空港新城秋成西路道路工程施工圖變更設(shè)計(jì)階段結(jié)構(gòu)計(jì)算書目錄1.工程概述 工程概述根據(jù)業(yè)主《重慶空港新城開發(fā)建設(shè)有限公司關(guān)于空港新城秋成西路等8條路道路工程優(yōu)化設(shè)計(jì)的函》，因空港新城秋成西路道路工程受現(xiàn)狀地形及設(shè)計(jì)邊界的變化，需根據(jù)現(xiàn)狀地形進(jìn)行設(shè)計(jì)調(diào)整。現(xiàn)根據(jù)業(yè)主提供秋成西路道路工程地形管線測(cè)量（修補(bǔ)測(cè)）地形圖，并結(jié)合道路外側(cè)截污干管已施工完成，對(duì)秋成西路K0+470～K0+780段左側(cè)邊坡及K0+670～K0+760段高壓鐵塔位置段邊坡支護(hù)進(jìn)行設(shè)計(jì)調(diào)整。2設(shè)計(jì)依據(jù)及采用的技術(shù)標(biāo)準(zhǔn)、規(guī)范2.1設(shè)計(jì)依據(jù)（1）建設(shè)單位與我公司簽訂的設(shè)計(jì)合同（2）《重慶市城鄉(xiāng)總體規(guī)劃（2007－2020年）》（2011年修訂）（3）《重慶市主城區(qū)兩路組團(tuán)S標(biāo)準(zhǔn)分區(qū)控制性詳細(xì)規(guī)劃》（2015.4）（4）《關(guān)于秋成西路、中央公園西路北拓段道路工程方案設(shè)計(jì)的審查意見(jiàn)》（渝建方案審【2016】47號(hào)）（5）《空港新城秋成西路道路工程巖土工程勘報(bào)告》（詳細(xì)勘察）（中國(guó)建筑西南勘察設(shè)計(jì)研究院有限公司，2016.10）（6）《空港新城悅港南路道路工程》B版方案設(shè)計(jì)（林同棪國(guó)際工程咨詢（中國(guó)）有限公司，2016.9）（7）《空港新城悅港大道北一橫線道路工程》B版方案設(shè)計(jì)（林同棪國(guó)際工程咨詢（中國(guó)）有限公司，2016.9）（8）業(yè)主提供的悅港大道平縱施工圖設(shè)計(jì)文件（9）業(yè)主提供的最新1:500地形圖（10）與本項(xiàng)目有關(guān)的其它資料2.2設(shè)計(jì)采用的技術(shù)標(biāo)準(zhǔn)、規(guī)范《公路路基設(shè)計(jì)規(guī)范》(JTGD30-2015)《建筑邊坡工程技術(shù)規(guī)范》(GB50330-2013)《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-2010)（2015版）《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》（GB50007-2011）《鐵路路基支擋結(jié)構(gòu)設(shè)計(jì)規(guī)范》（TB10025-2019）3工程地質(zhì)概況（摘錄于地勘報(bào)告）半挖半填路基段K0+470～K0+780m該段根據(jù)原地貌為半挖半填路基段，經(jīng)土石方平場(chǎng)回填后，為挖方路基段；左側(cè)填方邊坡坡頂線距離道路左側(cè)邊界0~25m，參考剖面11~19剖面，左側(cè)填方邊坡未經(jīng)整治，部分邊坡原始地面線坡角較大，可能存在邊坡的整體滑移破壞。K0+470~K0+640段左側(cè)填方邊坡坡體現(xiàn)狀未見(jiàn)拉裂等現(xiàn)象，現(xiàn)狀穩(wěn)定，故以剖面13為例，驗(yàn)算其飽和工況下的穩(wěn)定性，驗(yàn)算公式為《建筑邊坡工程技術(shù)規(guī)范》（GB50332-2013）附錄A中A.0.3公式，本勘察報(bào)告公式4.3-1。圖4.3-6道路左側(cè)土質(zhì)填方邊坡計(jì)算示意圖素填土飽和重度取20.0kN/m3，潛在滑面為巖土界面，巖土界面飽和抗剪強(qiáng)度參數(shù)c取8kPa，φ取12°。根據(jù)示意圖分塊進(jìn)行穩(wěn)定性驗(yàn)算，詳見(jiàn)附件13剖面土質(zhì)邊坡穩(wěn)定性驗(yàn)算表。邊坡安全等級(jí)為一級(jí)，安全系數(shù)取1.35。13剖面飽和工況下穩(wěn)定性系數(shù)為0.99；根據(jù)計(jì)算結(jié)果可知，邊坡飽和工況下處于欠穩(wěn)定狀態(tài)。13剖面按設(shè)計(jì)坡率值放坡后，按飽和工況計(jì)算其穩(wěn)定性，穩(wěn)定系數(shù)為0.70；根據(jù)計(jì)算結(jié)果可知，邊坡飽和工況下處于不穩(wěn)定狀態(tài)，剩余下滑力為77.37kN/m。K0+640~K0+780段左側(cè)填方邊坡坡體現(xiàn)狀已出現(xiàn)拉裂、位移等現(xiàn)象，現(xiàn)狀欠穩(wěn)定，故以剖面15為例，驗(yàn)算其天然工況下的穩(wěn)定性，驗(yàn)算公式為《建筑邊坡工程技術(shù)規(guī)范》（GB50332-2013）附錄A中A.0.3公式，本勘察報(bào)告公式4.3-1。圖4.3-7道路左側(cè)土質(zhì)填方邊坡計(jì)算示意圖素填土天然重度取19.5kN/m3，潛在滑面為巖土界面，巖土界面天然抗剪強(qiáng)度參數(shù)c取17kPa，φ取24°。根據(jù)示意圖分塊進(jìn)行穩(wěn)定性驗(yàn)算，詳見(jiàn)附件15剖面土質(zhì)邊坡穩(wěn)定性驗(yàn)算表。邊坡安全等級(jí)為一級(jí)，安全系數(shù)取1.35。15剖面天然工況下穩(wěn)定性系數(shù)為0.95；根據(jù)計(jì)算結(jié)果可知，邊坡天然工況下處于欠穩(wěn)定狀態(tài)。由以上計(jì)算分析可知該段道路左側(cè)填方邊坡現(xiàn)狀為穩(wěn)定-欠穩(wěn)定，發(fā)展趨勢(shì)為欠穩(wěn)定和不穩(wěn)定。故道路左側(cè)填方邊坡建議邊坡按設(shè)計(jì)意圖對(duì)其進(jìn)行治理，即按設(shè)計(jì)坡率值放坡，并按設(shè)計(jì)設(shè)置護(hù)腳墻或重力式擋墻支護(hù)。結(jié)合剖面原始地貌分析后，15剖面原設(shè)計(jì)護(hù)腳墻位置宜向道路方向前移至ZY60位置。道路按設(shè)計(jì)開挖后，右側(cè)K0+570~K0+690段土質(zhì)邊坡由素填土組成，邊坡高度2.2~4.2m，按設(shè)計(jì)坡率1:1.50開挖后，土質(zhì)邊坡采用格構(gòu)護(hù)坡，并進(jìn)行綠化。K0+470~K0+570段和K0+690~K0+780段巖質(zhì)邊坡按由泥巖、砂巖和粉質(zhì)粘土組成，粉質(zhì)粘土厚度小于1.0m，按設(shè)計(jì)坡率1:0.75開挖后，最大挖方高度為24.2m，邊坡安全等級(jí)為一級(jí)；邊坡巖體類別為=4\*ROMANIV類。巖質(zhì)邊坡赤平投影分析如圖4.3-2，由圖可知該巖質(zhì)邊坡為順向坡，層面裂隙為主控外傾結(jié)構(gòu)面，邊坡可能沿巖層層面產(chǎn)生剪切滑動(dòng)破壞，按設(shè)計(jì)坡率值1:0.75放坡后邊坡坡度角為53°，大于巖層傾角34°。邊坡破裂角為34°，等效內(nèi)摩擦角泥巖取45°。邊坡最大高度24.2m，參考5剖面定量計(jì)算可知，按照設(shè)計(jì)意圖開挖后，穩(wěn)定性系數(shù)Fs＜1.30且＜1.00，表明該邊坡滑面天然工況下處于失穩(wěn)狀態(tài)。建議邊坡按巖層傾角進(jìn)行放坡，即坡率值取1:1.50。K0+700~K0+740段右側(cè)由于受高壓線塔影響，不能采用坡率法放坡，建議采用抗滑樁結(jié)合坡率法施工。其余建議按坡率值放坡后，對(duì)巖質(zhì)邊坡采用防風(fēng)化處理，土質(zhì)邊坡采用格構(gòu)護(hù)坡，并進(jìn)行綠化。持力層選擇:本段道路按設(shè)計(jì)標(biāo)高平場(chǎng)后，出露巖土層為素填土及中風(fēng)化基巖。建議采用壓實(shí)填土和中風(fēng)化基巖作持力層，壓實(shí)填土其壓實(shí)系數(shù)應(yīng)符合《公路路基設(shè)計(jì)規(guī)范》（JGJD30-2015）和設(shè)計(jì)要求，壓實(shí)填土地基承載力基本容許值需通過(guò)現(xiàn)場(chǎng)試驗(yàn)確定。各巖土層地基承載力基本容許值和巖土設(shè)計(jì)參數(shù)按表3.8-1確定。4巖體設(shè)計(jì)參數(shù)根據(jù)巖石裂隙發(fā)育程度及堅(jiān)硬程度，中等風(fēng)化巖石地基承載力基本容許值，按《公路橋涵地基與基礎(chǔ)設(shè)計(jì)規(guī)范》（JTGD63-2007）表3.3.3-1取值。根據(jù)地區(qū)經(jīng)驗(yàn)，巖體抗拉強(qiáng)度折減系數(shù)取0.40，抗剪強(qiáng)度參數(shù)折減系數(shù)c取0.30、φ取0.90。強(qiáng)風(fēng)化基巖巖石地基承載力基本容許值根據(jù)地區(qū)經(jīng)驗(yàn)及現(xiàn)場(chǎng)鑒別確定。巖石基本物理性質(zhì)參數(shù)取平均值。素填土、粉質(zhì)粘土地基承載力基本容許值根據(jù)試驗(yàn)成果結(jié)合經(jīng)驗(yàn)值取值。巖土（體）物理力學(xué)性質(zhì)參數(shù)推薦值見(jiàn)表4-1。表4-1巖土（體）物理力學(xué)參數(shù)側(cè)阻力標(biāo)準(zhǔn)值(kpa)19.50*5*28*0.2520.00*3*23*19.7150*23.5150.255020.015*10*24.7*300*0.4014024.5*400*0.4516025.2*8008.95.7606322245000.5024.8*150035.427.520373587213000.60301425131724812備注1、帶“*”號(hào)者為經(jīng)驗(yàn)值。2、粉質(zhì)粘土取20MN/m4；巖體水平抗力系數(shù)中等風(fēng)化泥巖取60MN/m3；中風(fēng)化砂巖取240MN/m3。3、無(wú)外傾結(jié)構(gòu)面的巖體破裂角取45°+φ/2=泥巖61°、砂巖62°；道路右側(cè)挖方巖質(zhì)邊坡破裂角取34°。4、巖體變形模量和彈性模量折減系數(shù)取0.7。泥巖彈性模量1863.3MPa，變形模量1640.5MPa，泊松比0.36；砂巖彈性模量5036.2MPa，變形模量4799.0MPa，泊松比0.26；5、巖體等效內(nèi)摩擦角=4\*ROMANIV巖體泥巖取45°，砂巖取47°，=3\*ROMANIII類巖體泥巖取55°，砂巖取60°。5邊坡支擋設(shè)計(jì)方案5.1設(shè)計(jì)標(biāo)準(zhǔn)a.抗震設(shè)防烈度：6度，基本設(shè)防；b.邊坡工程安全等級(jí)：Ⅰ級(jí)；c.邊坡安全系數(shù)：1.35；c.坡頂設(shè)計(jì)等級(jí)：道路城-A級(jí)；高壓鐵塔范圍20Kpa。d.設(shè)計(jì)使用年限為50年；5.2設(shè)計(jì)方案（1）對(duì)本工程K0+470.73～K0+780段道路左側(cè)邊坡采用樁板擋墻支護(hù)；抗滑樁采用截面尺寸為D=1.0/1.5/2.0/3.0m的圓樁，樁基及頂梁均采用C35混凝土。樁基應(yīng)嚴(yán)格按照跳樁開挖、待澆筑完成并達(dá)設(shè)計(jì)強(qiáng)度后方可再進(jìn)行相鄰樁基的開挖、澆筑。施工時(shí)如發(fā)現(xiàn)地質(zhì)情況與設(shè)計(jì)不符，應(yīng)立即通知設(shè)計(jì)及相關(guān)單位解決。道路標(biāo)高高于現(xiàn)狀地面處需設(shè)置擋土板，擋土板設(shè)置位置可結(jié)合后期公園設(shè)計(jì)進(jìn)行調(diào)整。擋墻施工完成后，后期左側(cè)邊坡施工活動(dòng)不得對(duì)擋墻及路基穩(wěn)定性產(chǎn)生不利影響。（2）K0+677.7~K0+760.1段右側(cè)由于受高壓線塔影響，不能采用坡率法放坡，采用放坡+錨索抗滑樁護(hù)坡。施工時(shí)應(yīng)嚴(yán)格按照擬定施工時(shí)序，先進(jìn)行擋墻上部邊坡開挖，再進(jìn)行擋墻施工。抗滑樁采用截面尺寸為2.5m*3.5m、2*3.0m、1.5*2.0m、1.2*1.5m的人工挖孔樁，樁基、頂梁及擋板均采用C35混凝土。樁基應(yīng)嚴(yán)格按照跳樁開挖、待澆筑完成并達(dá)設(shè)計(jì)強(qiáng)度后方可再進(jìn)行相鄰樁基的開挖、澆筑。樁基布設(shè)兩根錨索，布設(shè)位置詳?shù)湫蜋M斷面圖，每根錨索采用15束1×7的φs15.2的預(yù)應(yīng)力鋼絞線，向下傾斜20°，錨索錨入破裂角內(nèi)穩(wěn)定中風(fēng)化巖層內(nèi)不小于10m。錨索采用抗拉強(qiáng)度標(biāo)準(zhǔn)值為1860MPa的低松弛高強(qiáng)預(yù)應(yīng)力鋼絞線，錨孔用M30水泥砂漿注漿封閉。抗滑樁懸臂段為道路人行道標(biāo)高下1m的高差。要求樁基嵌固深度不小于懸臂段長(zhǎng)度的一半+1m，且不小于立面圖中嵌固長(zhǎng)度。坡頂設(shè)置欄桿或防護(hù)網(wǎng)，具體形式由業(yè)主根據(jù)現(xiàn)場(chǎng)情況確定，并應(yīng)結(jié)合具體型式預(yù)埋基礎(chǔ)鋼筋。6擋墻穩(wěn)定性驗(yàn)算6.11#樁板擋墻穩(wěn)定性計(jì)算6.1.1D=3.0m樁基計(jì)算6.1.1.1擋墻剩余下滑力計(jì)算根據(jù)地勘報(bào)告，巖土界面飽和參數(shù)：c=8kPa，φ=12；現(xiàn)狀土體內(nèi)部參數(shù)為c=3kPa，φ=23。采用折線滑動(dòng)法計(jì)算下滑力如下：條塊號(hào)滑體體積V1重度γ1重量地面荷載滑面GGb長(zhǎng)度傾角內(nèi)聚力內(nèi)摩擦角（m3/m）S2（KN/m3）γ2（KN/m）(KN/m)Li（m）αi(o)ci(KPa)φ(o)139.7020794.0024013.4030.003232177.10203542.0030017.9032.00812傳遞系數(shù)抗滑力下滑力剩余下滑力穩(wěn)定系數(shù)安全系數(shù)傳遞系數(shù)支護(hù)剩余下滑力ψR(shí)iTiPiFsFstψP(KN/m)(KN/m)(KN/m)(KN/m)420.30517.00224.880.811.35205.661.005835.752035.951681.000.411.351.0051623.54故施加在樁基上的每延米水平推力標(biāo)準(zhǔn)值為1623.54×cos(32°)=1377/1.35=1020KN，矩形分布6.1.1.2擋墻主動(dòng)土壓力計(jì)算1）上部18m高土壓力支擋結(jié)構(gòu)墻背與水平面的夾角α(°)填土表面與水平角的夾角β(°)土的摩擦角φ(°)土對(duì)擋土墻墻背的摩擦角δ(°)土的粘聚力C(kPa)擋土墻高度H(m)巖土體重度γ(kN/m3)地表均布荷載標(biāo)準(zhǔn)值q(kN/m2)Kqη主動(dòng)土壓力系數(shù)Ka主動(dòng)土壓力標(biāo)準(zhǔn)值Eak(kN/m)900301501820201.11110.00000.33491085.102）下部巖石壓力支擋結(jié)構(gòu)墻背與水平面的夾角α(°)填土表面與水平角的夾角β(°)土的摩擦角φ(°)土對(duì)擋土墻墻背的摩擦角δ(°)土的粘聚力C(kPa)擋土墻高度H(m)巖土體重度γ(kN/m3)地表均布荷載標(biāo)準(zhǔn)值q(kN/m2)Kqη主動(dòng)土壓力系數(shù)Ka主動(dòng)土壓力標(biāo)準(zhǔn)值Eak(kN/m)9004522.505.225.24207.41030.00001.1834403.19故巖土壓力合力標(biāo)準(zhǔn)值為1085+403=1488KN/m，三角形分布6.1.1.3擋墻穩(wěn)定性計(jì)算根據(jù)以上計(jì)算結(jié)果，將上述兩種工況分別代入理正巖土進(jìn)行抗滑樁進(jìn)行驗(yàn)算：1）剩余下滑力控制的樁基穩(wěn)定性驗(yàn)算抗滑動(dòng)樁驗(yàn)算計(jì)算項(xiàng)目：抗滑樁1原始條件:墻身尺寸:樁總長(zhǎng):35.200(m)嵌入深度:12.000(m)截面形狀:圓樁樁徑:3.000(m)樁間距:3.500(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)130.00025.00055.00200.0060.0001.000樁前滑動(dòng)土層厚:0.000(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):C35樁縱筋合力點(diǎn)到外皮距離:120(mm)樁縱筋級(jí)別:HRB400樁箍筋級(jí)別:HPB300樁箍筋間距:200(mm)樁配筋形式:縱筋非均勻配筋樁拉區(qū)縱筋配筋范圍:120.000(度)樁壓區(qū),拉區(qū)縱筋比:0.300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:15.000(度)墻后填土容重:20.000(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):7折線序號(hào)水平投影長(zhǎng)(m)豎向投影長(zhǎng)(m)10.0001.000220.0000.00030.0000.000411.5000.00050.0000.000617.0000.00070.000-1.000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1020.000(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)=1.350=====================================================================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=153.879(kN/m)下部=153.879(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=59421.324(kN-m)距離樁頂24.700(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=7366.320(kN)距離樁頂34.700(m)最大位移=165(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-165.04-0.00020.50426.421-104.772-161.39-0.00031.009105.683-209.543-157.74-0.00041.513237.786-314.315-154.10-0.00052.017422.731-419.087-150.45-0.00062.522660.518-523.859-146.81-0.00073.026951.145-628.630-143.16-0.00083.5301294.615-733.402-139.52-0.00094.0351690.925-838.174-135.88-0.000104.5392140.077-942.946-132.25-0.000115.0432642.070-1047.717-128.62-0.000125.5483196.905-1152.489-124.99-0.000136.0523804.582-1257.261-121.37-0.000146.5574465.099-1362.033-117.76-0.000157.0615178.458-1466.804-114.16-0.000167.5655944.658-1571.576-110.57-0.000178.0706763.700-1676.348-106.99-0.000188.5747635.583-1781.120-103.42-0.000199.0788560.308-1885.891-99.87-0.000209.5839537.873-1990.663-96.34-0.0002110.08710568.280-2095.435-92.82-0.0002210.59111651.529-2200.207-89.33-0.0002311.09612787.619-2304.978-85.86-0.0002411.60013976.551-2409.750-82.42-0.0002512.10415218.326-2514.522-79.01-0.0002612.60916512.939-2619.294-75.62-0.0002713.11317860.396-2724.065-72.27-0.0002813.61719260.693-2828.837-68.96-0.0002914.12220713.832-2933.609-65.69-0.0003014.62622219.811-3038.381-62.45-0.0003115.13023778.633-3143.152-59.27-0.0003215.63525390.295-3247.924-56.13-0.0003316.13927054.799-3352.696-53.04-0.0003416.64328772.148-3457.468-50.01-0.0003517.14830542.332-3562.239-47.04-0.0003617.65232365.363-3667.011-44.12-0.0003718.15734241.230-3771.783-41.28-0.0003818.66136169.945-3876.555-38.50-0.0003919.16538151.492-3981.326-35.80-0.0004019.67040185.891-4086.098-33.17-0.0004120.17442273.121-4190.870-30.63-0.0004220.67844413.203-4295.642-28.17-0.0004321.18346606.117-4400.413-25.80-0.0004421.68748851.879-4505.185-23.53-0.0004522.19151150.477-4609.957-21.36-0.0004622.69653501.922-4714.729-19.29-0.0004723.20055906.203-4819.500-17.32-517.4854823.70057861.184-3096.637-15.49-929.5174924.20059002.840-1560.141-13.77-826.4795024.70059421.324-197.790-12.17-730.4935125.20059200.6291002.801-10.69-641.6115225.70058418.5232054.042-9.33-559.8075326.20057146.5902968.239-8.08-484.9905426.70055450.2853757.489-6.95-417.0095527.20053389.0984433.576-5.93-355.6625627.70051016.7115007.895-5.01-300.7025728.20048381.2035491.375-4.20-251.8475828.70045525.3325894.426-3.48-208.7825929.20042486.7776226.881-2.85-171.1666029.70039298.4536497.956-2.31-138.6356130.20035988.8206716.219-1.85-110.8086230.70032582.2346889.554-1.45-87.2896331.20029099.2687025.145-1.13-67.6716431.70025557.0887129.452-0.86-51.5376532.20021969.8147208.203-0.64-38.4636632.70018348.8877266.375-0.47-28.0196733.20014703.4407308.192-0.33-19.7736833.70011040.6937337.120-0.22-13.2876934.2007366.3217355.853-0.14-8.1237034.7003684.8417366.320-0.06-3.8417135.2000.0003684.841-0.00-0.000(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)10.00042411413773720.50442411413773731.00942411413773741.51342411413773752.01742411413773762.52242411413773773.02642411413773783.53042411413773794.035424114137737104.539424114137737115.043424114137737125.548424114137737136.052424114137737146.557424114137737157.061424114137737167.565424114137737178.070424114137737188.574424114137737199.078424114137737209.5834241141377372110.0874241141377372210.5914241141377372311.0964241141377372411.6004645154837372512.1045068168947372612.6095513183767372713.1135977199247372813.6176463215437372914.1226967232247373014.6267494249817373115.1308042268057373215.6358611287027373316.1399200306677373416.6439811327037373517.14810446348217373617.65211101370037373718.15711780392667373818.66112482416087373919.16513208440277374019.67013954465157374120.17414727490907374220.67815525517517374321.18316345544827374421.68717191573027374522.19118063602097374622.69618959631987374723.20019885662857374823.70020639687977374924.20021084702807375024.70021246708217375125.20021160705337375225.70020856695207375326.20020362678747375426.70019709656987375527.20018916630537375627.70018011600367375728.20017014567127375828.70015941531357375929.20014808493597376029.70013629454297376130.20012417413917376230.70011180372687376331.2009929330957376431.7008668288957376532.2007407246907376632.7006147204907376733.2004892163067376833.7004241141377376934.2004241141377377034.7004241141377377135.200424114137737根據(jù)計(jì)算結(jié)果，抗滑樁背側(cè)采用99φ32，面?zhèn)炔捎?6φ32，滿足規(guī)范要求。2）巖土壓力控制的樁基穩(wěn)定性驗(yàn)算抗滑動(dòng)樁驗(yàn)算計(jì)算項(xiàng)目：抗滑樁1原始條件:墻身尺寸:樁總長(zhǎng):35.200(m)嵌入深度:12.000(m)截面形狀:圓樁樁徑:3.000(m)樁間距:3.500(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)130.00025.00055.00200.0060.0001.000樁前滑動(dòng)土層厚:0.000(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):C35樁縱筋合力點(diǎn)到外皮距離:120(mm)樁縱筋級(jí)別:HRB400樁箍筋級(jí)別:HPB300樁箍筋間距:200(mm)樁配筋形式:縱筋非均勻配筋樁拉區(qū)縱筋配筋范圍:120.000(度)樁壓區(qū),拉區(qū)縱筋比:0.300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:15.000(度)墻后填土容重:20.000(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):7折線序號(hào)水平投影長(zhǎng)(m)豎向投影長(zhǎng)(m)10.0001.000220.0000.00030.0000.000411.5000.00050.0000.000617.0000.00070.000-1.000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)值推力分布類型三角形樁后剩余下滑力水平分力1488.000(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)=1.350=====================================================================第1種情況:滑坡推力作用情況[樁身所受推力計(jì)算]假定荷載三角形分布:樁后:上部=0.000(kN/m)下部=448.966(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=60978.457(kN-m)距離樁頂25.200(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=8119.071(kN)距離樁頂34.700(m)最大位移=162(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-162.34-0.00020.5040.559-3.323-159.00-0.00031.0094.469-13.291-155.65-0.00041.51315.082-29.904-152.31-0.00052.01735.750-53.163-148.96-0.00062.52269.825-83.067-145.62-0.00073.026120.657-119.617-142.28-0.00083.530191.599-162.812-138.93-0.00094.035286.001-212.652-135.59-0.000104.539407.217-269.137-132.24-0.000115.043558.596-332.268-128.90-0.000125.548743.492-402.045-125.56-0.000136.052965.255-478.467-122.22-0.000146.5571227.236-561.534-118.88-0.000157.0611532.788-651.246-115.55-0.000167.5651885.263-747.604-112.22-0.000178.0702288.010-850.607-108.89-0.000188.5742744.384-960.256-105.57-0.000199.0783257.734-1076.550-102.25-0.000209.5833831.412-1199.489-98.94-0.0002110.0874468.771-1329.074-95.63-0.0002210.5915173.160-1465.304-92.34-0.0002311.0965947.933-1608.179-89.06-0.0002411.6006796.441-1757.700-85.78-0.0002512.1047722.037-1913.867-82.53-0.0002612.6098728.068-2076.678-79.28-0.0002713.1139817.890-2246.135-76.06-0.0002813.61710994.853-2422.237-72.85-0.0002914.12212262.308-2604.985-69.67-0.0003014.62613623.606-2794.378-66.52-0.0003115.13015082.102-2990.417-63.39-0.0003215.63516641.143-3193.100-60.29-0.0003316.13918304.084-3402.429-57.22-0.0003416.64320074.279-3618.404-54.19-0.0003517.14821955.070-3841.024-51.21-0.0003617.65223949.820-4070.289-48.26-0.0003718.15726061.869-4306.199-45.37-0.0003818.66128294.582-4548.756-42.53-0.0003919.16530651.297-4797.957-39.75-0.0004019.67033135.379-5053.804-37.03-0.0004120.17435750.164-5316.295-34.37-0.0004220.67838499.020-5585.434-31.79-0.0004321.18341385.281-5861.216-29.29-0.0004421.68744412.320-6143.645-26.87-0.0004522.19147583.465-6432.717-24.54-0.0004622.69650902.090-6728.437-22.31-0.0004723.20054371.527-7030.801-20.18-602.7544823.70057357.223-5017.065-18.18-1090.6634924.20059388.590-3207.488-16.29-977.4275024.70060564.711-1589.864-14.52-871.2865125.20060978.457-151.653-12.87-772.3845225.70060716.3631119.858-11.35-680.7715326.20059858.5982237.398-9.94-596.4185426.70058478.9653213.585-8.65-519.2245527.20056645.0124060.802-7.48-449.0245627.70054418.1644791.098-6.43-385.6005728.20051853.9145416.099-5.48-328.6875828.70049002.0665946.931-4.63-277.9785929.20045906.9846394.154-3.89-233.1346029.70042607.9106767.706-3.23-193.7836130.20039139.2777076.855-2.66-159.5316230.70035531.0557330.164-2.17-129.9656331.20031809.1157535.453-1.74-104.6516431.70027995.6047699.774-1.39-83.1456532.20024109.3407829.393-1.08-64.9916632.70020166.2117929.767-0.83-49.7226733.20016179.5738005.534-0.61-36.8696833.70012160.6768060.502-0.43-25.9526934.2008119.0718097.640-0.27-16.4917034.7004063.0378119.071-0.13-8.0027135.2000.0004063.037-0.00-0.000(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)10.00042411413773720.50442411413773731.00942411413773741.51342411413773752.01742411413773762.52242411413773773.02642411413773783.53042411413773794.035424114137737104.539424114137737115.043424114137737125.548424114137737136.052424114137737146.557424114137737157.061424114137737167.565424114137737178.070424114137737188.574424114137737199.078424114137737209.5834241141377372110.0874241141377372210.5914241141377372311.0964241141377372411.6004241141377372512.1044241141377372612.6094241141377372713.1134241141377372813.6174241141377372914.1224241141377373014.6264524150817373115.1305023167437373215.6355558185257373316.1396130204357373416.6436746224877373517.1487401246697373617.6528103270097373718.1578847294907373818.6619642321407373919.16510486349537374019.67011380379337374120.17412329410967374220.67813334444467374321.18314400479997374421.68715525517507374522.19116713557097374622.69617969598987374723.20019293643117374823.70020445681517374924.20021235707847375024.70021691723027375125.20021853728437375225.70021751725027375326.20021417713897375426.70020880696007375527.20020170672347375627.70019312643747375728.20018332611067375828.70017249574977375929.20016083536117376029.70014853495107376130.20013570452327376230.70012249408327376331.20010902363397376431.7009534317807376532.2008157271907376632.7006777225897376733.2005399179987376833.7004241141377376934.2004241141377377034.7004241141377377135.200424114137737根據(jù)計(jì)算結(jié)果，抗滑樁背側(cè)采用99φ32，面?zhèn)炔捎?6φ32，滿足規(guī)范要求。6.1.2D=2.0m樁基計(jì)算6.1.2.1擋墻剩余下滑力計(jì)算根據(jù)地勘報(bào)告，巖土界面飽和參數(shù)：c=8kPa，φ=12；現(xiàn)狀土體內(nèi)部參數(shù)為c=3kPa，φ=23。采用折線滑動(dòng)法計(jì)算下滑力如下：條塊號(hào)滑體體積V1重度γ1重量地面荷載滑面GGb長(zhǎng)度傾角內(nèi)聚力內(nèi)摩擦角（m3/m）S2（KN/m3）γ2（KN/m）(KN/m)Li（m）αi(o)ci(KPa)φ(o)111.8020236.001247.1130.00323242.8020856.001608.7321.00812363.80201276.001308.2922.00812傳遞系數(shù)抗滑力下滑力剩余下滑力穩(wěn)定系數(shù)安全系數(shù)傳遞系數(shù)支護(hù)剩余下滑力ψR(shí)iTiPiFsFstψP(KN/m)(KN/m)(KN/m)(KN/m)153.67180.000.000.851.3566.170.937271.45364.100.000.751.350.963226.751.006343.41526.700.000.651.351.003499.66故施加在樁基上的每延米水平推力標(biāo)準(zhǔn)值為499.66×cos(22°)/1.35=343KN，矩形分布6.1.2.2擋墻主動(dòng)土壓力計(jì)算根據(jù)擋墻立面布置圖，選取樁基最高長(zhǎng)度33#樁長(zhǎng)度為12.6+3.1+7.3=23m，1）上部12.6m高土壓力支擋結(jié)構(gòu)墻背與水平面的夾角α(°)填土表面與水平角的夾角β(°)土的摩擦角φ(°)土對(duì)擋土墻墻背的摩擦角δ(°)土的粘聚力C(kPa)擋土墻高度H(m)巖土體重度γ(kN/m3)地表均布荷載標(biāo)準(zhǔn)值q(kN/m2)Kqη主動(dòng)土壓力系數(shù)Ka主動(dòng)土壓力標(biāo)準(zhǔn)值Eak(kN/m)9003015012.620201.15870.00000.3493554.492）下部3.1m高巖石壓力支擋結(jié)構(gòu)墻背與水平面的夾角α(°)填土表面與水平角的夾角β(°)土的摩擦角φ(°)土對(duì)擋土墻墻背的摩擦角δ(°)土的粘聚力C(kPa)擋土墻高度H(m)巖土體重度γ(kN/m3)地表均布荷載標(biāo)準(zhǔn)值q(kN/m2)Kqη主動(dòng)土壓力系數(shù)Ka主動(dòng)土壓力標(biāo)準(zhǔn)值Eak(kN/m)9004522.503.125.22727.9636