萬(wàn)州經(jīng)開(kāi)區(qū)五橋園上海大道延伸段（二標(biāo)段）搶險(xiǎn)工程施工圖設(shè)計(jì)計(jì)算書

一、工程概況萬(wàn)州經(jīng)開(kāi)區(qū)五橋園上海大道延伸段（二標(biāo)段）搶險(xiǎn)工程位于上海大道延伸段里程K1+800～K1+960段。受萬(wàn)州7.16特大暴雨影響上海大道延伸段里程K1+800～K1+960段路基出現(xiàn)塌陷，影響道路正常通行。另受降雨（8月16日晚暴雨）影響，于2020年8月19日?qǐng)龅剡吰鲁霈F(xiàn)了整體明顯位移現(xiàn)象，變形加劇。為保證上海大道延伸段通行安全和下側(cè)三雄極光二期（地塊二（C03-02/01））用地安全，業(yè)主（重慶萬(wàn)州經(jīng)濟(jì)技術(shù)開(kāi)發(fā)區(qū)建設(shè)發(fā)展有限公司）委托我院對(duì)萬(wàn)州經(jīng)開(kāi)區(qū)五橋園上海大道延伸段（二標(biāo)段）搶險(xiǎn)工程進(jìn)行治理工程設(shè)計(jì)。萬(wàn)州經(jīng)開(kāi)區(qū)五橋園上海大道延伸段（二標(biāo)段）搶險(xiǎn)工程位于上海大道延伸段里程K1+800～K1+960段，道路裂縫變形段長(zhǎng)度約160m，道路劇烈變形塌陷段長(zhǎng)度約93m。在2020年7月16日至8月19日期間，主要受暴雨影響，路面變形逐步加劇。道路外側(cè)為斜坡，坡面正在進(jìn)行坡面防護(hù)治理，從上到下先陡后緩，主要變形體區(qū)地表高程250.0~288.9m，為巖質(zhì)邊坡變形體，變形體地面高差約38.9m，縱向延伸長(zhǎng)度約150m。變形影響范圍：變形體一旦失穩(wěn)，將直接影響道路通行，影響上側(cè)在建云熙臺(tái)二期項(xiàng)目的安全，影響下側(cè)在建邊坡工程和三雄極光二期（地塊二（C03-02/01））的安全，間接影響坡腳地塊外側(cè)的道路高架橋的運(yùn)營(yíng)安全。失穩(wěn)危害風(fēng)險(xiǎn)大，擬治理工程安全等級(jí)為一級(jí)，本次擬采用“抗滑樁”進(jìn)行支檔，設(shè)計(jì)使用年限50年。二、設(shè)計(jì)依據(jù)1、《設(shè)計(jì)合同》2、中冶建工集團(tuán)有限公司編制《萬(wàn)州經(jīng)開(kāi)區(qū)五橋園上海大道延伸段（二標(biāo)段）搶險(xiǎn)工程工程地質(zhì)勘察報(bào)告（直接詳細(xì)勘察）》文本及電子文件3、《建筑邊坡工程技術(shù)規(guī)范》GB50330-20134、《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》GB50010-2010（2015年版）5、《建筑抗震設(shè)計(jì)規(guī)范》GB50011-2010(2016年版)6、《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》GB50007-20117、《地質(zhì)災(zāi)害防治工程設(shè)計(jì)規(guī)范》（DB50/5029-2004）8、《室外排水設(shè)計(jì)規(guī)范》GB50014-20069、《建筑邊坡檢測(cè)工程檢測(cè)技術(shù)規(guī)范》DBJ50/T-137-201210、重慶大有建筑設(shè)計(jì)院關(guān)于《云熙臺(tái)小區(qū)（二期）》的設(shè)計(jì)說(shuō)明11、萬(wàn)州經(jīng)開(kāi)建文[2020]84號(hào)《萬(wàn)州經(jīng)濟(jì)技術(shù)開(kāi)發(fā)區(qū)建設(shè)管理局關(guān)于萬(wàn)州區(qū)五橋街道辦事處萬(wàn)石橋社區(qū)6組天星孔地質(zhì)災(zāi)害治理有關(guān)情況的報(bào)告》及處理意見(jiàn)三、設(shè)計(jì)參數(shù)根據(jù)勘察報(bào)告，設(shè)計(jì)參數(shù)按下表3.1取值：表3.1巖土設(shè)計(jì)參數(shù)建議取值巖土名稱飽和重度（kN/m3）地基承載力特征值（kPa）單軸抗壓強(qiáng)度（MPa）基底摩擦系數(shù)frbk（kPa）內(nèi)聚力（kPa）內(nèi)摩擦角（°）土體水平抗力比例系數(shù)、巖石水平抗力系數(shù)天然飽和素填土21.5*45*3*24*6MN/m4強(qiáng)風(fēng)化泥巖24.1*350--0.35*160*80*20*120MN/m3*中風(fēng)化泥巖24.6*533614.710.10.50*680*132732180MN/m3*強(qiáng)風(fēng)化砂巖24.0*500//0.40*200*100*22*160MN/m3*中風(fēng)化砂巖24.1*1597244.034.60.60*1300*249634550MN/m3*裂隙①35*15*裂隙②35*15*巖層層面30*14*說(shuō)明：*為經(jīng)驗(yàn)值，中風(fēng)化砂巖及泥巖等效內(nèi)摩擦角建議取55°，中風(fēng)化泥巖與錨固體粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值680kPa。根據(jù)地勘報(bào)告，潛在滑動(dòng)面抗剪強(qiáng)度參數(shù)取值如下：c=17.0kPa，φ=10.0°。結(jié)構(gòu)重要性系數(shù)1.1，土壓力荷載分項(xiàng)系數(shù)1.35；設(shè)計(jì)使用年限50年。樁頂上海大道荷載按道路荷載30kPa考慮。本次設(shè)計(jì)按剩余下滑力控制，坡頂未考慮土壓力增大系數(shù)。HRB400鋼筋抗拉強(qiáng)度設(shè)計(jì)值360N/mm2，HPB300鋼筋抗拉強(qiáng)度設(shè)計(jì)值270N/mm2；C30混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值14.3N/mm2，C20混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值9.6N/mm2。根據(jù)重慶大有建筑設(shè)計(jì)院《云熙臺(tái)小區(qū)（二期）》的設(shè)計(jì)說(shuō)明，變形體范圍內(nèi)云熙臺(tái)小區(qū)（二期）的建筑罕遇地震水平力250kN/m，風(fēng)荷載按15kN/m考慮，本次計(jì)算取不利地震力考慮，主要受影響剖面為6-6’、7-7’剖面。巖土名稱重度(KN/m3)天然抗剪強(qiáng)度飽和抗剪強(qiáng)度水平抗力比例系數(shù)或水平抗力系數(shù)巖石單軸抗壓強(qiáng)度標(biāo)準(zhǔn)值（MPa）承載力特征值(kPa)巖土與錨固體粘結(jié)強(qiáng)度特征值（kPa）基底摩擦系數(shù)天然飽和內(nèi)聚力(kPa)內(nèi)摩擦角(°)內(nèi)聚力(kPa)內(nèi)摩擦角(°)天然飽和壓實(shí)素填土19.019.5022//5MN/m4//100*/0.25粉質(zhì)粘土19.520.022.013169.820MN/m4//175200.25強(qiáng)風(fēng)化砂質(zhì)泥巖23.5/10020//30MN/m3//3001500.40強(qiáng)風(fēng)化砂巖24/15025//35MN/m3//4001800.45中風(fēng)化砂質(zhì)泥巖25.0/30032//60MN/m311.98.029752000.50四、計(jì)算工況支護(hù)工程按：自重+長(zhǎng)時(shí)間暴雨+附加荷載（飽和工況）+罕遇地震。五、破壞模式分析據(jù)勘察報(bào)告：上海大道延伸段初期變形區(qū)域?qū)倩靥盥坊?，填土成分?fù)雜，局部厚度大。上海大道延伸段變形區(qū)域變形前強(qiáng)降雨期間道路雨污水井出現(xiàn)涌水現(xiàn)象；說(shuō)明道路管網(wǎng)出現(xiàn)破壞，導(dǎo)致雨污水下滲至路基土，對(duì)路基浸泡造成路基軟化；同時(shí)水流下滲形成負(fù)壓帶走填土中的細(xì)顆粒（粉細(xì)砂及粘粉粒）物質(zhì)；造成路基不均沉降，表現(xiàn)為地面開(kāi)裂，此階段為初期變形。初期變形后上海大道延伸段路面開(kāi)裂、塌陷后形成大量裂縫；暴雨天氣大量地表水沿裂縫下滲至基巖面附近，一部分地下水改為沿基巖面流經(jīng)，加速滑面形成，造成進(jìn)一步變形。另一部分地下水繼續(xù)沿砂巖各種裂隙下滲至砂巖軟弱面或破碎帶附近改為水平流經(jīng)，遇巖體裂隙后繼續(xù)下滲至砂巖和泥巖接觸面附近，由于泥巖屬隔水層，隔水性能好；地下水改為砂巖和泥巖接觸面流經(jīng)，加速滑面形成，造成進(jìn)一步變形。綜上，場(chǎng)地巖質(zhì)變形體變形原因是場(chǎng)地巖層層面結(jié)構(gòu)不規(guī)則外傾，存在拉裂條件的結(jié)構(gòu)面，受上部填土荷載影響和外側(cè)施工開(kāi)挖影響，在水流及水壓力作用下，產(chǎn)生了沿坡向的拉裂變形。潛在滑動(dòng)面1（淺層滑動(dòng)）：滑動(dòng)面后緣為貫通陡傾裂隙為界，滑動(dòng)面為砂巖內(nèi)部破碎帶及軟弱夾層滑動(dòng)，最后坡腳臨空面附近剪出；其破破壞模式為平面滑動(dòng)。潛在滑動(dòng)面2（深層滑動(dòng)）：滑動(dòng)面后緣為貫通陡傾裂隙為界，滑動(dòng)面為砂巖和泥巖接觸面（深層滑動(dòng)時(shí)由于變形體前部存在厚度較大的崩坡積粉質(zhì)粘土；變形體后部巖體滑移屬剛性變形，變形傳遞至坡腳非剛性土體中部分能量被土體吸收，本次勘察期間在坡腳未見(jiàn)明顯的擠脹變形特征）。設(shè)計(jì)計(jì)算6.1抗滑樁設(shè)計(jì)計(jì)算通過(guò)勘察可知變形體存在的潛在滑動(dòng)面呈平面狀，為定量分析變形體的整體穩(wěn)定性，現(xiàn)采用平面滑動(dòng)對(duì)其穩(wěn)定性進(jìn)行驗(yàn)算。計(jì)算公式按《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）附錄A.0.2隱式解計(jì)算。計(jì)算公式如下：式中：T滑體單位寬度重力及其他外力引起的下滑力(kN/m)；R滑體單位寬度重力及其他外力引起的抗滑力(kN/m)；c滑面的黏聚力(kPa)；?滑面的內(nèi)摩擦角(°)；L滑面長(zhǎng)度(m)；G滑體單位寬度自重(kN/m)；Gb滑體單位寬度豎向附加荷載(kN/m)；方向指向下方時(shí)取正值，指向上方時(shí)取負(fù)值；θ滑面傾角(°)；U滑面單位寬度總水壓力(kN/m)；V后緣陡傾裂隙面上的單位寬度總水壓力(kN/m)；Q滑體單位寬度水平荷載(kN/m)；方向指向坡外時(shí)取正值，指向坡內(nèi)時(shí)取負(fù)值；hw一后緣陡傾裂隙充水高度(m)，根據(jù)裂隙情況及匯水條件確定。根據(jù)《建筑邊坡工程技術(shù)規(guī)范》GB50330-2013中公式對(duì)各邊坡進(jìn)行計(jì)算，樁頂附加荷載按30kPa考慮，結(jié)構(gòu)重要系數(shù)取1.1。支擋結(jié)構(gòu)荷載按下表中最不利取值。表6.1支擋結(jié)構(gòu)承荷統(tǒng)計(jì)表樁型代表剖面控制樁號(hào)滑面1剩余下滑力（kN/m）滑面2剩余下滑力（kN/m）罕遇地震力樁前沿滑面2穩(wěn)定性系數(shù)錨索軸向拉力標(biāo)準(zhǔn)值NakZH17-7’1～904548.842501.351670ZH25-5’10～191198.204820.06-2.2315276-6’-4400.27250-ZH33-3’20～26-5166.24-1.591638注：樁前沿滑面2穩(wěn)定性計(jì)算未考慮前緣土體抗力。本次設(shè)計(jì)抗滑樁支檔位置位于上海大道外側(cè)紅線處，對(duì)樁前土體沿滑面1附近進(jìn)行永久開(kāi)挖清除。經(jīng)計(jì)算，開(kāi)挖后樁前滑體沿滑面2均處于穩(wěn)定狀態(tài)。各剖面穩(wěn)定性計(jì)算如下：（1）7-7’剖面穩(wěn)定性計(jì)算（2）6-6’剖面穩(wěn)定性計(jì)算（3）5-5’剖面穩(wěn)定性計(jì)算（4）3-3’剖面穩(wěn)定性計(jì)算6.1.1ZH1設(shè)計(jì)計(jì)算7-7’剖面計(jì)算抗滑動(dòng)樁驗(yàn)算計(jì)算項(xiàng)目：7-7原始條件:墻身尺寸:樁總長(zhǎng):35.100(m)嵌入深度:8.000(m)截面形狀:方樁樁寬:2.000(m)樁高:3.000(m)樁間距:4.000(m)嵌入段土層數(shù):1樁底支承條件:鉸接計(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)18.00024.60055.00680.00180.0001.000樁前滑動(dòng)土層厚:0.000(m)錨桿（索）參數(shù):錨桿道數(shù):5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)1錨索2.0005.00035.002501900.002100.002錨索2.5005.00035.002501900.002100.003錨索2.5005.00035.002501900.002100.004錨索2.5005.00035.002501900.002100.005錨索2.5005.00035.002501900.002100.00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:70(mm)樁縱筋級(jí)別:HRB400樁箍筋級(jí)別:HPB300樁箍筋間距:150(mm)場(chǎng)地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:35.000(度)墻背與墻后填土摩擦角:17.500(度)墻后填土容重:24.100(kN/m3)橫坡角以上填土的土摩阻力(kPa):20.00橫坡角以下填土的土摩阻力(kPa):20.00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)125.3100.00026.059-0.061313.4600.000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)值推力分布類型矩形樁后剩余下滑力水平分力4800.000(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(kù)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=708.487(kN/m)下部=708.487(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長(zhǎng)度=0.000(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=41713.629(kN-m)距離樁頂28.600(m)面?zhèn)茸畲髲澗?10376.975(kN-m)距離樁頂15.523(m)最大剪力=9455.564(kN)距離樁頂34.600(m)最大位移=83(mm)第1道錨索水平拉力=2289.899(kN)距離樁頂2.000(m)第2道錨索水平拉力=2259.173(kN)距離樁頂4.500(m)第3道錨索水平拉力=2228.650(kN)距離樁頂7.000(m)第4道錨索水平拉力=2198.058(kN)距離樁頂9.500(m)第5道錨索水平拉力=2166.860(kN)距離樁頂12.000(m)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-82.93-0.00020.50088.561-354.244-81.69-0.00031.000354.244-708.487-80.45-0.00041.500797.048-1062.731-79.21-0.00052.0001416.974-1416.974-77.98-0.00062.5001069.073518.681-76.75-0.00073.000898.293164.438-75.52-0.00083.500904.635-189.806-74.29-0.00094.0001088.099-544.049-73.06-0.000104.5001448.6841360.880-71.83-0.000115.000856.8051006.637-70.61-0.000125.500442.048652.393-69.39-0.000136.000204.412298.150-68.17-0.000146.500143.898-56.094-66.95-0.000157.000260.5061818.313-65.73-0.000167.500-560.0891464.069-64.51-0.000178.000-1203.5631109.825-63.29-0.000188.500-1669.915755.582-62.07-0.000199.000-1959.145401.338-60.84-0.000209.500-2071.2532245.153-59.61-0.0002110.000-3105.2691890.909-58.38-0.0002210.500-3962.1621536.666-57.14-0.0002311.000-4641.9341182.422-55.89-0.0002411.500-5144.584828.178-54.64-0.0002512.000-5470.1122640.794-53.37-0.0002612.503-6709.5662284.189-52.09-0.0002713.007-7769.5281927.584-50.79-0.0002813.510-8650.0011570.979-49.48-0.0002914.013-9350.9811214.374-48.15-0.0003014.517-9872.470857.769-46.81-0.0003115.020-10214.468501.164-45.45-0.0003215.523-10376.975144.559-44.06-0.0003316.027-10359.990-212.047-42.66-0.0003416.530-10163.515-568.651-41.24-0.0003517.033-9787.547-925.257-39.80-0.0003617.537-9232.088-1281.863-38.34-0.0003718.040-8497.140-1638.467-36.87-0.0003818.543-7582.698-1995.073-35.38-0.0003919.047-6488.768-2351.677-33.87-0.0004019.550-5215.343-2708.283-32.35-0.0004120.053-3762.426-3064.889-30.82-0.0004220.557-2130.024-3421.493-29.29-0.0004321.060-318.124-3778.099-27.75-0.0004421.5631673.260-4134.703-26.21-0.0004522.0673844.142-4491.309-24.67-0.0004622.5706194.507-4847.913-23.15-0.0004723.0738724.373-5204.519-21.63-0.0004823.57711433.730-5561.125-20.13-0.0004924.08014322.568-5917.729-18.65-0.0005024.58317390.908-6274.334-17.20-0.0005125.08720638.729-6630.939-15.78-0.0005225.59024066.051-6987.544-14.39-0.0005326.09327672.865-7344.150-13.06-0.0005426.59731459.158-7700.754-11.78-0.0005527.10035424.957-8057.360-10.55-946.3785627.60038741.484-5364.164-9.40-1691.8625728.10040789.121-2972.142-8.32-1497.5015828.60041713.629-861.511-7.31-1316.6735929.10041650.629988.266-6.39-1149.6966029.60040725.3632597.954-5.54-996.5546130.10039052.6763988.079-4.76-856.9466230.60036737.2815178.527-4.06-730.3206331.10033874.1486188.198-3.42-615.9086431.60030549.0847034.702-2.85-512.7636532.10026839.4477734.109-2.33-419.7796632.60022814.9758300.736-1.87-335.7256733.10018538.7118746.977-1.44-259.2616833.60014067.9999083.146-1.05-188.9666934.1009455.5639317.385-0.69-123.3537034.6004750.6149455.564-0.34-60.8867135.1000.0004750.614-0.00-0.000(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)1-0.000120001200038120.500120001200038131.000120001200038141.500120001200038152.000120001200038162.500120001200038173.000120001200038183.500120001200038194.0001200012000381104.5001200012000381115.0001200012000381125.5001200012000381136.0001200012000381146.5001200012000381157.0001200012000381167.5001200012000381178.0001200012000381188.5001200012000381199.0001200012000381209.50012000120003812110.00012000120003812210.50012000120003812311.00012000120003812411.50012000120003812512.00012000120003812612.50312000120003812713.00712000120003812813.51012000120003812914.01312000120003813014.51712000120003813115.02012000120003813215.52312000120003813316.02712000120003813416.53012000120003813517.03312000120003813617.53712000120003813718.04012000120003813818.54312000120003813919.04712000120003814019.55012000120003814120.05312000120003814220.55712000120003814321.06012000120003814421.56312000120003814522.06712000120003814622.57012000120003814723.07312000120003814823.57712000120003814924.08012000138733815024.58312000168243815125.08712000199903815225.59012000233813815326.09312000270063815426.59712000308773815527.10012000350084165627.60012000385273815728.10012000407303815828.60012000417323815929.10012000416643816029.60012000406613816130.10012000388603816230.60012000363943816331.10012000333833816431.60012000299403816532.10012000261633816632.60012000221374626733.10012000179385466833.60012000136306106934.10012000120006547034.60012000120006817135.1001200012000381=====================================================================6.1.2ZH2設(shè)計(jì)計(jì)算5-5’剖面計(jì)算抗滑動(dòng)樁驗(yàn)算計(jì)算項(xiàng)目：5-5原始條件:墻身尺寸:樁總長(zhǎng):36.000(m)嵌入深度:8.000(m)截面形狀:方樁樁寬:2.000(m)樁高:3.000(m)樁間距:4.000(m)嵌入段土層數(shù):1樁底支承條件:鉸接計(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)18.00024.60055.00680.00180.0001.000樁前滑動(dòng)土層厚:0.000(m)錨桿（索）參數(shù):錨桿道數(shù):6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)1錨索2.0005.00035.002501650.002100.002錨索2.5005.00035.002501650.002100.003錨索2.5005.00035.002501650.002100.004錨索2.5005.00035.002501650.002100.005錨索2.5005.00035.002501650.002100.006錨索2.5005.00035.002501650.002100.00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:70(mm)樁縱筋級(jí)別:HRB400樁箍筋級(jí)別:HPB300樁箍筋間距:150(mm)場(chǎng)地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:35.000(度)墻背與墻后填土摩擦角:17.500(度)墻后填土容重:24.100(kN/m3)橫坡角以上填土的土摩阻力(kPa):20.00橫坡角以下填土的土摩阻力(kPa):20.00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)129.0570.00024.8700.051311.7130.000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)值推力分布類型矩形樁后剩余下滑力水平分力4821.000(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(kù)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=688.714(kN/m)下部=688.714(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長(zhǎng)度=0.000(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=40076.387(kN-m)距離樁頂29.500(m)面?zhèn)茸畲髲澗?5685.044(kN-m)距離樁頂17.000(m)最大剪力=9004.670(kN)距離樁頂35.500(m)最大位移=88(mm)第1道錨索水平拉力=2060.939(kN)距離樁頂2.000(m)第2道錨索水平拉力=2026.474(kN)距離樁頂4.500(m)第3道錨索水平拉力=1992.318(kN)距離樁頂7.000(m)第4道錨索水平拉力=1958.400(kN)距離樁頂9.500(m)第5道錨索水平拉力=1924.494(kN)距離樁頂12.000(m)第6道錨索水平拉力=1890.236(kN)距離樁頂14.500(m)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-87.73-0.00020.50086.089-344.357-86.35-0.00031.000344.357-688.714-84.96-0.00041.500774.804-1033.071-83.57-0.00052.0001377.429-1377.429-82.19-0.00062.5001121.762339.154-80.81-0.00073.0001038.275-5.203-79.42-0.00083.5001126.966-349.560-78.05-0.00094.0001387.835-693.918-76.67-0.000104.5001820.883-1038.275-75.29-0.000115.0001412.873643.842-73.92-0.000125.5001177.041299.485-72.56-0.000136.0001113.388-44.872-71.19-0.000146.5001221.913-389.229-69.83-0.000157.0001502.6171258.731-68.46-0.000167.500959.341914.374-67.10-0.000178.000588.243570.017-65.75-0.000188.500389.324225.660-64.39-0.000199.000362.583-118.697-63.03-0.000209.500508.0211495.346-61.68-0.0002110.000-153.5631150.989-60.33-0.0002210.500-642.968806.631-58.97-0.0002311.000-960.194462.274-57.62-0.0002411.500-1105.242117.917-56.26-0.0002512.000-1078.1111698.054-54.90-0.0002612.500-1841.0491353.697-53.54-0.0002713.000-2431.8081009.340-52.17-0.0002813.500-2850.389664.983-50.80-0.0002914.000-3096.791320.626-49.43-0.0003014.500-3171.0151866.505-48.05-0.0003115.000-4018.1781522.148-46.66-0.0003215.500-4693.1621177.790-45.27-0.0003316.000-5195.968833.433-43.86-0.0003416.500-5526.595489.076-42.45-0.0003517.000-5685.044144.719-41.03-0.0003617.500-5671.314-199.638-39.60-0.0003718.000-5485.406-543.995-38.15-0.0003818.500-5127.319-888.352-36.70-0.0003919.000-4597.054-1232.710-35.24-0.0004019.500-3894.609-1577.067-33.76-0.0004120.000-3019.987-1921.424-32.29-0.0004220.500-1973.186-2265.781-30.80-0.0004321.000-754.206-2610.138-29.31-0.0004421.500636.953-2954.495-27.82-0.0004522.0002200.290-3298.853-26.34-0.0004622.5003935.805-3643.210-24.85-0.0004723.0005843.500-3987.567-23.37-0.0004823.5007923.372-4331.924-21.91-0.0004924.00010175.423-4676.281-20.46-0.0005024.50012599.653-5020.638-19.03-0.0005125.00015196.062-5364.996-17.62-0.0005225.50017964.648-5709.353-16.24-0.0005326.00020905.414-6053.709-14.89-0.0005426.50024018.357-6398.067-13.58-0.0005527.00027303.480-6742.424-12.32-0.0005627.50030760.781-7086.781-11.10-0.0005728.00034390.262-7431.138-9.94-895.0495828.50037434.543-4893.567-8.85-1593.3305929.00039283.828-2641.841-7.83-1408.9726029.50040076.387-656.874-6.88-1237.6516130.00039940.7031081.092-6.00-1079.6366230.50038995.2932591.987-5.19-934.8916331.00037348.7153895.483-4.46-803.1046431.50035099.8095010.612-3.80-683.7346532.00032338.1045955.440-3.20-576.0366632.50029144.3696746.786-2.66-479.0926733.00025591.3167399.989-2.18-391.8446833.50021744.3817928.704-1.74-313.1106934.00017662.6138344.744-1.34-241.6107034.50013399.6378657.943-0.98-175.9897135.0009004.6708876.055-0.64-114.8267235.5004523.5839004.670-0.31-56.6607336.0000.0004523.583-0.00-0.000(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)1-0.000120001200038120.500120001200038131.000120001200038141.500120001200038152.000120001200038162.500120001200038173.000120001200038183.500120001200038194.0001200012000381104.5001200012000381115.0001200012000381125.5001200012000381136.0001200012000381146.5001200012000381157.0001200012000381167.5001200012000381178.0001200012000381188.5001200012000381199.0001200012000381209.50012000120003812110.00012000120003812210.50012000120003812311.00012000120003812411.50012000120003812512.00012000120003812612.50012000120003812713.00012000120003812813.50012000120003812914.00012000120003813014.50012000120003813115.00012000120003813215.50012000120003813316.00012000120003813416.50012000120003813517.00012000120003813617.50012000120003813718.00012000120003813818.50012000120003813919.00012000120003814019.50012000120003814120.00012000120003814220.50012000120003814321.00012000120003814421.50012000120003814522.00012000120003814622.50012000120003814723.00012000120003814823.50012000120003814924.00012000120003815024.50012000122323815125.00012000147093815225.50012000173803815326.00012000202523815426.50012000233333815527.00012000266323815627.50012000301583815728.00012000339233815828.50012000371333815929.00012000391083816029.50012000399603816130.00012000398143816230.50012000387993816331.00012000370423816431.50012000346673816532.00012000317863816632.50012000285023816733.00012000249063816833.50012000210783916934.00012000170874707034.50012000129925297135.00012000120005717235.50012000120005957336.0001200012000381=====================================================================6.1.3ZH3設(shè)計(jì)計(jì)算3-3’剖面計(jì)算抗滑動(dòng)樁驗(yàn)算計(jì)算項(xiàng)目：3-3原始條件:墻身尺寸:樁總長(zhǎng):37.100(m)嵌入深度:9.000(m)截面形狀:方樁樁寬:2.000(m)樁高:3.000(m)樁間距:4.000(m)嵌入段土層數(shù):1樁底支承條件:鉸接計(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)19.00024.60055.00680.00180.0001.000樁前滑動(dòng)土層厚:0.000(m)錨桿（索）參數(shù):錨桿道數(shù):6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)1錨索2.0005.00035.002501800.002100.002錨索2.5005.00035.002501800.002100.003錨索2.5005.00035.002501800.002100.004錨索2.5005.00035.002501800.002100.005錨索2.5005.00035.002501800.002100.006錨索2.5005.00035.002501800.002100.00物理參數(shù):樁混凝