.323-183.604-18.060.000173.200194.986-213.394-17.620.000183.400240.828-245.400-17.190.000193.600293.294-279.622-16.750.000203.800352.825-316.059-16.320.000214.000419.865-354.713-15.880.000

224.200494.858-395.582-15.450.000234.400578.246-438.667-15.010.000244.600670.472-483.968-14.580.000254.800771.981-531.485-14.150.000265.000883.214-581.217-13.720.000275.2001004.615-633.166-13.290.000285.4001136.628-687.330-12.860.000295.6001279.695-743.710-12.430.000305.8001434.260-802.305-12.010.000316.0001600.765-863.117-11.580.000326.2001779.548-924.547-11.160.000336.4001970.625-986.597-10.740.000346.6002174.424-1052.215-10.320.000356.8002391.732-1121.152-9.910.000367.0002622.999-1191.803-9.500.000377.2002868.568-1264.168-9.090.000387.4003128.781-1338.248-8.680.000397.6003403.981-1414.042-8.280.000407.8003694.512-1491.551-7.890.000418.0004000.716-1505.816-7.50-0.000428.2054296.277-1317.818-7.10-461.398438.4104541.359-1078.519-6.71-435.976448.6154738.746-852.674-6.32-410.941458.8214891.175-640.074-5.94-386.311469.0265001.341-440.498-5.57-362.099479.2315071.892-253.721-5.20-338.313489.4365105.431-79.515-4.85-314.960499.6415104.51482.352-4.49-292.043509.8465071.646232.114-4.15-269.5625110.0515009.288370.001-3.81-247.5145210.2564919.851496.243-3.48-225.8945310.4624805.701611.066-3.15-204.6945410.6674669.157714.692-2.83-183.9045510.8724512.493807.337-2.52-163.5135611.0774337.942889.209-2.21-143.5085711.2824147.690960.510-1.91-123.8735811.4873943.8861021.435-1.61-104.5925911.6923728.6391072.166-1.32-85.6486011.8973504.0231112.878-1.03-67.0236112.1033272.0751143.737-0.75-48.6986212.3083034.7981164.897-0.47-30.6526312.5132794.1681176.501-0.20-12.8656412.7182552.1311178.6830.074.6836512.9232310.6071171.5640.3422.0136613.1282071.4901155.2550.6039.1466713.3331836.6551129.8550.8656.1016813.5381607.9591095.4561.1272.8996913.7441387.2381052.1331.3889.5607013.9491176.315999.9571.63106.1027114.154976.999938.9851.89122.5437214.359791.090869.2672.14138.9007314.564620.377790.8432.39155.1907414.769466.642703.7452.64171.4267514.974331.661607.9992.89187.6237615.179217.206503.6223.14203.7907715.385125.047390.6273.38219.9397815.59056.949269.0233.63236.0777915.79514.678138.8133.88252.2098016.0000.00035.7794.13268.340樁底豎向合力=1359.92(kN),樁底面積A=3.200(m2)樁底所在土層承載力=1851.00(kPa)故樁的豎向地基承載力滿足。(二)樁身配筋計(jì)算點(diǎn)號(hào)距頂距離面?zhèn)葟澗乇硞?cè)彎矩 剪力面?zhèn)瓤v筋背側(cè)縱筋箍筋(mm2//m)1(m)-0.00(kN.m)0.00(kN.m)0.00(kN)0.000(mm2)6400(mm2)6400203420.200.000.000.00064006400203430.400.000.000.00064006400203440.600.000.000.00064006400203450.800.000.19-2.15464006400203461.000.001.46-7.57164006400203471.200.004.48-15.20364006400203481.400.009.87-25.05164006400203491.600.0018.21-37.11464006400

101.800.0030.11-51.394640064002034112.000.0046.16-67.889640064002034122.200.0066.97-86.601640064002034132.400.0093.12-107.528640064002034142.600.00125.23-130.671640064002034152.800.00163.89-156.029640064002034163.000.00209.69-183.604640064002034173.200.00263.23-213.394640064002034183.400.00325.12-245.400640064002034193.600.00395.95-279.622640064002034203.800.00476.31-316.059640064002034214.000.00566.82-354.713640064002034224.200.00668.06-395.582640064002034234.400.00780.63-438.667640064002034244.600.00905.14-483.968640064002034254.800.001042.17-531.485640064002034265.000.001192.34-581.217640064002034275.200.001356.23-633.166640064002034285.400.001534.45-687.330640064002034295.600.001727.59-743.710640064002034305.800.001936.25-802.305640064002034316.000.002161.03-863.11764006400

326.200.002402.39-924.547640064002034336.400.002660.34-986.597640064002034346.600.002935.47-1052.215640064002034356.800.003228.84-1121.152640064002034367.000.003541.05-1191.803640064002034377.200.003872.57-1264.168640064702034387.400.004223.85-1338.248640070322034397.600.004595.37-1414.042640076302034407.800.004987.59-1491.551640082642034418.000.005400.97-1505.816640089362034428.210.005799.97-1317.818640095892034438.410.006130.84-1078.5196400101322034448.620.006397.31-852.6746400105722034458.820.006603.09-640.0746400109132034469.030.006751.81-440.4986400111592034479.230.006847.05-253.7216400113182034489.440.006892.33-79.5156400113932034499.640.006891.0982.3526400113912034509.850.006846.72232.11464001131720345110.050.006762.54370.00164001117720345210.260.006641.80496.24364001097720345310.460.006487.70611.066640010721

5410.670.006303.36714.69264001041720345510.870.006091.87807.33764001006820345611.080.005856.22889.2096400968120345711.280.005599.38960.5106400926020345811.490.005324.251021.4356400881120345911.690.005033.661072.1666400833920346011.900.004730.431112.8786400784820346112.100.004417.301143.7376400734320346212.310.004096.981164.8976400682920346312.510.003772.131176.5016400640020346412.720.003445.381178.6836400640020346512.920.003119.321171.5646400640020346613.130.002796.511155.2556400640020346713.330.002479.481129.8556400640020346813.540.002170.741095.4566400640020346913.740.001872.771052.1336400640020347013.950.001588.02999.9576400640020347114.150.001318.95938.9856400640020347214.360.001067.97869.2676400640020347314.560.00837.51790.8436400640020347414.770.00629.97703.7456400640020347514.970.00447.74607.999640064007615.180.00293.23503.6226400640020347715.380.00168.81390.6276400640020347815.590.0076.88269.0236400640020347915.790.0019.82138.8136400640020348016.000.000.0035.779640064002034各點(diǎn)的配筋包絡(luò)結(jié)果點(diǎn)號(hào)距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2/m)1-0.0064006400203420.2064006400203430.4064006400203440.6064006400203450.8064006400203461.0064006400203471.2064006400203481.4064006400203491.60640064002034101.80640064002034112.00640064002034122.20640064002034132.40640064002034142.60640064002034152.80640064002034163.00640064002034173.20640064002034183.40640064002034193.60640064002034203.80640064002034214.00640064002034224.20640064002034234.40640064002034244.60640064002034254.80640064002034265.00640066572034275.20640071792034285.40640077232034295.60640082912034305.80640088832034316.00640094982034326.206400101382034336.406400108022034346.606400114952034356.806400122232034367.006400129872034377.206400137902034387.406400146312034397.606400155142034407.806400164402034418.006400174112034428.216400183252034438.416400191072034448.626400197552034458.826400202672034469.036400206412034479.236400208762034489.446400209692034499.646400209222034509.8564002073920345110.0564002043320345210.2664002001420345310.4664001949520345410.6764001888520345510.8764001819620345611.0864001743820345711.2864001662320345811.4964001576020345911.6964001485920346011.9064001392820346112.1064001297820346212.3164001201520346312.5164001104920346412.7264001008620346512.926400913520346613.136400820120346713.336400729220346813.546400641520346913.746400640020347013.956400640020347114.156400640020347214.366400640020347314.566400640020347414.7764006400203475 14.976400 6400 2034TOC\o"1-5"\h\z76 15.18 6400 6400 203477 15.38 6400 6400 203478 15.59 6400 6400 203479 15.79 6400 6400 203480 16.00 6400 6400 2034樁配筋面積最終結(jié)果：面?zhèn)瓤v筋最大為6400(mm)背側(cè)縱筋最大為20969(mm?)抗剪箍筋最大為2034(mm7m)樁間板驗(yàn)算計(jì)算項(xiàng)目：抗滑樁綜合分析(2-2)原始條件:第1種情況：滑坡推力［板后剩余下滑力］剩余下滑力=404.472(kN) 剩余下滑力角度=20.740°剩余下滑力水平分力=378.261(kN)剩余下滑力豎直分力=143.234(kN)分布范圍為樁頂以下(0?6.400m)范圍樁頂以下(6.400m?8.000m)范圍內(nèi)按土壓力計(jì)算按實(shí)際墻背計(jì)算得到：第1破裂角：46.692(度)Ea=400.843(kN)Ex-392.796(kN)Ey=79.915(kN)作用點(diǎn)到嵌固點(diǎn)距離Zy=2.546(m)段內(nèi)的土壓力合力：0.775Ea=149.423(kN),Ex=146.423(kN),Ey=29.790(kN)作用點(diǎn)高度Zy=0.775水平分力=524.684(kN) 豎直分力=173.024(kN)作用點(diǎn)高度=3.677(m)板類(lèi)型：直板取單位寬度板長(zhǎng)計(jì)算板類(lèi)型號(hào)：1板的計(jì)算長(zhǎng)度1=4.000-1.600+0.500=2.900(m)板上荷載(取板段最大荷載力)：q=100.096(kN/m)板下緣距頂距離：8.000(m)板厚：b=300(mm)［內(nèi)力計(jì)算］板上最大彎矩：M=ql2/8=105.226(kN?m)板上最大剪力：V=ql/2=145.140(kN)板上支座反力：F=ql/2=145.140(kN)［混凝土抗剪計(jì)算］板作用綜合分項(xiàng)系數(shù)：k.=1.350剪力設(shè)計(jì)值：V=195.938(kN)V<=0.7ftbho=0.7X1.430X1000.000X275.000=275275.000(N)=275.275(kN)混凝土抗剪滿足要求［配筋計(jì)算］板作用綜合分項(xiàng)系數(shù)：k?=1.350彎矩設(shè)計(jì)值：M=142.055(kN?m)計(jì)算配筋面積：As=1544(mm2)板寬：B=1.000(m)單塊板上配筋面積：As=AsB=1544(mm2)第2種情況：土壓力［板后土壓力］按實(shí)際墻背計(jì)算得到：第1破裂角：46.692(度)Ea=400.843(kN)Ex=392.796(kN)Ey=79.915(kN)作用點(diǎn)到嵌固點(diǎn)距離Zy=2.546(m)板類(lèi)型：直板取單位寬度板長(zhǎng)計(jì)算板類(lèi)型號(hào)：1板的計(jì)算長(zhǎng)度1=4.000-1.600+0.500=2.900(m)板上荷載(取板段最大荷載力)：q=100.096(kN/m)板下緣距頂距離：8.000(m)板厚：b=300(mm)［內(nèi)力計(jì)算］板上最大彎矩：M=ql2/8=105.226(kN?m)板上最大剪力：V=ql/2=145.140(kN)板上支座反力：F=ql/2=145.140(kN)［混凝土抗剪計(jì)算］板作用綜合分項(xiàng)系數(shù)：k,=1.350剪力設(shè)計(jì)值：V=195.938(kN)V<=0.7ftbho=0.7X1.430X1000.000X275.000=275275.000(N)=275.275(kN)混凝土抗剪滿足要求［配筋計(jì)算］板作用綜合分項(xiàng)系數(shù)：ks=1.350彎矩設(shè)計(jì)值：M=142.055(kN?m)計(jì)算配筋面積：A，=1544(mm2)板寬：B=1.000(m)

單塊板上配筋面積：A*=AsB=1544（mmJ）控制配筋結(jié)果板類(lèi)型號(hào)1板類(lèi)型號(hào)1單塊板計(jì)算配筋面積（mm?）15447.2、抗滑樁綜合分析（3-3剖面）樁頂?shù)孛鏅M坡無(wú)橫坡

樁后橫坡角（度）0.樁頂?shù)孛鏅M坡無(wú)橫坡

樁后橫坡角（度）0.0001.總控制信息路基型式路堤地區(qū)類(lèi)型一般地區(qū)支護(hù)類(lèi)型樁+板結(jié)構(gòu)重要性系數(shù)1.10抗震設(shè)計(jì)烈度（度）—配筋計(jì)算—水平地震系數(shù)Kh—水上地震角（度）—水下地震角（度）—重要性修正系數(shù)Ci—綜合影響系數(shù)Cz—2.坡線、土層和水位1）坡線信息坡線數(shù)3坡線 水平投影豎向投影 坡線長(zhǎng)坡線仰角荷載數(shù)序號(hào)長(zhǎng)（m）長(zhǎng)(m) (m)(°)1 5.2003.940 6.52437.15112 8.2001.750 8.38512.04713 33.0000.000 33.0000.0000坡線荷載：荷載 荷載類(lèi)型Pl P2XI(m)X2(m)序號(hào)(kN,kN/m) (kN/m)1-1 分布力10.000 10.0000.0005.2002-1 分布力10.000 10.0000.0007.3852）土層信息樁頂?shù)孛鏅M坡角（度）0.000結(jié)構(gòu)與土摩擦角（度）11.500

嵌固段以上土層數(shù)：1序號(hào)地層 地層重度浮重度粘聚力內(nèi)摩擦等效內(nèi)摩土摩阻計(jì)算m,c,K承載KHnR類(lèi)型 厚(m)(kN/m3)(kN/m3)(kPa) 角(。)擦角(°)力(kPa)方法 力(kPa)(MPa)1土層 8.00021.000—5.000 21.50023.000120.000m法 10.000120.000—_—— 嵌固段土層數(shù)：1序號(hào)地層地層序號(hào)地層地層m,c,K承載KHn類(lèi)型厚(m)R(kN/m3)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法力(kPa) (MPa)200.00026.000— 380.000K法65.0001巖層50.00025.700--200.00026.000— 380.000K法65.0003)水位信息非浸水地區(qū)，無(wú)水位信息.計(jì)算模型1)樁前覆土模型：彈簧模型彈簧模型彈簧模型矩形矩形按指定滑面計(jì)算推力KT模型1.350乂乂X橫向地基承載力計(jì)算 建筑規(guī)范.滑坡推力相關(guān)信息1)滑坡推力信息滑坡推力分布類(lèi)型計(jì)算目標(biāo)計(jì)算模型安全系數(shù)K是否考慮動(dòng)水壓力和浮托力是否考慮坡面外的靜水壓力是否考慮承壓水的浮托力樁前剩余抗滑力水平分力(kN/m) 0.0001)滑面信息1 13.430 5.320 14.445 21.610 5.000 21.500

2 12.380 7.49014.469 31.174 5.00021.5005.樁信息1)樁基本信息樁前地面以上長(zhǎng)度(m)8.000嵌固點(diǎn)深度(m)0.000懸臂長(zhǎng)度(m)8.000嵌固長(zhǎng)度(m)8.000截面形狀矩形樁寬b(m)1.600樁高h(yuǎn)(m)2.000樁中心距(m)4.000T型翼緣X樁底支承條件自由坡線數(shù)2)樁配筋信息3樁作用綜合分項(xiàng)系數(shù)1.35樁混凝土強(qiáng)度等級(jí)C30樁縱筋合力點(diǎn)到外皮距離(mm)86樁容重(kN/m)25.00樁縱筋級(jí)別HRB4006.樁箍筋級(jí)別板信息1)板尺寸信息HPB300樁間板類(lèi)型直板樁間板的種類(lèi)數(shù)1板的搭接長(zhǎng)度(m)0.500板類(lèi)型號(hào) 板厚(mm)板寬(m) 板塊數(shù)1 3002)板配筋信息1.000 8板作用綜合分項(xiàng)系數(shù)1.350混凝土強(qiáng)度等級(jí)C30鋼筋合力點(diǎn)到邊緣距離(mm)25板縱筋級(jí)別HRB4001.板選筋鋼筋直徑結(jié)構(gòu)上自定義荷載以及荷載組合1)樁頂自定義荷載樁頂自定義荷載數(shù)：02)樁荷載組合［滑坡推力(一般)組合］14

荷載號(hào)荷載名稱(chēng)是否參與調(diào)整系數(shù)1 樁自重V1.0002 樁頂恒載V1.0003 樁頂活載V1.0004 樁后滑坡推力V1.000［庫(kù)侖土壓力（一般）組合］荷載號(hào)荷載名稱(chēng)是否參與調(diào)整系數(shù)1 樁自重V1.0002 樁頂恒載1.0003 樁頂活載V1.0004 樁后主動(dòng)土壓力V1.0002）板荷載組合［滑坡推力（一般）組合］荷載號(hào)荷載名稱(chēng)是否參與調(diào)整系數(shù)1 板后滑坡推力1.000［庫(kù)侖土壓力（一般）組合］荷載號(hào)荷載名稱(chēng)是否參與調(diào)整系數(shù)1 板后主動(dòng)土壓力1.000抗滑動(dòng)樁驗(yàn)算計(jì)算項(xiàng)目：抗滑樁綜合分析（3-3）原始條件: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?第I種情況：滑坡推力(一般情況)(-)樁身內(nèi)力計(jì)算剩余下滑力=424.362(kN) 剩余下滑力角度=21.610°剩余下滑力水平分力=394.535(kN)剩余下滑力豎直分力=156.286(kN)分布范圍為樁頂以下(0?6.400m)范圍樁頂以下(6.400m?8.000m)范圍內(nèi)按土壓力計(jì)算按實(shí)際墻背計(jì)算得到：第1破裂角：44.190(度)Ea=537.951(kN)Ex=527.152(kN)Ey=107.250(kN)作用點(diǎn)到嵌固點(diǎn)距離Zy=2.837(m)段內(nèi)的土壓力合力：Ea=174.203(kN),Ex=170.705(kN),Ey=34.730(kN)作用點(diǎn)高度Zy=0.778合并后整個(gè)樁后范圍內(nèi)：水平分力=565.240(kN)豎直分力=191.017(kN)作用點(diǎn)高度=3.585(m)第1嵌固段地層計(jì)算方法：K法背側(cè)一一為擋土側(cè)；面?zhèn)纫灰粸榉菗跬羵?cè)。背側(cè)最大彎矩=9781.516(kN-m)距離樁頂9.641(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=2275.320(kN)距離樁頂12.718(m)最大位移=-49(mm)點(diǎn)號(hào) 距頂距離 彎矩剪力位移土反力

(m)(kN-m)(kN)(mm)(kPa)1-0.0000.000-0.000-49.160.00020.2004.932-49.317-48.270.00030.40019.727-98.634-47.370.00040.60044.385-147.951-46.480.00050.80078.907-197.267-45.590.00061.000123.292-246.584-44.700.00071.200177.541-295.901-43.800.00081.400241.653-345.218-42.910.00091.600315.628-394.535-42.020.000101.800399.466-443.852-41.130.000112.000493.168-493.168-40.230.000122.200596.734-542.485-39.340.000132.400710.163-591.802-38.450.000142.600833.455-641.119-37.560.000152.800966.610-690.436-36.680.000163.0001109.629-739.753-35.790.000173.2001262.511-789.070-34.900.000183.4001425.257-838.386-34.020.000193.6001597.866-887.703-33.140.000203.8001780.338-937.020-32.260.000214.0001972.674-986.337-31.380.000224.2002174.873-1035.654-30.500.000234.4002386.936-1084.971-29.630.000244.6002608.861-1134.287-28.760.000254.8002840.651-1183.604-27.900.000265.0003082.303-1232.921-27.030.000275.2003333.819-1282.238-26.170.000285.4003595.198-1331.555-25.320.000295.6003866.441-1380.872-24.470.000305.8004147.547-1430.189-23.620.000316.0004438.516-1479.505-22.780.000326.2004739.349-1528.822-21.950.000336.4005050.045-1578.139-21.120.000346.6005373.564-1657.344-20.300.000356.8005713.100-1738.307-19.480.000367.0006069.004-1821.028-18.670.000377.2006441.629-1905.509-17.870.000387.4006831.325-1991.747-17.080.000397.6007238.444-2079.744-16.290.000407.8007663.340-2169.500-15.520.000418.0008106.251-2131.510-14.75-0.000428.2058517.260-1863.264-13.98-526.500438.4108870.667-1582.464-13.21-526.500

448.6159166.476-1301.664-12.46-526.500458.8219404.684-1020.864-11.72-526.500469.0269585.292-740.064-10.99-526.500479.2319708.300-459.264-10.28-526.500489.4369773.708-178.464-9.57-526.500499.6419781.516102.336-8.89-526.500509.8469731.724383.136-8.21-526.5005110.0519624.332654.304-7.54-490.3815210.2569463.291904.551-6.89-448.0445310.4629253.2341132.434-6.25-406.5165410.6678998.7031338.378-5.63-365.7775510.8728704.1541522.801-5.01-325.8075611.0778373.9641686.104-4.41-286.5805711.2828012.4211828.677-3.82-248.0695811.4877623.7371950.893-3.23-210.2425911.6927212.0532053.109-2.66-173.0666011.8976781.4372135.662-2.10-136.5076112.1036335.8862198.871-1.55-100.5276212.3085879.3362243.035-1.00-65.0886312.5135415.6652268.432-0.46-30.1526412.7184948.6972275.3200.074.3226512.9234482.2022263.9360.5938.3726613.1284019.9032234.4921.1172.0396713.3333565.4852187.1851.62105.3636813.5383122.5962122.1872.13138.3826913.7442694.8472039.6492.63171.1337013.9492285.8171939.7063.13203.6547114.1541899.0681822.4703.63235.9807214.3591538.1371688.0384.13268.1427314.5641206.5421536.4874.62300.1737414.769907.7841367.8805.11332.1007514.974645.3581182.2675.60363.9497615.179422.751979.6836.09395.7437715.385243.438760.1526.58427.4997815.590110.894523.6