加油站邊坡工程施工圖設(shè)計(jì)計(jì)算書

加油站邊坡工程施工圖設(shè)計(jì)計(jì)算書工程概況發(fā)展有限公司（甲方）擬修建加油站。根據(jù)建筑平場及景觀要求，場地將形成環(huán)境永久性邊坡，永久性邊坡最大高度為土質(zhì)填方邊坡15米。我公司承擔(dān)此邊坡工程的方案圖和施工圖設(shè)計(jì)，要求在確保安全的前提下做到經(jīng)濟(jì)合理。環(huán)境邊坡安全等級為一級，設(shè)計(jì)使用年限為50年，抗震設(shè)防烈度為6度。設(shè)計(jì)區(qū)段及安全等級詳下表邊坡編號坡長坡高擬支護(hù)型式安全等級B-C’27m1~12m衡重式擋墻一級C’-C29m12~14m樁板擋墻一級C-E55m13~15m衡重式擋墻一級E-F15m12~14m重力式擋墻+放坡一級F-G80m9~12m坡率法放坡一級2.設(shè)計(jì)依據(jù) 2.1《設(shè)計(jì)委托書》2.2《設(shè)計(jì)合同》2.3重慶川東南地質(zhì)工程勘察設(shè)計(jì)院2022年6月所作的《巴南虎嘯外加油站項(xiàng)目工程地質(zhì)勘察報(bào)告（直接詳勘）》2.4有關(guān)規(guī)范《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）；《建筑基坑支護(hù)技術(shù)規(guī)程》JGJ120-2012；《地質(zhì)災(zāi)害防治工程設(shè)計(jì)規(guī)范》DBJ50/T-029-2019；《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》GB50007-2011；《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2012；《建筑抗震設(shè)計(jì)規(guī)范》GB50011-2010（2016版）《建筑樁基技術(shù)規(guī)范》JGJ94-2008；《公路路基設(shè)計(jì)規(guī)范》JTGD30-2015；《建筑基坑工程監(jiān)測技術(shù)規(guī)范》GB50497-2019；《建筑邊坡工程施工質(zhì)量驗(yàn)收標(biāo)準(zhǔn)》GB/T51351-2019；《建筑高邊坡工程施工安全技術(shù)標(biāo)準(zhǔn)》DBJ50/T-344-2019;《山地建筑結(jié)構(gòu)設(shè)計(jì)標(biāo)準(zhǔn)》JGJ/T472-2020;《工程結(jié)構(gòu)通用規(guī)范》GB55001-2021;《建筑與市政工程抗震通用規(guī)范》GB55002-2021;《建筑與市政地基基礎(chǔ)通用規(guī)范》GB55003-2021;《混凝土結(jié)構(gòu)通用規(guī)范》GB55008-2021;《工程勘察通用規(guī)范》GB55017-2021。2.5方案通過相關(guān)文件《渝建發(fā)（2010）166號文》3.設(shè)計(jì)參數(shù)設(shè)計(jì)參數(shù)根據(jù)審查通過的《巴南虎嘯外加油站項(xiàng)目工程地質(zhì)勘察報(bào)告（直接詳勘）》。所給參數(shù)及有關(guān)規(guī)范，確定如下：項(xiàng)目素填土粉質(zhì)粘土泥巖砂巖巖土體重度（KN/m3）天然20.0*19.6//飽和21.0*20.1//巖石單軸抗壓標(biāo)準(zhǔn)值（MPa）天然//7.636.3飽和//4.828.0巖體軟化系數(shù)//0.630.78巖石抗拉強(qiáng)度標(biāo)準(zhǔn)值(MPa)////巖體抗拉強(qiáng)度值(MPa)////巖、土體抗剪強(qiáng)度標(biāo)準(zhǔn)值C（MPa）天然：5*飽和：3*天然：20.0飽和：13.8//φ（°）天然：22*飽和：15*天然：16.4飽和：11.5//巖體破裂角θ（°）////地基承載力特征值（KPa）土層現(xiàn)場荷載測試150*//強(qiáng)風(fēng)化//300*500*中風(fēng)化//2759（天然）11088（飽和）基底摩擦系數(shù)土層0.25*0.25*//強(qiáng)風(fēng)化//0.30*0.40*中等風(fēng)化//0.40*0.60*巖土體水平抗力系數(shù)土比例系數(shù)（MN/m4）10*14*//巖體（MN/m3）//60*420*錨固體與巖土極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值（kPa）130*45*320*950*極限側(cè)阻力qsik(kpa)土層20*55*//強(qiáng)風(fēng)化//140*160*負(fù)摩阻力系數(shù)0.20*///4.邊坡破壞模式及支擋方案（1）B-C’段土質(zhì)邊坡，邊坡高1~12米，長約12米，邊坡土體可能延土體內(nèi)部圓弧滑動(dòng)破壞。設(shè)計(jì)采用衡重式擋墻進(jìn)行支護(hù)處理，衡重式擋墻選取圖集【17J008】第109頁HJB系列，擋墻采用擴(kuò)展基礎(chǔ)，地基持力層為巖層，地基承載不低于300kpa。邊坡坡頂及坡底設(shè)置截排水溝。（2）C’-C段土質(zhì)邊坡，邊坡高12~14米，長約29米，邊坡土體可能延巖土分界面滑動(dòng)破壞，為控制邊坡變形及穩(wěn)定性，設(shè)計(jì)采用樁板擋墻進(jìn)行支護(hù)，樁截面為2.0m×3m，樁心間距為4米,邊坡坡頂及坡底設(shè)置截排水溝。（3）C-E段土質(zhì)邊坡，邊坡高13~15米，長約55米，邊坡土體可能延土體內(nèi)部圓弧滑動(dòng)破壞，設(shè)計(jì)采用衡重式擋墻進(jìn)行支護(hù)處理，擋墻持力層為巖層，地基承載不低于2700kpa，邊坡坡頂及坡底設(shè)置截排水溝。（4）E-F段土質(zhì)邊坡，邊坡高12~14米，長約15米，邊坡土體可能延土體內(nèi)部圓弧滑動(dòng)破壞。設(shè)計(jì)采用重力式擋墻結(jié)合坡頂放坡的形式進(jìn)行處理，擋墻高度為8~12米時(shí)選取圖集【17J008】第119頁HDB12，地基開挖至中風(fēng)化基巖面，地基承載不低于2700kpa，基底與基巖面之間采用換填C25毛石混凝土進(jìn)行處理；擋墻高度為5~8米時(shí)選取圖集【17J008】第91頁FDB系列，地基開挖至中風(fēng)化基巖面，地基承載不低于2700kpa，基底與基巖面之間采用換填C25毛石混凝土進(jìn)行處理，邊坡放坡坡度不陡于1：2，坡頂坡底設(shè)置截排水溝。（5）F-G段土質(zhì)邊坡，邊坡高9~12米，總長約80米，邊坡為土質(zhì)邊坡，設(shè)計(jì)采用坡率法放坡處理，采用分階放坡處理，每階坡率不陡于1：2，坡腳采用C25毛石混凝土護(hù)腳擋墻，護(hù)腳擋墻地基持力層為土層，地基承載力budiyu120kpa。坡頂坡底設(shè)置截排水溝。5、邊坡各區(qū)段邊坡驗(yàn)算(1)4-4剖面5-5剖面邊坡穩(wěn)定性,剩余下滑力計(jì)算及樁板擋墻計(jì)算滑坡剩余下滑力計(jì)算計(jì)算項(xiàng)目：滑坡推力計(jì)算4-4剖面滑坡剩余下滑力計(jì)算計(jì)算項(xiàng)目：滑坡推力計(jì)算1=====================================================================原始條件:分析方法 =R/K法滑動(dòng)體重度 =20.000(kN/m3)滑動(dòng)體飽和重度 =20.500(kN/m3)安全系數(shù) =1.350不考慮動(dòng)水壓力和浮托力不考慮承壓水的浮托力不考慮坡面外的靜水壓力的作用不考慮地震力坡面線段數(shù):1,起始點(diǎn)標(biāo)高15.086(m)段號投影Dx(m)投影Dy(m)附加力數(shù)143.7510.0000水面線段數(shù):1,起始點(diǎn)標(biāo)高0.000(m)段號投影Dx(m)投影Dy(m)10.0000.000滑動(dòng)面線段數(shù):6,起始點(diǎn)標(biāo)高0.000(m)段號投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)12.9661.19013.80011.50023.2342.13713.80011.50038.5313.62913.80011.500410.1892.04213.80011.500510.1892.04213.80011.50068.6422.54613.80011.500計(jì)算目標(biāo)：按指定滑面計(jì)算推力--------------------------------------------------------------第1塊滑體上塊傳遞推力=0.000(kN)推力角度=0.000(度)剩余下滑力傳遞系數(shù)=1.017本塊滑面粘聚力=13.800(kPa)滑面摩擦角=11.500(度)本塊總面積=23.964(m2)浸水部分面積=0.000(m2)本塊總重=479.285(kN)浸水部分重=0.000(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)有效的滑動(dòng)面長度=9.009(m)下滑力=135.446(kN)滑床反力R=459.749(kN)滑面抗滑力=93.537(kN)粘聚力抗滑力=124.327(kN)--------------------------本塊剩余下滑力=-25.935(kN)本塊下滑力角度=16.415(度)第2塊滑體上塊傳遞推力=0.000(kN)推力角度=16.415(度)剩余下滑力傳遞系數(shù)=0.978本塊滑面粘聚力=13.800(kPa)滑面摩擦角=11.500(度)本塊總面積=51.628(m2)浸水部分面積=0.000(m2)本塊總重=1032.553(kN)浸水部分重=0.000(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)有效的滑動(dòng)面長度=10.392(m)下滑力=202.902(kN)滑床反力R=1012.422(kN)滑面抗滑力=205.980(kN)粘聚力抗滑力=143.404(kN)--------------------------本塊剩余下滑力=-55.901(kN)本塊下滑力角度=11.333(度)第3塊滑體上塊傳遞推力=0.000(kN)推力角度=11.333(度)剩余下滑力傳遞系數(shù)=1.000本塊滑面粘聚力=13.800(kPa)滑面摩擦角=11.500(度)本塊總面積=72.434(m2)浸水部分面積=0.000(m2)本塊總重=1448.672(kN)浸水部分重=0.000(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)有效的滑動(dòng)面長度=10.392(m)下滑力=284.671(kN)滑床反力R=1420.427(kN)滑面抗滑力=288.989(kN)粘聚力抗滑力=143.404(kN)--------------------------本塊剩余下滑力=-35.620(kN)本塊下滑力角度=11.333(度)第4塊滑體上塊傳遞推力=0.000(kN)推力角度=11.333(度)剩余下滑力傳遞系數(shù)=1.020本塊滑面粘聚力=13.800(kPa)滑面摩擦角=11.500(度)本塊總面積=84.837(m2)浸水部分面積=0.000(m2)本塊總重=1696.731(kN)浸水部分重=0.000(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)有效的滑動(dòng)面長度=9.271(m)下滑力=664.176(kN)滑床反力R=1561.335(kN)滑面抗滑力=317.657(kN)粘聚力抗滑力=127.937(kN)--------------------------本塊剩余下滑力=334.106(kN)本塊下滑力角度=23.044(度)第5塊滑體上塊傳遞推力=334.106(kN)推力角度=23.044(度)剩余下滑力傳遞系數(shù)=1.020本塊滑面粘聚力=13.800(kPa)滑面摩擦角=11.500(度)本塊總面積=41.484(m2)浸水部分面積=0.000(m2)本塊總重=829.683(kN)浸水部分重=0.000(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)有效的滑動(dòng)面長度=3.876(m)下滑力=786.010(kN)滑床反力R=631.828(kN)滑面抗滑力=128.547(kN)粘聚力抗滑力=53.493(kN)--------------------------本塊剩余下滑力=651.166(kN)本塊下滑力角度=33.456(度)第6塊滑體上塊傳遞推力=651.166(kN)推力角度=33.456(度)剩余下滑力傳遞系數(shù)=0.939本塊滑面粘聚力=13.800(kPa)滑面摩擦角=11.500(度)本塊總面積=42.980(m2)浸水部分面積=0.000(m2)本塊總重=859.606(kN)浸水部分重=0.000(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)有效的滑動(dòng)面長度=3.196(m)下滑力=957.962(kN)滑床反力R=928.670(kN)滑面抗滑力=188.940(kN)粘聚力抗滑力=44.102(kN)--------------------------本塊剩余下滑力=785.338(kN)本塊下滑力角度=21.861(度)滑坡剩余下滑力計(jì)算計(jì)算項(xiàng)目：滑坡推力計(jì)算5-5剖面滑坡剩余下滑力計(jì)算計(jì)算項(xiàng)目：滑坡推力計(jì)算4=====================================================================原始條件:分析方法 =R/K法滑動(dòng)體重度 =20.000(kN/m3)滑動(dòng)體飽和重度 =20.500(kN/m3)安全系數(shù) =1.350不考慮動(dòng)水壓力和浮托力不考慮承壓水的浮托力不考慮坡面外的靜水壓力的作用不考慮地震力坡面線段數(shù):1,起始點(diǎn)標(biāo)高18.740(m)段號投影Dx(m)投影Dy(m)附加力數(shù)152.1620.0000水面線段數(shù):1,起始點(diǎn)標(biāo)高0.000(m)段號投影Dx(m)投影Dy(m)10.0000.000滑動(dòng)面線段數(shù):5,起始點(diǎn)標(biāo)高0.000(m)段號投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)15.8500.00013.80011.500212.5716.01613.80011.50034.7144.44813.80011.500422.5604.73613.80011.50056.4682.00013.80011.500計(jì)算目標(biāo)：按指定滑面計(jì)算推力--------------------------------------------------------------第1塊滑體上塊傳遞推力=0.000(kN)推力角度=0.000(度)剩余下滑力傳遞系數(shù)=1.015本塊滑面粘聚力=13.800(kPa)滑面摩擦角=11.500(度)本塊總面積=16.429(m2)浸水部分面積=0.000(m2)本塊總重=328.574(kN)浸水部分重=0.000(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)有效的滑動(dòng)面長度=6.770(m)下滑力=97.065(kN)滑床反力R=313.910(kN)滑面抗滑力=63.866(kN)粘聚力抗滑力=93.428(kN)--------------------------本塊剩余下滑力=-19.448(kN)本塊下滑力角度=17.182(度)第2塊滑體上塊傳遞推力=0.000(kN)推力角度=17.182(度)剩余下滑力傳遞系數(shù)=0.977本塊滑面粘聚力=13.800(kPa)滑面摩擦角=11.500(度)本塊總面積=133.284(m2)浸水部分面積=0.000(m2)本塊總重=2665.690(kN)浸水部分重=0.000(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)有效的滑動(dòng)面長度=23.052(m)下滑力=547.668(kN)滑床反力R=2608.824(kN)滑面抗滑力=530.771(kN)粘聚力抗滑力=318.114(kN)--------------------------本塊剩余下滑力=-81.136(kN)本塊下滑力角度=11.856(度)第3塊滑體上塊傳遞推力=0.000(kN)推力角度=11.856(度)剩余下滑力傳遞系數(shù)=0.959本塊滑面粘聚力=13.800(kPa)滑面摩擦角=11.500(度)本塊總面積=49.497(m2)浸水部分面積=0.000(m2)本塊總重=989.940(kN)浸水部分重=0.000(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)有效的滑動(dòng)面長度=6.481(m)下滑力=679.384(kN)滑床反力R=720.013(kN)滑面抗滑力=146.488(kN)粘聚力抗滑力=89.441(kN)--------------------------本塊剩余下滑力=504.622(kN)本塊下滑力角度=43.337(度)第4塊滑體上塊傳遞推力=504.622(kN)推力角度=43.337(度)剩余下滑力傳遞系數(shù)=0.890本塊滑面粘聚力=13.800(kPa)滑面摩擦角=11.500(度)本塊總面積=197.767(m2)浸水部分面積=0.000(m2)本塊總重=3955.339(kN)浸水部分重=0.000(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)有效的滑動(dòng)面長度=13.936(m)下滑力=2187.991(kN)滑床反力R=3721.779(kN)滑面抗滑力=757.205(kN)粘聚力抗滑力=192.322(kN)--------------------------本塊剩余下滑力=1484.638(kN)本塊下滑力角度=25.574(度)第5塊滑體上塊傳遞推力=1484.638(kN)推力角度=25.574(度)剩余下滑力傳遞系數(shù)=0.814本塊滑面粘聚力=13.800(kPa)滑面摩擦角=11.500(度)本塊總面積=109.629(m2)浸水部分面積=0.000(m2)本塊總重=2192.580(kN)浸水部分重=0.000(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)有效的滑動(dòng)面長度=5.850(m)下滑力=1339.186(kN)滑床反力R=2833.463(kN)滑面抗滑力=576.475(kN)粘聚力抗滑力=80.730(kN)--------------------------本塊剩余下滑力=852.368(kN)本塊下滑力角度=0.000(度)C-C’區(qū)段邊坡土體巖土巖分界面滑動(dòng)剩余下滑力取大值P=852.4(kN/m)樁板式抗滑擋土墻驗(yàn)算計(jì)算項(xiàng)目：樁板式抗滑擋土墻1------------------------------------------------------------------------原始條件:墻身尺寸:樁總長:26.300(m)嵌入深度:13.000(m)截面形狀:方樁樁寬:2.000(m)樁高:3.000(m)樁間距:4.000(m)擋土板的類型數(shù):1板類型號板厚(m)板寬(m)板塊數(shù)10.2501.00014嵌入段土層數(shù):3樁底支承條件:自由計(jì)算方法:K法土層序號土層厚(m)重度(kN/m3)K(MN/m3)14.00020.0005.00022.00025.00030.000350.00025.000420.000初始彈性系數(shù)A:0.000(MN/m3)初始彈性系數(shù)A1:0.000(MN/m3)樁頂錨索水平剛度:0.000(MN/m)物理參數(shù):樁混凝土強(qiáng)度等級:C30樁縱筋合力點(diǎn)到外皮距離:90(mm)樁縱筋級別:HRB400樁箍筋級別:HRB400樁箍筋間距:200(mm)板混凝土強(qiáng)度等級:C30板縱筋合力點(diǎn)到外皮距離:35(mm)板縱筋級別:HRB400場地環(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:10.000(度)墻后填土容重:20.500(kN/m3)坡線與滑坡推力:坡面線段數(shù):2折線序號水平投影長(m)豎向投影長(m)10.0002.200215.0000.000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墻后剩余下滑力水平分力724.000(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)，結(jié)構(gòu)重要性系數(shù)=1.1，滑坡推力分項(xiàng)(安全)系數(shù)=1.0、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=256.361(kN/m)下部=256.361(kN/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=42157.035(kN-m)距離樁頂19.800(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=9477.865(kN)距離樁頂22.800(m)樁頂位移=84(mm)點(diǎn)號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-84-0.00020.51236.895-144.252-81-0.00031.023147.581-288.505-79-0.00041.535332.058-432.757-77-0.00052.046590.325-577.009-74-0.00062.558922.383-721.262-72-0.00073.0691328.231-865.514-70-0.00083.5811807.870-1009.766-67-0.00094.0922361.300-1154.019-65-0.000104.6042988.520-1298.271-62-0.000115.1153689.531-1442.523-60-0.000125.6274464.332-1586.776-58-0.000136.1385312.924-1731.028-55-0.000146.6506235.306-1875.280-53-0.000157.1627231.479-2019.533-51-0.000167.6738301.443-2163.785-48-0.000178.1859445.198-2308.037-46-0.000188.69610662.743-2452.290-44-0.000199.20811954.079-2596.542-42-0.000209.71913319.206-2740.794-40-0.0002110.23114758.123-2885.047-37-0.0002210.74216270.831-3029.299-35-0.0002311.25417857.328-3173.551-33-0.0002411.76519517.617-3317.804-31-0.0002512.27721251.695-3462.056-29-0.0002612.78823059.564-3606.308-27-0.0002713.30024941.225-3750.560-25-61.5112813.80026769.840-3570.948-23-115.0422914.30028512.174-3405.250-21-105.8893014.80030175.090-3253.083-19-97.0003115.30031765.256-3114.040-18-88.3913215.80033289.129-2987.689-16-80.0763316.30034752.945-2873.582-14-72.0683416.80036162.711-2771.243-13-64.3833517.30037524.188-2680.181-11-57.0323617.80038842.891-2412.277-10-300.1743718.30039936.465-1991.915-9-260.3093818.80040834.809-1629.686-7-222.6623919.30041566.152-1322.229-6-187.2824019.80042157.035437.431-5-2158.9314120.30041128.7233353.001-4-1728.4974220.80038804.0355646.787-3-1329.8844321.30035481.9347365.191-2-961.3224421.80031438.8428551.382-1-620.2654522.30026930.5539244.279-1-303.5994622.80022194.5649477.865-0-7.8504723.30017452.6889280.7741270.6384823.80012913.7898676.1521535.5254924.3008776.5357681.7722790.3165024.8005232.0186310.38321038.2035125.3002466.1524570.29031281.9215225.800661.7282466.15241523.5965326.300-0.000661.72841764.607(二)樁身配筋計(jì)算點(diǎn)號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)1-0.000120001200038120.512120001200038131.023120001200038141.535120001200038152.046120001200038162.558120001200038173.069120001200038183.581120001200038194.0921200012000381104.6041200012000381115.1151200012000381125.6271200012000381136.1381200012000381146.6501200012000381157.1621200012000381167.6731200012000381178.1851200012000381188.6961200012000381199.2081200012000381209.71912000130883812110.23112000144723812210.74212000159363812311.25412000174823812411.76512000191113812512.27712000208263812612.78812000226273812713.30012000245183812813.80012000263713812914.30012000281523813014.80012000298653813115.30012000315173813215.80012000331123813316.30012000346553813416.80012000361523813517.30012000376093813617.80012000390293813718.30012000402153813818.80012000411943813919.30012000419943814019.80012000426443814120.30012000415153814220.80012000389873814321.30012000354283814421.80012000311775204522.30012000265356534622.80012000217636974723.30012000170876604823.80012000126995444924.30012000120003815024.80012000120003815125.30012000120003815225.80012000120003815326.3001200012000381(三)擋土板內(nèi)力配筋計(jì)算板類型板厚板下緣距頂最大土壓力單塊板彎矩單塊板全部縱筋號(mm)距離(m)(kPa)(kN-m)面積(mm2)125013.30070.499140.9992073======================================================================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13.300(m)處的庫侖主動(dòng)土壓力第1破裂角：29.160(度)Ea=622.520Ex=613.063Ey=108.100(kN)作用點(diǎn)高度Zy=5.167(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=34905.703(kN-m)距離樁頂19.800(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=7916.892(kN)距離樁頂22.800(m)樁頂位移=68(mm)點(diǎn)號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.0000.000-68-0.00020.5129.402-38.082-66-0.00031.02340.314-84.097-64-0.00041.53596.793-138.045-62-0.00052.046182.897-199.925-60-0.00062.558302.684-269.737-58-0.00073.069460.212-347.483-56-0.00083.581659.538-433.161-55-0.00094.092904.721-526.771-53-0.000104.6041199.818-628.314-51-0.000115.1151548.887-737.789-49-0.000125.6271955.986-855.198-47-0.000136.1382425.172-980.538-45-0.000146.6502960.504-1113.812-44-0.000157.1623566.040-1255.017-42-0.000167.6734245.836-1404.156-40-0.000178.1855003.952-1561.227-38-0.000188.6965844.444-1726.230-36-0.000199.2086771.371-1899.167-35-0.000209.7197788.791-2080.035-33-0.0002110.2318900.760-2268.837-31-0.0002210.74210111.338-2465.571-29-0.0002311.25411424.581-2670.237-28-0.0002411.76512844.549-2882.836-26-0.0002512.27714375.294-3103.367-24-0.0002612.78816020.883-3331.832-23-0.0002713.30017785.367-3568.229-21-51.7142813.80019530.248-3417.099-19-96.8842914.30021202.467-3277.441-18-89.3273014.80022807.689-3148.972-16-81.9663115.30024351.438-3031.385-15-74.8163215.80025839.074-2924.355-14-67.8913316.30027275.793-2827.532-12-61.2063416.80028666.607-2740.547-11-54.7733517.30030016.340-2663.013-10-48.6063617.80031329.619-2434.335-9-256.2973718.30032450.676-2075.089-7-222.6983818.80033404.707-1764.889-6-190.9013919.30034215.566-1500.995-5-160.9584019.80034905.70315.324-4-1860.8024120.30034200.2422532.297-4-1495.1634220.80032373.4064520.653-3-1155.9794321.30029679.5886019.034-2-841.8624421.80026354.3737063.490-1-550.7474522.30022616.0987686.607-1-280.0774622.80018667.7647916.892-0-26.9694723.30014699.2057778.4031211.6224823.80010889.3627290.6171438.7594924.3007408.5886468.5102657.3845024.8004420.8525322.8352870.1835125.3002085.7533860.60331079.4595225.800560.2482085.75331287.0085326.3000.000560.24841493.996(二)樁身配筋計(jì)算點(diǎn)號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)1-0.000120001200038120.512120001200038131.023120001200038141.535120001200038152.046120001200038162.558120001200038173.069120001200038183.581120001200038194.0921200012000381104.6041200012000381115.1151200012000381125.6271200012000381136.1381200012000381146.6501200012000381157.1621200012000381167.6731200012000381178.1851200012000381188.6961200012000381199.2081200012000381209.71912000120003812110.23112000120003812210.74212000120003812311.25412000120003812411.76512000126333812512.27712000141033812612.78812000156943812713.30012000174123812813.80012000191243812914.30012000207773813014.80012000223753813115.30012000239243813215.80012000254263813316.30012000268873813416.80012000283113813517.30012000297013813617.80012000310633813718.30012000322333813818.80012000332333813919.30012000340873814019.80012000348173814120.30012000340713814220.80012000321523814321.30012000293533814421.80012000259493814522.30012000221843814622.80012000182763994723.30012000144153814823.80012000120003814924.30012000120003815024.80012000120003815125.30012000120003815225.80012000120003815326.3001200012000381(三)擋土板內(nèi)力配筋計(jì)算板類型板厚板下緣距頂最大土壓力單塊板彎矩單塊板全部縱筋號(mm)距離(m)(kPa)(kN-m)面積(mm2)125013.300117.468234.9353948以上計(jì)算結(jié)果統(tǒng)一配筋，抗滑都采用分段配筋，配筋如下：樁頂以下0m—9m范圍內(nèi)采用1-1截面:臨空側(cè)縱筋面積12000mm2，鋼筋數(shù)為15根Ф32。擋土側(cè)縱筋面積為14472mm2，鋼筋數(shù)取18根Ф32HRB400。樁頂以下9m—15m范圍內(nèi)采用2-2截面:臨空側(cè)縱筋面積12000mm2，鋼筋數(shù)為15根Ф32。擋土側(cè)縱筋面積為29865mm2，鋼筋數(shù)取38根Ф32HRB400。樁頂以下15m至樁底范圍內(nèi)采用3-3截面:臨空側(cè)縱筋面積10800mm2，鋼筋數(shù)為15根Ф32。擋土側(cè)縱筋面積為42644mm2，鋼筋數(shù)取54根Ф32(2)7-7剖面邊坡穩(wěn)定性，剩余下滑力計(jì)算及擋墻計(jì)算滑坡剩余下滑力計(jì)算計(jì)算項(xiàng)目：滑坡推力計(jì)算3原始條件:分析方法 =R/K法滑動(dòng)體重度 =20.000(kN/m3)滑動(dòng)體飽和重度 =20.500(kN/m3)安全系數(shù) =1.350不考慮動(dòng)水壓力和浮托力不考慮承壓水的浮托力不考慮坡面外的靜水壓力的作用不考慮地震力坡面線段數(shù):1,起始點(diǎn)標(biāo)高15.564(m)段號投影Dx(m)投影Dy(m)附加力數(shù)158.7410.0000水面線段數(shù):1,起始點(diǎn)標(biāo)高0.000(m)段號投影Dx(m)投影Dy(m)10.0000.000滑動(dòng)面線段數(shù):4,起始點(diǎn)標(biāo)高0.000(m)段號投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)115.7480.70413.80011.500213.2434.17313.80011.500316.8306.18113.80011.500412.9204.50813.80011.500計(jì)算目標(biāo)：按指定滑面計(jì)算推力--------------------------------------------------------------第1塊滑體上塊傳遞推力=0.000(kN)推力角度=0.000(度)剩余下滑力傳遞系數(shù)=1.011本塊滑面粘聚力=13.800(kPa)滑面摩擦角=11.500(度)本塊總面積=29.096(m2)浸水部分面積=0.000(m2)本塊總重=581.917(kN)浸水部分重=0.000(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)有效的滑動(dòng)面長度=13.678(m)下滑力=191.706(kN)滑床反力R=549.433(kN)滑面抗滑力=111.783(kN)粘聚力抗滑力=188.754(kN)--------------------------本塊剩余下滑力=-30.914(kN)本塊下滑力角度=19.235(度)第2塊滑體上塊傳遞推力=0.000(kN)推力角度=19.235(度)剩余下滑力傳遞系數(shù)=1.003本塊滑面粘聚力=13.800(kPa)滑面摩擦角=11.500(度)本塊總面積=127.849(m2)浸水部分面積=0.000(m2)本塊總重=2556.981(kN)浸水部分重=0.000(kN)本塊總附加力Px=0.000(kN)Py=0.000(kN)有效的滑動(dòng)面長度=17.929(m)下滑力=881.510(kN)滑床反力R=2400.228(kN)滑面抗滑力=488.332(kN)粘聚力抗滑力=247.422(kN)