華龍路網(wǎng)5號(hào)路（一期）道路工程擋墻計(jì)算書

PAGE擋墻計(jì)算書編號(hào)：目錄一、工程概況 1二、設(shè)計(jì)依據(jù) 1三、設(shè)計(jì)參數(shù)取值 2四、邊坡穩(wěn)定性分析及計(jì)算 45.1計(jì)算方法 45.2計(jì)算參數(shù)及模型 55.3邊坡穩(wěn)定性計(jì)算成果 75.4邊坡穩(wěn)定性計(jì)算過程 8五、結(jié)構(gòu)計(jì)算 116.110-10’典型剖面（K1型樁）結(jié)構(gòu)計(jì)算 116.211-11’典型剖面（M1型樁）結(jié)構(gòu)計(jì)算 186.312-12’剖面上排樁（M2型樁）結(jié)構(gòu)計(jì)算 266.412-12’剖面下排樁（K2型樁）結(jié)構(gòu)計(jì)算 346.513-13’剖面上排樁（M2型樁）結(jié)構(gòu)計(jì)算 416.613-13’剖面下排樁（K3型樁）結(jié)構(gòu)計(jì)算 506.714-14’剖面上排樁（M1型樁）結(jié)構(gòu)計(jì)算 576.814-14’剖面下排樁（K2型樁）結(jié)構(gòu)計(jì)算 656.916-16’剖面上排樁（M1型樁）結(jié)構(gòu)計(jì)算 726.1016-16’剖面下排樁（K2型樁）結(jié)構(gòu)計(jì)算 806.11邊坡穩(wěn)定性計(jì)算 806.12重力式擋墻穩(wěn)定性計(jì)算 83PAGE7一、工程概況1.1任務(wù)由來受重慶市地產(chǎn)集團(tuán)（建設(shè)單位）委托，我公司承擔(dān)了九龍坡區(qū)華龍5號(hào)路道路工程邊坡治理設(shè)計(jì)項(xiàng)目設(shè)計(jì)任務(wù)。該工程位于重慶市九龍坡區(qū)華龍片區(qū)。受建設(shè)單位委托，中國化學(xué)工程第一巖土工程有限公司于2019年10月提交了《九龍坡區(qū)華龍5號(hào)道路工程（K0+000～K1+269.721m）工程地質(zhì)勘察報(bào)告（一次性勘察）》。1.2項(xiàng)目概況建設(shè)場(chǎng)地位于九龍坡區(qū)華龍片區(qū),交通便利。根據(jù)設(shè)計(jì)意圖，擬建道路起點(diǎn)（X=3259088.9996，Y=348783.5562，H=260.299m）和錦宏路相交、終點(diǎn)（X=3260329.1256，Y=348911.6298，H=270.750m）和華美路相交，樁號(hào)為K0+000～K1+269.721m，道路全長(zhǎng)2269.721m，道路等級(jí)為城市次干道Ⅱ級(jí)；工程重要性等級(jí)為二級(jí)。擬建場(chǎng)地為剝蝕丘陵地貌區(qū)，現(xiàn)狀地貌經(jīng)人工改造分布有原始道路、荒地和居民區(qū)等。按設(shè)計(jì)路面高程施工，K0+470～K0+780擬建道路兩側(cè)將形成，最高挖方巖質(zhì)邊坡31.5m，最高挖方土質(zhì)邊坡為10.5m，邊坡安全等級(jí)為一級(jí)，永久邊坡設(shè)計(jì)合理使用年限為50年，邊坡本次設(shè)計(jì)階段為施工圖設(shè)計(jì)。二、設(shè)計(jì)依據(jù)3.1《設(shè)計(jì)合同》3.2《九龍坡區(qū)華龍5號(hào)道路工程（K0+000～K1+269.721m）工程地質(zhì)勘察報(bào)告（一次性勘察）》（中國化學(xué)工程第一巖土工程有限公司，2019年10月）3.3《華龍路網(wǎng)5號(hào)路（一期）道路工程邊坡治理方案設(shè)計(jì)安全專項(xiàng)論證意見》3.4有關(guān)規(guī)范《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）;《地質(zhì)災(zāi)害防治工程設(shè)計(jì)標(biāo)準(zhǔn)》（DBJ50/T-029-2019）;《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-2010-2015年版);《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》（DBJ50-047-2016）;《建筑抗震設(shè)計(jì)規(guī)范》（GB50011-2010-2016年版）;《建筑結(jié)構(gòu)荷載規(guī)范》（GB50009-2012）;《砌體結(jié)構(gòu)設(shè)計(jì)規(guī)范》（GB50003-2011）;《建筑邊坡工程施工質(zhì)量驗(yàn)收標(biāo)準(zhǔn)》（GB/T51351-2019）;《建筑樁基技術(shù)規(guī)范》（JGJ94-2008）;《建筑基坑工程監(jiān)測(cè)技術(shù)規(guī)范》GB50497-2009;《建筑地基基礎(chǔ)工程施工規(guī)范》GB51004-2015;《鋼筋機(jī)械連接技術(shù)規(guī)程》（JGJ107-2016）。;《砌體結(jié)構(gòu)設(shè)計(jì)規(guī)范》（GB50003-2011）;《建筑邊坡工程施工質(zhì)量驗(yàn)收規(guī)范》（DBJ/T50-100-2010）;《建筑樁基技術(shù)規(guī)范》（JGJ94-2008）;《鋼筋機(jī)械連接技術(shù)規(guī)程》（JGJ107-2016）;《建筑結(jié)構(gòu)可靠性設(shè)計(jì)統(tǒng)一標(biāo)準(zhǔn)》（GB50068-2018）。三、設(shè)計(jì)參數(shù)取值設(shè)計(jì)永久環(huán)境邊坡安全等級(jí)為一級(jí)，安全系數(shù)K取1.35，荷載分項(xiàng)系數(shù)取1.35，結(jié)構(gòu)重要性系數(shù)：γ0=1.1。其它巖土體設(shè)計(jì)參數(shù)如表3.1所示。表4.1巖土體物理力學(xué)參數(shù)表巖、土名稱巖石單軸抗壓強(qiáng)度(MPa)重度(kN/m3)地基承載力特征值(kPa)抗剪強(qiáng)度參數(shù)抗拉強(qiáng)度(MPa)承載力基本容許值［fa0］天然飽和c(kPa)φ(°)雜填土天然20.0*夯實(shí)后按載荷試驗(yàn)確定3*25*120*飽和20.5*0*20*粉質(zhì)黏土天然19.6150*18.911.3130*飽和20.013.58.0強(qiáng)風(fēng)化泥巖24.5*300*300*強(qiáng)風(fēng)化砂巖23.5*400*400*中風(fēng)化泥巖7.34.625.1289042232167800*中風(fēng)化砂巖18.312.924.272461057344671500*巖層層面9027裂隙Ⅰ3515裂隙Ⅱ5018巖性名稱基底摩擦系數(shù)巖石與錨固體極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值frb（kPa）側(cè)阻力標(biāo)準(zhǔn)值(kPa)變形模量(Mpa)彈性模量(Mpa)泊松比（μ）雜填土0.2520粉質(zhì)黏土0.2540504.0強(qiáng)風(fēng)化泥巖0.3516090強(qiáng)風(fēng)化砂巖0.40160120中風(fēng)化泥巖0.453501356.01519.10.26中風(fēng)化砂巖0.508003194.73349.40.34受外傾結(jié)構(gòu)面控制的巖質(zhì)邊坡，巖體破裂角取值(°)1、當(dāng)外傾結(jié)構(gòu)面傾角小于45°+φ/2=61°（泥巖）或62°（砂巖）時(shí)，巖體破裂角應(yīng)取外傾結(jié)構(gòu)面傾角；2、當(dāng)外傾結(jié)構(gòu)面傾角大于45°+φ/2=61°（泥巖）或62°（砂巖），巖體破裂角應(yīng)取45°+φ/2=61°（泥巖）或62°。巖質(zhì)邊坡等效內(nèi)摩擦角取值(°)Ⅲ類邊坡巖體：中等風(fēng)化泥巖取55°，中等風(fēng)化砂巖取60°；=4\*ROMANIV類邊坡巖體：中等風(fēng)化泥巖、砂巖均取45°。水平抗力系數(shù)雜填土水平抗力系數(shù)的比例系數(shù)m值取8MN/m4，粉質(zhì)黏土水平抗力系數(shù)的比例系數(shù)m值取15MN/m4，泥巖巖體水平抗力系數(shù)取80MN/m3，砂巖巖體水平抗力系數(shù)取260MN/m3。四、邊坡穩(wěn)定性分析及計(jì)算5.1計(jì)算方法按《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）和《地質(zhì)災(zāi)害防治工程設(shè)計(jì)規(guī)范》（DB50/5029-2006）的相關(guān)要求，并結(jié)合該邊坡特點(diǎn)，本文采用傳遞系數(shù)法隱式解定量分析計(jì)算其穩(wěn)定性。具體計(jì)算公式見GB50330-2013中A.0.3。圖5-1折線形滑面邊坡傳遞系數(shù)法計(jì)算簡(jiǎn)圖其中：QUOTEPnPn—第n條塊單位寬度剩余下滑力（KN/m）；Pi—第i計(jì)算條塊與第i+1計(jì)算條塊單位寬度剩余下滑力（kN/m）；當(dāng)Pi<0QUOTEPi<0（i<n）時(shí)取Pi=0；QUOTEPi=0；Ti—第i計(jì)算條塊單位寬度重力及其他外力引起的下滑力（kN/m）；Ri—第i計(jì)算條塊單位寬度重力及其他外力引起的抗滑力（kN/m）；ψi-1—計(jì)算條塊對(duì)第i計(jì)算條塊的傳遞系數(shù)。5.2計(jì)算參數(shù)及模型邊坡穩(wěn)定性計(jì)算相關(guān)參數(shù)嚴(yán)格按照勘察報(bào)告建議值取值，詳見第4章。各滑塊計(jì)算模型如下所示：10-10’剖面計(jì)算簡(jiǎn)圖11-11’剖面計(jì)算簡(jiǎn)圖12-12’剖面計(jì)算簡(jiǎn)圖13-13’剖面計(jì)算簡(jiǎn)圖14-14’剖面計(jì)算簡(jiǎn)圖16-16’剖面計(jì)算簡(jiǎn)圖5.3邊坡穩(wěn)定性計(jì)算成果飽和工況下邊坡穩(wěn)定性計(jì)算結(jié)果如下表所示：表5-1穩(wěn)定性計(jì)算成果表計(jì)算剖面計(jì)算滑面類型穩(wěn)定性系數(shù)穩(wěn)定性判別安全系數(shù)剩余下滑力(KN/m)10-10’剖面沿土巖界面滑動(dòng)0.53不穩(wěn)定1.351040.8611-11’剖面沿土巖界面滑動(dòng)0.40不穩(wěn)定1.351197.9312-12’剖面潛在滑面1沿土巖界面滑動(dòng)0.29不穩(wěn)定1.35623.80潛在滑面2沿土巖界面滑動(dòng)0.95不穩(wěn)定1.3568.1013-13’剖面潛在滑面1沿土巖界面滑動(dòng)0.21不穩(wěn)定1.351191.77潛在滑面2沿土巖界面滑動(dòng)0.35不穩(wěn)定1.35891.2314-14’剖面潛在滑面1沿土巖界面滑動(dòng)0.36不穩(wěn)定1.351095.21潛在滑面2沿土巖界面滑動(dòng)0.97不穩(wěn)定1.3558.7516-16’剖面潛在滑面1沿土巖界面滑動(dòng)0.44不穩(wěn)定1.351264.61潛在滑面2沿土巖界面滑動(dòng)1.26基本穩(wěn)定1.357.68由計(jì)算結(jié)果可知：各剖面計(jì)算滑塊沿土巖界面滑動(dòng)穩(wěn)定性系數(shù)均小于1.35，均未達(dá)到穩(wěn)定狀態(tài)，需設(shè)支擋結(jié)構(gòu)。PAGE165.4邊坡穩(wěn)定性計(jì)算過程10-10'剖面穩(wěn)定性計(jì)算表剖面編號(hào)工況1條塊號(hào)重度(KN/m3)總體面積(m2)滑體重量(KN/m)滑面長(zhǎng)度(m)滑面傾角(0)C(Kpa)Φ(0)累計(jì)下滑力(KN/m)累計(jì)抗滑力(KN/m)傳遞系數(shù)邊坡穩(wěn)定性系數(shù)邊坡安全系數(shù)剩余下滑力(KN/m)10-10'剖面飽和工況E120.5016.00328.007.8040.0013.508.00210.83140.610.940.531.3581.72E220.5068.201398.1010.2030.6013.508.00910.56439.460.960.531.35505.98E320.5074.101519.059.1023.2013.508.001470.30739.870.970.531.35861.35E420.5057.801184.908.4018.3013.508.001803.67991.910.531.351040.8611-11'剖面穩(wěn)定性計(jì)算表剖面編號(hào)工況1條塊號(hào)重度(KN/m3)總體面積(m2)滑體重量(KN/m)滑面長(zhǎng)度(m)滑面傾角(0)C(Kpa)Φ(0)累計(jì)下滑力(KN/m)累計(jì)抗滑力(KN/m)傳遞系數(shù)邊坡穩(wěn)定性系數(shù)邊坡安全系數(shù)剩余下滑力(KN/m)11-11'剖面飽和工況E120.5044.70916.3514.8045.6013.508.00654.71289.910.910.401.35307.83E220.5070.701449.3510.0034.6013.508.001421.79567.810.930.401.35841.20E320.5057.001168.505.7025.4013.508.001824.84753.910.401.351197.9312-12'剖面潛在滑面1穩(wěn)定性計(jì)算表剖面編號(hào)工況1條塊號(hào)重度(KN/m3)總體面積(m2)滑體重量(KN/m)滑面長(zhǎng)度(m)滑面傾角(0)C(Kpa)Φ(0)累計(jì)下滑力(KN/m)累計(jì)抗滑力(KN/m)傳遞系數(shù)邊坡穩(wěn)定性系數(shù)邊坡安全系數(shù)剩余下滑力(KN/m)12-12'剖面飽和工況E120.5019.70403.859.0052.7013.508.00321.25155.890.910.291.35205.77E220.5038.20783.105.7043.6013.508.00832.63298.630.291.35623.8012-12'剖面潛在滑面2穩(wěn)定性計(jì)算表剖面編號(hào)工況1條塊號(hào)重度(KN/m3)總體面積(m2)滑體重量(KN/m)滑面長(zhǎng)度(m)滑面傾角(0)C(Kpa)Φ(0)累計(jì)下滑力(KN/m)累計(jì)抗滑力(KN/m)傳遞系數(shù)邊坡穩(wěn)定性系數(shù)邊坡安全系數(shù)剩余下滑力(KN/m)12-12'剖面飽和工況E120.508.70178.355.0031.7013.508.0093.7288.830.930.951.3523.76E220.5023.80487.905.8017.7013.508.00235.92226.630.951.3568.1013-13'剖面--潛在滑面1穩(wěn)定性計(jì)算表剖面編號(hào)工況1條塊號(hào)重度(KN/m3)總體面積(m2)滑體重量(KN/m)滑面長(zhǎng)度(m)滑面傾角(0)C(Kpa)Φ(0)累計(jì)下滑力(KN/m)累計(jì)抗滑力(KN/m)傳遞系數(shù)邊坡穩(wěn)定性系數(shù)邊坡安全系數(shù)剩余下滑力(KN/m)13-13'剖面飽和工況E120.5026.80549.4011.1059.2013.508.00471.91189.390.940.211.35331.63E220.5061.301256.658.3054.5013.508.001467.51392.970.211.351191.7713-13'剖面--潛在滑面2穩(wěn)定性計(jì)算表剖面編號(hào)工況1條塊號(hào)重度(KN/m3)總體面積(m2)滑體重量(KN/m)滑面長(zhǎng)度(m)滑面傾角(0)C(Kpa)Φ(0)累計(jì)下滑力(KN/m)累計(jì)抗滑力(KN/m)傳遞系數(shù)邊坡穩(wěn)定性系數(shù)邊坡安全系數(shù)剩余下滑力(KN/m)13-13'剖面飽和工況E120.5017.30354.654.7045.1013.508.00251.2198.630.950.351.35125.75E220.5039.40807.705.8038.8013.508.00744.73260.460.920.351.35434.57E320.5066.001353.006.2029.6013.508.001355.65489.420.351.35891.2314-14'剖面--潛在滑面1穩(wěn)定性計(jì)算表剖面編號(hào)工況1條塊號(hào)重度(KN/m3)總體面積(m2)滑體重量(KN/m)滑面長(zhǎng)度(m)滑面傾角(0)C(Kpa)Φ(0)累計(jì)下滑力(KN/m)累計(jì)抗滑力(KN/m)傳遞系數(shù)邊坡穩(wěn)定性系數(shù)邊坡安全系數(shù)剩余下滑力(KN/m)14-14'剖面飽和工況E120.505.40110.705.2056.8013.508.0092.6378.720.770.361.3518.79E220.50106.302179.1518.3034.2013.508.001296.48561.220.980.361.35731.59E320.5051.601057.805.3031.4013.508.001821.34748.290.361.351095.2114-14'剖面--潛在滑面2穩(wěn)定性計(jì)算表剖面編號(hào)工況1條塊號(hào)重度(KN/m3)總體面積(m2)滑體重量(KN/m)滑面長(zhǎng)度(m)滑面傾角(0)C(Kpa)Φ(0)累計(jì)下滑力(KN/m)累計(jì)抗滑力(KN/m)傳遞系數(shù)邊坡穩(wěn)定性系數(shù)邊坡安全系數(shù)剩余下滑力(KN/m)14-14'剖面飽和工況E120.5013.30272.657.6023.9013.508.00110.46137.630.980.971.357.78E220.5031.90653.957.3017.0013.508.00298.94320.680.971.3558.7516-16'剖面--潛在滑面1穩(wěn)定性計(jì)算表剖面編號(hào)工況1條塊號(hào)重度(KN/m3)總體面積(m2)滑體重量(KN/m)滑面長(zhǎng)度(m)滑面傾角(0)C(Kpa)Φ(0)累計(jì)下滑力(KN/m)累計(jì)抗滑力(KN/m)傳遞系數(shù)邊坡穩(wěn)定性系數(shù)邊坡安全系數(shù)剩余下滑力(KN/m)16-16'剖面飽和工況E120.502.1043.052.9054.2013.508.0034.9242.690.780.441.351.93E220.50125.102564.5534.7029.5013.508.001289.91815.231.000.441.35597.35E320.50114.202341.1015.4028.7013.508.002408.281308.020.441.351264.6116-16'剖面--潛在滑面2穩(wěn)定性計(jì)算表剖面編號(hào)工況1條塊號(hào)重度(KN/m3)總體面積(m2)滑體重量(KN/m)滑面長(zhǎng)度(m)滑面傾角(0)C(Kpa)Φ(0)累計(jì)下滑力(KN/m)累計(jì)抗滑力(KN/m)傳遞系數(shù)邊坡穩(wěn)定性系數(shù)邊坡安全系數(shù)剩余下滑力(KN/m)16-16'剖面飽和工況E120.5011.20229.608.0021.8013.508.0085.27137.960.981.261.3515.72E220.5023.40479.706.3014.4013.508.00202.63285.181.261.357.68五、結(jié)構(gòu)計(jì)算6.110-10’典型剖面（K1型樁）結(jié)構(gòu)計(jì)算抗滑動(dòng)樁驗(yàn)算計(jì)算項(xiàng)目：抗滑樁5原始條件:墻身尺寸:樁總長(zhǎng):15.300(m)嵌入深度:7.300(m)截面形狀:方樁樁寬:2.000(m)樁高:2.500(m)樁間距:4.000(m)嵌入段土層數(shù):1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)110.00024.00015.00350.0080.0001.000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):C30樁縱筋合力點(diǎn)到外皮距離:35(mm)樁縱筋級(jí)別:HRB400樁箍筋級(jí)別:HRB335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:25.000(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):350.00橫坡角以下填土的土摩阻力(kPa):350.00坡線與滑坡推力:坡面線段數(shù):4折線序號(hào)水平投影長(zhǎng)(m)豎向投影長(zhǎng)(m)17.5005.00022.0000.00039.0006.000415.0002.500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1040.000(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=520.000(kN/m)下部=520.000(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=18817.758(kN-m)距離樁頂9.217(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=4541.216(kN)距離樁頂12.258(m)最大位移=60(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-59.79-0.00020.30824.615-160.000-58.14-0.00030.61598.462-320.000-56.49-0.00040.923221.538-480.000-54.84-0.00051.231393.846-640.000-53.19-0.00061.538615.385-800.000-51.54-0.00071.846886.154-960.000-49.89-0.00082.1541206.154-1120.000-48.25-0.00092.4621575.385-1280.000-46.60-0.000102.7691993.846-1440.000-44.96-0.000113.0772461.539-1600.000-43.32-0.000123.3852978.462-1760.000-41.68-0.000133.6923544.616-1920.000-40.04-0.000144.0004160.000-2080.000-38.41-0.000154.3084824.616-2240.000-36.79-0.000164.6155538.461-2400.000-35.17-0.000174.9236301.539-2560.000-33.56-0.000185.2317113.847-2720.000-31.95-0.000195.5387975.385-2880.000-30.35-0.000205.8468886.155-3040.000-28.77-0.000216.1549846.154-3200.000-27.19-0.000226.46210855.386-3360.000-25.63-0.000236.76911913.847-3520.000-24.08-0.000247.07713021.539-3680.000-22.54-0.000257.38514178.464-3840.000-21.02-0.000267.69215384.616-4000.000-19.52-0.000278.00016640.000-4160.000-18.03-717.057288.30417705.160-2896.645-16.58-1326.573298.60818402.127-1738.240-15.15-1212.394308.91318762.590-683.231-13.75-1099.953319.21718817.758269.983-12.37-989.284329.52118598.3521123.023-11.00-880.395339.82518134.5861877.504-9.67-773.2633410.12917456.2012535.010-8.35-667.8463510.43316592.4553097.076-7.05-564.0793610.73815572.1463565.171-5.77-461.8823711.04214423.6423940.684-4.51-361.1593811.34613174.8964224.908-3.27-261.8003911.65011853.4924419.037-2.05-163.6884011.95410486.6514524.151-0.83-66.6994112.2589101.2994541.2160.3729.2984212.5637724.0774471.0771.56124.4324312.8676381.3934314.4622.74218.8334413.1715099.4454071.9823.91312.6294513.4753904.2693744.1345.07405.9414613.7792821.7633331.3096.24498.8814714.0831877.7222833.7997.39591.5524814.3871097.8702251.8108.55684.0414914.692507.8731585.4739.71776.4255014.996133.374834.85910.86868.7565115.3000.000219.24412.01961.071(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)1-0.000100001000045820.308100001000045830.615100001000045840.923100001000045851.231100001000045861.538100001000045871.846100001000045882.154100001000045892.4621000010000458102.7691000010000458113.0771000010000458123.3851000010000458133.6921000010000458144.0001000010000458154.3081000010000458164.6151000010000458174.9231000010000458185.2311000010967458195.5381000012288458205.8461000013695458216.1541000015190458226.4621000016773458236.7691000018449458247.0771000020218458257.3851000022085458267.6921000024051458278.0001000026120458288.3041000027894458298.6081000029065458308.9131000029674458319.2171000029767458329.5211000029396458339.82510000286154583410.12910000274784583510.43310000260414583610.73810000243584583711.04210000224824583811.34610000204654583911.65010000183534584011.95410000161934584112.25810000140294584212.56310000119024584312.86710000100004584413.17110000100004584513.47510000100004584613.77910000100004584714.08310000100004584814.38710000100004584914.69210000100004585014.99610000100004585115.3001000010000458=====================================================================第2種情況:庫侖土壓力(一般情況)[土壓力計(jì)算]計(jì)算高度為8.000(m)處的庫侖主動(dòng)土壓力第1破裂角：38.500(度)Ea=264.274Ex=252.043Ey=79.469(kN)作用點(diǎn)高度Zy=2.816(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=4625.661(kN-m)距離樁頂9.217(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1312.764(kN)距離樁頂8.000(m)最大位移=16(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-15.87-0.00020.3080.229-2.228-15.44-0.00030.6151.828-8.913-15.02-0.00040.9236.170-20.054-14.59-0.00051.23114.626-35.651-14.17-0.00061.53828.567-55.705-13.74-0.00071.84649.363-80.215-13.32-0.00082.15478.387-109.182-12.89-0.00092.462117.009-142.605-12.47-0.000102.769166.601-180.484-12.04-0.000113.077228.533-222.820-11.62-0.000123.385304.178-269.612-11.19-0.000133.692394.906-320.861-10.77-0.000144.000502.088-376.566-10.34-0.000154.308627.096-436.728-9.92-0.000164.615771.227-500.629-9.50-0.000174.923935.438-567.088-9.08-0.000185.2311120.419-635.641-8.66-0.000195.5381326.816-706.287-8.24-0.000205.8461555.272-779.026-7.82-0.000216.1541806.431-853.859-7.41-0.000226.4622080.938-930.784-6.99-0.000236.7692379.436-1009.803-6.58-0.000247.0772702.623-1091.429-6.18-0.000257.3853051.474-1176.843-5.77-0.000267.6923427.291-1266.714-5.37-0.000278.0003826.495-1312.764-4.97-197.804288.3044170.575-963.821-4.59-366.905298.6084412.820-642.981-4.20-336.304308.9134561.722-349.876-3.83-306.119319.2174625.661-84.118-3.45-276.365329.5214612.894154.689-3.09-247.048339.8254531.558366.943-2.73-218.1673410.1294389.670553.038-2.37-189.7143510.4334195.126713.360-2.02-161.6763610.7383955.709848.278-1.68-134.0353711.0423679.091958.144-1.33-106.7683811.3463372.8381043.288-1.00-79.8493911.6503044.4241104.014-0.67-53.2504011.9542701.2301140.600-0.34-26.9384112.2582350.5591153.293-0.01-0.8824212.5631999.6431142.3120.3124.9514312.8671655.6521107.8450.6350.5944413.1711325.7041050.0500.9576.0804513.4751016.872969.0561.27101.4414613.779736.195864.9641.58126.7044714.083490.685737.8521.90151.8984814.387287.335587.7732.21177.0444914.692133.124414.7602.53202.1625014.99635.023218.8332.84227.2675115.3000.00057.5713.15252.367(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)1-0.000100001000045820.308100001000045830.615100001000045840.923100001000045851.231100001000045861.538100001000045871.846100001000045882.154100001000045892.4621000010000458102.7691000010000458113.0771000010000458123.3851000010000458133.6921000010000458144.0001000010000458154.3081000010000458164.6151000010000458174.9231000010000458185.2311000010000458195.5381000010000458205.8461000010000458216.1541000010000458226.4621000010000458236.7691000010000458247.0771000010000458257.3851000010000458267.6921000010000458278.0001000010000458288.3041000010000458298.6081000010000458308.9131000010000458319.2171000010000458329.5211000010000458339.82510000100004583410.12910000100004583510.43310000100004583610.73810000100004583711.04210000100004583811.34610000100004583911.65010000100004584011.95410000100004584112.25810000100004584212.56310000100004584312.86710000100004584413.17110000100004584513.47510000100004584613.77910000100004584714.08310000100004584814.38710000100004584914.69210000100004585014.99610000100004585115.30010000100004586.211-11’典型剖面（M1型樁）結(jié)構(gòu)計(jì)算抗滑動(dòng)樁驗(yàn)算計(jì)算項(xiàng)目：抗滑樁5原始條件:墻身尺寸:樁總長(zhǎng):23.900(m)嵌入深度:9.400(m)截面形狀:方樁樁寬:2.000(m)樁高:2.500(m)樁間距:4.000(m)嵌入段土層數(shù):1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)150.00024.00015.00350.0080.0001.000樁前滑動(dòng)土層厚:0.000(m)錨桿（索）參數(shù):錨桿道數(shù):4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2.00021.48020.00250800.002100.002錨索3.00024.45020.00250800.002100.003錨索2.50028.81025.00250600.002100.004錨索2.50033.47030.00250600.002100.00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:50(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:25.000(度)墻背與墻后填土摩擦角:17.500(度)墻后填土容重:20.500(kN/m3)橫坡角以上填土的土摩阻力(kPa):350.00橫坡角以下填土的土摩阻力(kPa):350.00坡線與滑坡推力:坡面線段數(shù):2折線序號(hào)水平投影長(zhǎng)(m)豎向投影長(zhǎng)(m)120.00010.000220.0000.000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1197.000(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、庫侖土壓力分項(xiàng)(安全)系數(shù)=1.35=====================================================================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=330.207(kN/m)下部=330.207(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=3455.433(kN-m)距離樁頂16.380(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1091.136(kN)距離樁頂14.500(m)最大位移=13(mm)第1道錨索水平拉力=1050.880(kN)距離樁頂2.000(m)第2道錨索水平拉力=1030.521(kN)距離樁頂5.000(m)第3道錨索水平拉力=819.343(kN)距離樁頂7.500(m)第4道錨索水平拉力=796.120(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)1-0.0000.0000.000-13.21-0.00020.50041.276-165.103-12.83-0.00031.000165.103-330.207-12.44-0.00041.500371.483-495.310-12.06-0.00052.000660.414-660.414-11.68-0.00062.500506.457225.363-11.30-0.00073.000435.05160.259-10.92-0.00083.500446.197-104.844-10.55-0.00094.000539.895-269.948-10.17-0.000104.500716.145-435.051-9.80-0.000115.000974.946-600.155-9.43-0.000125.500801.039265.263-9.06-0.000136.000709.684100.159-8.70-0.000146.500700.880-64.944-8.33-0.000157.000774.628-230.048-7.97-0.000167.500930.928424.192-7.61-0.000178.000760.107259.089-7.26-0.000188.500671.83993.985-6.91-0.000199.000666.122-71.118-6.55-0.000209.500742.957-236.222-6.21-0.0002110.000902.344-401.325-5.86-0.0002210.500746.222229.691-5.52-0.0002311.000672.65264.588-5.17-0.0002411.500681.634-100.516-4.84-0.0002512.000773.168-265.619-4.50-0.0002612.500947.254-430.723-4.17-0.0002713.0001203.891-595.826-3.83-0.0002813.5001543.080-760.930-3.51-0.0002914.0001964.820-926.033-3.18-0.0003014.5002469.113-1091.136-2.87-111.1823114.9702905.915-783.947-2.58-206.2683215.4403206.023-509.001-2.30-183.7273315.910