小學(xué)改擴(kuò)建工程車(chē)庫(kù)調(diào)整后基坑支護(hù)工程計(jì)算書(shū)

PAGEPAGE1小學(xué)改擴(kuò)建工程車(chē)庫(kù)調(diào)整后基坑支護(hù)工程計(jì)算書(shū)1.工程地質(zhì)概述該項(xiàng)目位于該工程項(xiàng)目位于江北區(qū)洋河?xùn)|路勞動(dòng)一村一號(hào)，場(chǎng)地周邊有洋河?xùn)|路和鯉魚(yú)池路等主干道，另有多條市政支路與之相通，為成熟主城區(qū)，位置優(yōu)越，交通方便。工程區(qū)位于構(gòu)造剝蝕淺丘陵地貌區(qū)，原始地形東高西低，場(chǎng)地經(jīng)人工改造，地形較平坦。高程310.29～324.49m，相對(duì)高差約12.20m。場(chǎng)地內(nèi)整體為北東高、南西低。在操場(chǎng)下方修建負(fù)三層的地下車(chē)庫(kù)，平、場(chǎng)后與周?chē)h(huán)境形成最大高度約25m的巖土質(zhì)基坑邊坡，應(yīng)支護(hù)治理。根據(jù)區(qū)域地質(zhì)構(gòu)造綱要圖，場(chǎng)區(qū)處于龍王洞背斜南翼近核部，巖層產(chǎn)較平緩，層面波狀起伏，據(jù)現(xiàn)場(chǎng)調(diào)查及區(qū)域地質(zhì)資料，場(chǎng)區(qū)內(nèi)巖層產(chǎn)狀為168～192°∠11～14°，優(yōu)勢(shì)產(chǎn)狀188°∠12°，局部有泥質(zhì)充填，層面結(jié)合很差，屬于軟弱結(jié)構(gòu)面。場(chǎng)區(qū)基巖中主要發(fā)育兩組裂隙，產(chǎn)狀、特征分別為：裂隙L1：產(chǎn)狀127～139°∠14～17°，優(yōu)勢(shì)產(chǎn)狀135°∠15°，裂隙面較平，局部有泥質(zhì)充填，間距1.0～2.8m，以張開(kāi)狀為主，張開(kāi)寬度1～3mm，部分呈微閉合狀，結(jié)合很差，屬于軟弱結(jié)構(gòu)面；裂隙L2：265～276°∠44～47°，優(yōu)勢(shì)產(chǎn)狀273°∠45°，裂隙面較平，間距1.8～3.2m，以張開(kāi)狀為主，張開(kāi)寬度約1～2mm，部分呈微閉合狀，結(jié)合很差，屬于軟弱結(jié)構(gòu)面。根據(jù)鉆探成果分析，在鉆探深度內(nèi)土層由第四系全新統(tǒng)人工填土和殘坡積粉質(zhì)粘土組成；下伏巖層主要為侏羅系中統(tǒng)上沙溪廟組泥巖、砂巖。場(chǎng)地屬構(gòu)造侵蝕剝蝕丘陵地貌，目前場(chǎng)地正在整平中，整體地勢(shì)西北高東南低，有利于地表水和地下水排泄。工程區(qū)地下水按水理性質(zhì)、水力特征、賦存條件可劃為松散土類孔隙水、基巖裂隙水兩類；松散土類孔隙水主賦存于人工填土和粉質(zhì)粘土中，基巖裂隙水賦存于下伏砂、泥巖裂隙中，水量受地形地貌、構(gòu)造和巖性控制。地下水補(bǔ)給來(lái)源主要為大氣降水補(bǔ)給。根據(jù)本區(qū)地質(zhì)資料及現(xiàn)場(chǎng)調(diào)查可知，本場(chǎng)地巖層分布連續(xù)，不存在斷層、構(gòu)造破碎帶，無(wú)地下洞室、軟臥層、暗塘、暗濱等不良地質(zhì)現(xiàn)象。也未見(jiàn)危巖崩塌、滑坡、泥石流等地質(zhì)現(xiàn)象。根據(jù)《建筑抗震設(shè)計(jì)規(guī)范》(GB50011—2010)，本區(qū)抗震設(shè)防烈度為6度，設(shè)計(jì)基本地震加速度值為0.05g，設(shè)計(jì)地震分組為第一組。該工程基坑邊坡為臨時(shí)支護(hù)，其安全等級(jí)為一級(jí)，合理使用年限不大于2年。各段基坑邊坡的地質(zhì)概況及主要破壞模式如下：序號(hào)邊坡編號(hào)地質(zhì)概況及主要破壞模式1A-D段邊坡由素填土、粉質(zhì)粘土和強(qiáng)風(fēng)化、中風(fēng)化基巖組成，土層最大厚度約7.0m，強(qiáng)風(fēng)化巖體最大厚度約2.9m，為巖土質(zhì)混合邊坡。土質(zhì)段：該段現(xiàn)狀地形和巖土界面較緩，巖土界面傾角小于10°，巖土界面反傾，沿巖土界面產(chǎn)生整體性滑移的可能性小，邊坡破壞模式為沿土體內(nèi)部產(chǎn)生圓弧形滑動(dòng)。巖質(zhì)部分：邊坡穩(wěn)定性主要受邊坡巖體強(qiáng)度控制，邊坡破壞模式為風(fēng)化剝落，崩塌掉塊破壞。2B-C段邊坡由素填土、粉質(zhì)粘土和強(qiáng)、中風(fēng)化泥巖組成，局部夾砂巖組成，素填最大厚度4.5m，粉質(zhì)粘土最大厚度約2.1m，為巖土質(zhì)混合邊坡。土質(zhì)部分：該段原始地形和巖土界面均較平緩，巖土界面部分反傾，沿現(xiàn)狀地面或巖土界面整體性滑移的可能性小，邊坡破壞模式為沿土體內(nèi)部產(chǎn)生圓弧形滑動(dòng)。巖質(zhì)部分：為切向坡，裂隙1與邊坡方向反向相交，對(duì)邊坡的穩(wěn)定性影響??；裂隙2與邊坡方向基本一致，為外傾結(jié)構(gòu)面，邊坡破壞模式為易沿裂隙2滑動(dòng)破壞或風(fēng)化剝落，崩塌掉塊破壞。3A-B，C-D段邊坡主要由素填土、粉質(zhì)粘土和強(qiáng)、中風(fēng)化泥巖組成，局部夾砂巖；土層最大厚度為7.3米，為巖土質(zhì)混合邊坡。土質(zhì)段：該段現(xiàn)狀地形和巖土界面較緩，巖土界面傾角小于10°，沿巖土界面產(chǎn)生整體性滑移的可能性小，邊坡破壞模式為沿土體內(nèi)部產(chǎn)生圓弧形滑動(dòng)。巖質(zhì)部分：邊坡穩(wěn)定性主要受邊坡巖體強(qiáng)度控制，邊坡破壞模式為風(fēng)化剝落，崩塌掉塊破壞。該臨時(shí)基坑邊坡支護(hù)治理方案為:A-B，C-D段采用樁板錨擋墻支護(hù)+板肋式錨桿支護(hù);B-C段采用放坡+樁板錨擋墻支護(hù);A-D段邊坡采用板肋式錨桿支護(hù)+樁板擋墻支護(hù);坡頂設(shè)置截水系統(tǒng)，坡腳設(shè)置排水系統(tǒng).2.設(shè)計(jì)依據(jù)《建筑邊坡工程技術(shù)規(guī)范》（GB50330—2013）；《巖土工程勘察規(guī)范》（GB50021—2001）2009版；《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》（GB50007—2011）；《建筑抗震設(shè)計(jì)規(guī)范》（GB50011—2010）2016版；重慶市地方標(biāo)準(zhǔn)《地質(zhì)災(zāi)害防治工程設(shè)計(jì)規(guī)范》（DB50/5029—2004）；《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》（GB50010—2010）2015版；《建筑基坑支護(hù)技術(shù)規(guī)程》(JGJ120-2012)；《建筑基坑工程監(jiān)測(cè)技術(shù)規(guī)范>>(GB50497-2009);《巖土錨桿與噴射混凝土支護(hù)工程技術(shù)規(guī)范》(GB50086-2015)<<重慶市江北區(qū)培新小學(xué)改擴(kuò)建工程巖土工程勘察報(bào)告（補(bǔ)充勘察）>>,重慶長(zhǎng)江工程勘察設(shè)計(jì)研究院,2019.06。3.設(shè)計(jì)參數(shù)根據(jù)<<重慶市江北區(qū)培新小學(xué)改擴(kuò)建工程巖土工程勘察報(bào)告（補(bǔ)充勘察）>>,基坑邊坡治理參數(shù)如下:注：1、表中帶#者為經(jīng)驗(yàn)值。2、場(chǎng)地素填土部分尚未完成自重固結(jié)沉降，經(jīng)壓實(shí)后（壓實(shí)系數(shù)不應(yīng)小于0.95）的填土基底摩擦系數(shù)建議取0.25，樁側(cè)負(fù)摩阻力系數(shù)取0.25，壓實(shí)后的承載力特征值建議通過(guò)現(xiàn)場(chǎng)試驗(yàn)確定取值。后期施工回填的素填土亦應(yīng)滿足上述條件。3、受施工及地表水影響，無(wú)法保證泥巖處于天然狀態(tài)時(shí)，泥巖的力學(xué)強(qiáng)度應(yīng)采用飽和強(qiáng)度作為設(shè)計(jì)依據(jù)；巖質(zhì)地基承載力特征值應(yīng)以飽和單軸抗壓強(qiáng)度標(biāo)準(zhǔn)值進(jìn)行計(jì)算。4、巖土與錨固體粘結(jié)強(qiáng)度特征值僅適用于初步設(shè)計(jì)，施工時(shí)應(yīng)通過(guò)試驗(yàn)檢驗(yàn)。5、巖石抗壓值均為場(chǎng)地所取巖樣統(tǒng)計(jì)后的標(biāo)準(zhǔn)值，若施工階段取樣試驗(yàn)值達(dá)不到該標(biāo)準(zhǔn)值，建議設(shè)計(jì)單位應(yīng)進(jìn)行復(fù)核。6、巖土體臨時(shí)坡率（土質(zhì)邊坡＜5m，巖質(zhì)邊坡＜8m）：素填土1:1.50，粉質(zhì)粘土1:1.25，強(qiáng)風(fēng)化巖體1:0.75，中風(fēng)化巖體1:0.5。7、B-C段（L2裂隙控制段）強(qiáng)風(fēng)化邊坡巖體類型為Ⅳ類,巖體等效內(nèi)摩擦角φe為50°，中風(fēng)化巖體類型為Ⅲ類，等效內(nèi)摩擦角φe為55°。其余段強(qiáng)風(fēng)化邊坡巖體類型為Ⅳ類,巖體等效內(nèi)摩擦角φe為50°，中風(fēng)化巖體類型為Ⅱ類，巖體等效內(nèi)摩擦角φe中風(fēng)化泥巖取62°，中風(fēng)化砂巖取65°。4.B-C段樁板錨支護(hù)計(jì)算4.1剖面2—2比較剖面2-2與4-4的樁頂以上滑體范圍內(nèi)的附加荷載,2-2剖面最不利。樁、板計(jì)算條件1.總控制信息路基型式路堤地區(qū)類型一般地區(qū)支護(hù)類型樁＋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水平地震作用沿豎向分布形式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)(°)11.5000.0001.5000.0000213.3508.90016.04533.6900310.6000.00010.6000.0001坡線荷載：荷載荷載類型P1P2X1(m)X2(m)序號(hào)(kN,kN/m)(kN/m)3-1分布力20.00020.0000.50010.0002)土層信息樁前是否有橫坡無(wú)橫坡樁前橫坡角(度)0.000樁后橫坡角(度)0.000結(jié)構(gòu)與土摩擦角(度)12.500嵌固段以上土層數(shù):2序號(hào)土層重度浮重度粘聚力內(nèi)摩擦水下粘聚水下內(nèi)摩土摩阻厚(m)(kN/m3)(kN/m3)(kPa)角(°)力(kPa)擦角(°)力(kPa)116.50025.3000.00050.000450.00028.90021.0000.00025.00030.000嵌固段土層數(shù):1序號(hào)地層地層重度粘聚力內(nèi)摩擦綜合內(nèi)摩土摩阻計(jì)算m,c,K承載KHηR類型厚(m)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法力(kPa)(MPa)1巖層10.00025.3000.00050.000450.000K法90.0002065.0000.5000.3005.0003)水位信息非浸水地區(qū)，無(wú)水位信息4.滑坡推力相關(guān)信息1)滑坡推力信息滑坡推力分布類型矩形計(jì)算模型R/K模型計(jì)算目標(biāo)按指定滑面計(jì)算推力安全系數(shù)K1.250是否考慮動(dòng)水壓力和浮托力ㄨ是否考慮坡面外的靜水壓力ㄨ是否考慮承壓水的浮托力ㄨ樁前剩余抗滑力水平分力(kN)0.0001)滑面信息120.50020.50028.99145.00022.00014.00024.9004.9006.93045.0000.00025.0005.樁信息1)樁基本信息樁前地面以上長(zhǎng)度(m)16.500嵌固點(diǎn)深度(m)0.000懸臂長(zhǎng)度(m)16.500嵌固長(zhǎng)度(m)6.000截面形狀矩形樁寬b(m)1.500樁高h(yuǎn)(m)2.000樁中心距(m)3.000T型翼緣ㄨ樁底支承條件鉸支初始彈性系數(shù)A(MN/m3)0.000初始彈性系數(shù)A1(MN/m3)0.000坡線數(shù)32)樁配筋信息樁作用綜合分項(xiàng)系數(shù)1.00樁混凝土強(qiáng)度等級(jí)C30樁縱筋合力點(diǎn)到外皮距離(mm)70樁容重(kN/m^3~)25.00樁縱筋級(jí)別HRB400樁箍筋級(jí)別HRB4005.板信息1)板尺寸信息樁間板類型直板樁間板的種類數(shù)1板的搭接長(zhǎng)度(m)0.500板類型號(hào)板厚(mm)板寬(m)板塊數(shù)130017.00012)板配筋信息板作用綜合分項(xiàng)系數(shù)1.000混凝土強(qiáng)度等級(jí)C30鋼筋合力點(diǎn)到邊緣距離(mm)50板縱筋級(jí)別HRB400板選筋鋼筋直徑146.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)荷載名稱是否參與調(diào)整系數(shù)1樁自重√1.3002樁頂恒載√1.3003樁頂活載√1.4004樁后滑坡推力√1.1505樁前剩余抗滑力√1.000[庫(kù)侖土壓力(一般)組合]荷載號(hào)荷載名稱是否參與調(diào)整系數(shù)1樁自重√1.3002樁頂恒載√1.3003樁頂活載√1.4004樁后主動(dòng)土壓力√1.3005樁前被動(dòng)土壓力√1.0002)板荷載組合[滑坡推力(一般)組合]荷載號(hào)荷載名稱是否參與調(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)(一)樁身內(nèi)力計(jì)算剩余下滑力=2861.188(kN) 剩余下滑力角度=45.000°剩余下滑力水平分力=2023.166(kN) 剩余下滑力豎直分力=2023.166(kN)分布范圍為樁頂以下(0～16.500m)范圍[樁前剩余抗滑力]樁前覆土層到嵌固點(diǎn)的厚度=0.000(m)樁前剩余抗滑力水平分力=0.000(kN)合力作用點(diǎn)到嵌固點(diǎn)距離=0.000(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=9625.445(kN-m)距離樁頂17.900(m)面?zhèn)茸畲髲澗?1017.949(kN-m)距離樁頂8.542(m)最大剪力=3109.951(kN)距離樁頂22.300(m)最大位移=-58(mm)第1道錨索水平拉力=946.846(kN)距離樁頂1.000(m)第2道錨索水平拉力=938.092(kN)距離樁頂3.000(m)第3道錨索水平拉力=930.113(kN)距離樁頂5.000(m)第4道錨索水平拉力=783.742(kN)距離樁頂7.500(m)第5道錨索水平拉力=731.474(kN)距離樁頂10.000(m)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.0000.000-57.810.00020.2008.461-84.605-57.240.00030.40033.842-169.210-56.680.00040.60076.145-253.815-56.110.00050.800135.368-338.420-55.550.00061.000211.513523.820-54.990.00071.200115.209439.215-54.420.00081.40035.827354.610-53.860.00091.600-26.635270.005-53.290.000101.800-72.175185.400-52.730.000112.000-100.795100.795-52.170.000122.200-112.49316.190-51.600.000132.400-107.271-68.415-51.040.000142.600-85.127-153.020-50.480.000152.800-46.063-237.626-49.910.000163.0009.923615.861-49.350.000173.200-104.789531.256-48.780.000183.400-202.580446.651-48.220.000193.600-283.449362.046-47.650.000203.800-347.398277.441-47.090.000214.000-394.426192.836-46.520.000224.200-424.532108.231-45.960.000234.400-437.71823.625-45.390.000244.600-433.982-60.980-44.820.000254.800-413.326-145.585-44.260.000265.000-375.749699.923-43.690.000275.208-512.386611.792-43.100.000285.417-630.662523.662-42.500.000295.625-730.578435.532-41.910.000305.833-812.134347.401-41.310.000316.042-875.329259.271-40.720.000326.250-920.163171.141-40.120.000336.458-946.63783.010-39.520.000346.667-954.751-5.120-38.920.000356.875-944.504-93.250-38.320.000367.083-915.897-181.381-37.710.000377.292-868.929-269.511-37.110.000387.500-803.600426.101-36.500.000397.708-883.191337.970-35.900.000407.917-944.421249.840-35.290.000418.125-987.291161.710-34.680.000428.333-1011.80073.580-34.070.000438.542-1017.949-14.551-33.460.000448.750-1005.738-102.681-32.840.000458.958-975.166-190.811-32.230.000469.167-926.233-278.942-31.610.000479.375-858.940-367.072-30.990.000489.583-773.286-455.202-30.370.000499.792-669.272-543.333-29.750.0005010.000-546.898-631.463-29.130.0005110.203-558.48514.084-28.520.0005210.406-552.619-71.843-27.920.0005310.609-529.299-157.770-27.310.0005410.813-488.525-243.697-26.700.0005511.016-430.297-329.624-26.090.0005611.219-354.615-415.551-25.480.0005711.422-261.480-501.478-24.870.0005811.625-150.890-587.405-24.260.0005911.828-22.846-673.332-23.650.0006012.031122.651-759.259-23.040.0006112.234285.603-845.187-22.420.0006212.438466.008-931.114-21.810.0006312.641663.868-1017.041-21.200.0006412.844879.181-1102.968-20.590.0006513.0471111.948-1188.895-19.990.0006613.2501362.170-1274.822-19.380.0006713.4531629.845-1360.749-18.780.0006813.6561914.974-1446.676-18.170.0006913.8592217.557-1532.603-17.570.0007014.0632537.594-1618.530-16.980.0007114.2662875.085-1704.457-16.380.0007214.4693230.030-1790.384-15.800.0007314.6723602.428-1876.311-15.210.0007414.8753992.281-1962.238-14.630.0007515.0784399.588-2048.166-14.060.0007615.2814824.349-2134.093-13.490.0007715.4845266.563-2220.020-12.930.0007815.6885726.231-2305.947-12.370.0007915.8916203.354-2391.874-11.830.0008016.0946697.930-2477.801-11.290.0008116.2977209.960-2563.728-10.760.0008216.5007739.445-2534.449-10.24-0.0008316.7008228.936-2274.047-9.74-750.0008416.9008646.242-1899.047-9.25-750.0008517.1008988.554-1524.047-8.77-750.0008617.3009255.861-1149.647-8.31-747.6058717.5009448.411-786.051-7.85-706.7778817.7009570.283-442.586-7.41-667.0818917.9009625.445-118.683-6.98-628.5339018.1009617.756186.235-6.57-591.1389118.3009550.952472.744-6.17-554.8979218.5009428.658741.418-5.78-519.8009318.7009254.384992.827-5.40-485.8349418.9009031.5271227.530-5.03-452.9789519.1008763.3721446.076-4.68-421.2049619.3008453.0991648.997-4.34-390.4819719.5008103.7731836.810-4.01-360.7729819.7007718.3722010.012-3.69-332.0349919.9007299.7702169.076-3.38-304.22210020.1006850.7422314.453-3.08-277.28610120.3006373.9902446.567-2.79-251.17110220.5005872.1162565.814-2.51-225.82010320.7005347.6602672.563-2.24-201.17310420.9004803.0922767.148-1.97-177.16810521.1004240.8022849.874-1.71-153.73810621.3003663.1432921.013-1.45-130.81810721.5003072.3972980.802-1.20-108.33710821.7002470.8183029.442-0.96-86.22410921.9001860.6223067.100-0.72-64.40711022.1001243.9793093.905-0.48-42.81411122.300623.0613109.951-0.24-21.37011222.500-0.0001557.6470.000.000樁底豎向合力=6039.63(kN)，樁底面積A=3.000(m2)樁底所在土層承載力=2065.00(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(m)(kN.m)(kN.m)(kN)(mm2)(mm2)(mm2//m)1-0.000.000.000.00060006000143020.200.008.46-84.60560006000143030.400.0033.84-169.21060006000143040.600.0076.14-253.81560006000143050.800.00135.37-338.42060006000143061.000.00211.51523.82060006000143071.200.00115.21439.21560006000143081.400.0035.83354.61060006000143091.60-26.630.00270.005600060001430101.80-72.180.00185.400600060001430112.00-100.790.00100.795600060001430122.20-112.490.0016.190600060001430132.40-107.270.00-68.415600060001430142.60-85.130.00-153.020600060001430152.80-46.060.00-237.626600060001430163.000.009.92615.861600060001430173.20-104.790.00531.256600060001430183.40-202.580.00446.651600060001430193.60-283.450.00362.046600060001430203.80-347.400.00277.441600060001430214.00-394.430.00192.836600060001430224.20-424.530.00108.231600060001430234.40-437.720.0023.625600060001430244.60-433.980.00-60.980600060001430254.80-413.330.00-145.585600060001430265.00-375.750.00699.923600060001430275.21-512.390.00611.792600060001430285.42-630.660.00523.662600060001430295.63-730.580.00435.532600060001430305.83-812.130.00347.401600060001430316.04-875.330.00259.271600060001430326.25-920.160.00171.141600060001430336.46-946.640.0083.010600060001430346.67-954.750.00-5.120600060001430356.88-944.500.00-93.250600060001430367.08-915.900.00-181.381600060001430377.29-868.930.00-269.511600060001430387.50-803.600.00426.101600060001430397.71-883.190.00337.970600060001430407.92-944.420.00249.840600060001430418.13-987.290.00161.710600060001430428.33-1011.800.0073.580600060001430438.54-1017.950.00-14.551600060001430448.75-1005.740.00-102.681600060001430458.96-975.170.00-190.811600060001430469.17-926.230.00-278.942600060001430479.38-858.940.00-367.072600060001430489.58-773.290.00-455.202600060001430499.79-669.270.00-543.3336000600014305010.00-546.900.00-631.4636000600014305110.20-558.490.0014.0846000600014305210.41-552.620.00-71.8436000600014305310.61-529.300.00-157.7706000600014305410.81-488.530.00-243.6976000600014305511.02-430.300.00-329.6246000600014305611.22-354.620.00-415.5516000600014305711.42-261.480.00-501.4786000600014305811.63-150.890.00-587.4056000600014305911.83-22.850.00-673.3326000600014306012.030.00122.65-759.2596000600014306112.230.00285.60-845.1876000600014306212.440.00466.01-931.1146000600014306312.640.00663.87-1017.0416000600014306412.840.00879.18-1102.9686000600014306513.050.001111.95-1188.8956000600014306613.250.001362.17-1274.8226000600014306713.450.001629.84-1360.7496000600014306813.660.001914.97-1446.6766000600014306913.860.002217.56-1532.6036000600014307014.060.002537.59-1618.5306000600014307114.270.002875.08-1704.4576000600014307214.470.003230.03-1790.3846000600014307314.670.003602.43-1876.3116000600014307414.880.003992.28-1962.2386000653914307515.080.004399.59-2048.1666000718914307615.280.004824.35-2134.0936000787114307715.480.005266.56-2220.0206000858514307815.690.005726.23-2305.9476000933214307915.890.006203.35-2391.87460001011214308016.090.006697.93-2477.80160001092714308116.300.007209.96-2563.72860001177714308216.500.007739.44-2534.44960001266414308316.700.008228.94-2274.04760001348914308416.900.008646.24-1899.04760001419914308517.100.008988.55-1524.04760001478414308617.300.009255.86-1149.64760001524314308717.500.009448.41-786.05160001557514308817.700.009570.28-442.58660001578614308917.900.009625.45-118.68360001588114309018.100.009617.76186.23560001586814309118.300.009550.95472.74460001575214309218.500.009428.66741.41860001554114309318.700.009254.38992.82760001524014309418.900.009031.531227.53060001485714309519.100.008763.371446.07660001439814309619.300.008453.101648.99760001387014309719.500.008103.771836.81060001327814309819.700.007718.372010.01260001262814309919.900.007299.772169.076600011927143010020.100.006850.742314.453600011180143010120.300.006373.992446.567600010393143010220.500.005872.122565.81460009570143010320.700.005347.662672.56360008716143010420.900.004803.092767.14860007836143010521.100.004240.802849.87460006935143010621.300.003663.142921.01360006017143010721.500.003072.402980.80260006000143010821.700.002470.823029.44260006000143010921.900.001860.623067.10060006000143011022.100.001243.983093.90560006000143011122.300.00623.063109.95160006000143011222.500.000.001557.647600060001430=====================================================================第2種情況:庫(kù)侖土壓力(一般情況)(一)樁身內(nèi)力計(jì)算按實(shí)際墻背計(jì)算得到:第1破裂角：24.912(度)Ea=537.690(kN)Ex=524.944(kN)Ey=116.377(kN)作用點(diǎn)到嵌固點(diǎn)距離Zy=5.258(m)樁前覆土深度為0.000時(shí)的被動(dòng)土壓力：Ea=0.000(kN)Ex=0.000(kN)Ey=0.000(kN)作用點(diǎn)到嵌固點(diǎn)距離Zy=-0.000(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=2059.064(kN-m)距離樁頂18.500(m)面?zhèn)茸畲髲澗?1951.533(kN-m)距離樁頂11.016(m)最大剪力=1121.559(kN)距離樁頂16.500(m)最大位移=-10(mm)第1道錨索水平拉力=163.522(kN)距離樁頂1.000(m)第2道錨索水平拉力=174.197(kN)距離樁頂3.000(m)第3道錨索水平拉力=187.097(kN)距離樁頂5.000(m)第4道錨索水平拉力=175.219(kN)距離樁頂7.500(m)第5道錨索水平拉力=181.636(kN)距離樁頂10.000(m)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-9.660.00020.2000.016-0.233-9.630.00030.4000.124-0.933-9.590.00040.6000.420-2.098-9.560.00