重力式挡土墙设计计算

墙高H6墙前水位H10.8墙后水位H21.5基础埋深h13002.5C15砼rd24填粘土指标：32281810顶宽b0.5底宽B4.98墙被趾高h`0.6（用库仑定理）水上：KA0.81457水下：KA`0.8903588P165.98015E1148.4553E1x95.441091E1y113.7101P272.11906E2108.1786E2x69.547401E2y82.85993P313.35538E310.01654E3x6.4395742E3y7.672216PBX11.25PBY7.875PB`3.2G172G2244.944G316.8浮托力W139.84渗透压力W217.43M1X-286.323M2X-52.16055M3X-3.21979MW1-99.2016MW2-57.8676MP`BX0.853333MG168.4MG2602.56224MG35.88M1Y375.2433M2Y403.9421M3Y39.742076MPBY38.39063水平力和H185.8781垂直力和G543.0232力矩和M1198.8108Kc1.168558＜［Kc］1.2重新设计断面）e0.28234＜B/60.83可行σmax146.133σmin71.94857σcp109.04081＜［R］350η2.031076＜2.5底宽B`3.65E1148.4553Ex95.44109Ey113.71012.墙体自重：G154G2170.13.垂直合力N337.81014.力矩和M429.63960.553162＜B/60.608333可行1.作用于C-C截面的土压力计算：二）合力偏心距e：力矩M的计算：三、稳定计算：一）抗滑稳定：二）偏心距计算及地基应力验算：四、截面强度验算：一）作用于C-C截面以上的荷载计算：1.墙后静水压：水平静水压：三）墙身自重：四）基底扬压力计算：垂直静水压：2.墙前静水压：墙被摩擦角δ一）土压力计算：2.土压力计算：二）水平静水压力计算：1.压力系数计算：初拟断面尺寸：二、挡土墙上荷载计算：重力式挡土墙设计一、计算条件：填粘土水上湿容重γ填粘土水下浮容重γ`C15砼抗剪［σj］地基容许承载力［R］容许应力大小比［η］水上内摩擦角φ水下内摩擦角φ`σmax176.7078σmin8.3936191无拉应力σa0.176708＜Ra/Ka5.3125可行σj0.026148＜［σj］0.75可行2.压应力验算：3.剪应力验算：三）截面应力验算：1.法向应力验算：0.4抗压Ra8.5抗拉Rt1.05150.7510墙被竖向夹角α34.99202墙被坡比m0.7墙锺宽b`0.7G454.432MPBX-5.625MG4168.1949墙被摩擦角δ墙后填土坡度β基底摩擦系数f墙前基础埋深h1墙前水位H1墙后水位H3350墙后填土坡度β00.35底上高H6挡墙尺寸：顶宽b0.5底宽B2.4平台宽b2.5平台高h4坡比n平台下坡比m0.3墙锺宽b0.3墙总高H10平台处斜宽b1.7底斜宽b1.83535351910挡墙γd2427.542.769＞27.5KA10.549P1=γhKA141.69E183.39E1X38.5E1Y73.966面积△C1BC26.5645△G1124.7△G273.43α2-16.7δ217.5△G51.3α`213.82044△α22.878802δ`214.6212K`A0.460.1647040.801P212.52E237.55P39.388E314.082E465.72P54.941E57.412E2X37.55E3X14.08E4X65.71E5X7.411E2Y0.525E3Y0.197E4Y0.918E5Y0.1036三、静水压力：1.墙前静水压：P`B5PBX45PBY13.5四、扬压力：W127W2271.墙自重：G17.2G2345.6G348G457.6G52.土重：G645.6G731.74762G879.12619h`2.0823.各力弯矩MEIX-282.365ME2X-168.97ME3X-56.3233ME4X-98.6ME5XMBX-45M`BX1.666667MG672.96MG768.54MG11.08MG2518.4MG326.4MG469.12MG5h`21.476011h`30.738006ME1Y281.5086ME2Y1.997958ME3Y0.725027ME4Y2.819ME5YMEBY-40.5MEW1-36.45MEW2-48.6水平合力：203.2555垂直合力：752.6836弯矩合力弯矩合力935.2423二、土压力计算：一）上墙土压力计算：粗沙水上内摩擦角φ粗沙水下内摩擦角φ衡重式挡土墙设计一、计算条件：地基容许应力［R］地基为中等密实中沙，填土为粗沙基底摩擦系数f作用在挡土墙上的荷载计算：3.校正墙背摩擦角五、合力及弯矩计算：2.墙前静水压：下墙背摩擦角δ=φ/2水下填土湿容重γ水上填土湿容重γ上墙第二破裂角α1=45-φ/2墙顶与平台末端连线倾角α`1上墙背摩擦角δ=φ5.下墙土压力与水平方向夹角：2.7056628874.按校正墙背计算作用其上的土压力：二）下墙土压力计算：1.延长下墙背交填土于C2。2.校正墙背倾角α`2六、稳定计算：KC1.296099＞［KC］1.2可行e0.107456σmax345.3401σmin212.2σcp278.7717300可行η1.627402＜［η］2.5可行七、截面强度验算：1.抗滑稳定计算：2.偏心距及地基应力验算：＜［R］0.317.5X0.5129.6-7.41MG8246427.70.305下墙背摩擦角δ=φ/2上墙第二破裂角可形成墙高H（m）墙背填土重度γ（KN/m3）9.52023度0.401426弧度26.57度0.46373弧度墙顶宽b（m）后趾墙高h1（m）前趾墙高h2（m）墙前坡比m后趾L1（m）0.51100.2基底摩擦系数f地基容许承载力[P]（kPa）C20砼抗剪强度fc(Mpa)挡土墙体C20砼重度（KN/m3）0.3907289443001024抗滑稳定安全系数[Kc]抗倾覆稳定安全系数[K0]压力分布不均匀系数[η]基本组合1.21.42特殊组合1.051.32.5满足主动土压力系数Ka考虑粘聚力时土压力为0时的深度z0（m）主动土压力Pa（kN/m）附加土压力eh（kN/m）基底扬压力（kN/m）前趾墙处静水压力强度（kPa）0.4380924961.510835194279.62022118.761849922208.28212160向下向上向左向右主动土压力279.6202211附加土压力8.76184992墙后三角形361.3280092矩形34墙前三角形0矩形60墙前三角形180矩形65208.2821214墙后趾墙0完建期重力式挡土墙受力情况表（1m范围内）墙背与铅直线夹角ε水平力(kN)五、总体结论基底扬压力自重静水压力一、基础资料重力式挡土墙计算（墙后填粘性土水平）二、荷载计算水重土压力土重荷载名称墙背填土内摩擦角ψ竖直力(kN)初拟尺寸安全系数底板142.8220261墙后三角形433.5936111中间直墙102墙前三角形0墙前趾墙01133.743646208.2821214253.76185279.6202211总弯矩M垂直合力G水平合力P3057.633579925.461525-25.8583712合力偏心距e（m）最大基底压力Pmax（kPa）最小基底压力Pmin（kPa）平均基底压力（kPa）-0.328442469207.0150296104.0164997155.515765向下向上向左向右主动土压力214.001283附加土压力8.76184992361.32800921800178.5275327墙后三角形433.5936111中间直墙102墙前三角形0896.9216203178.5275327188.76185214.001283截面基底宽度（m）合力偏心距e（m）计算截面最大正应力σmax(Mpa)计算截面最小正应力σmin(Mpa)4.750917755-0.3528615810.2185966630.08382663自重可行三、稳定及地基验算扬压力718.3940876-25.23943312合计925.461525-25.8583712抗滑稳定安全系数Kc13.98404416满足抗滑稳定抗倾覆稳定安全系数K03.640898247四、构件截面强度验算荷载名称竖直力(kN)水平力(kN)构件截面突变处受力情况表（1m范围内）可行合计自重可行可行土压力静水压力水重土重墙背填土粘聚力c（kPa）墙前水位H1（m）墙后水位H2（m）墙后车辆人群等附加荷载qL（kN/m）107020前趾L2（m）墙底宽（m）15.950917755满足墙底处静水压力强度（kPa）70顺时针逆时针2.6630549744.6440099主动土压力4.7541.61878713附加土压力4.33394521565.97578墙后三角形5.8509178198.9312037矩形0.40墙后趾墙0.530底板3540墙后三角形0.333333321.66666667中间直墙1.9836393413.1565915墙前三角形3.72545890墙前趾墙完建期重力式挡土墙受力情况表（1m范围内）弯矩(kN·m)力臂(m)重力式挡土墙计算（墙后填粘性土水平）施工期重力式挡土墙受力情况表（1m范围内）荷载名称土压力自重土重2.9754589424.96106562.91697261264.7806771.25127.510101157.8006014215.43418压力分布不均匀系数η合力偏心距e（m）1.99021340.294070715顺时针逆时针2.3297216498.563412主动土压力4.2537.23786217附加土压力3.33394521204.6477712360自重墙后三角形00中间直墙墙前三角形1.9169726831.18706550.2525.50.250498.5634122458.572699计算截面剪应力τ(Mpa)截面基底宽度（m）合力偏心距e（m）-0.0053134.7509177550.5915691261960.0092873057.633579满足抗倾覆稳定可行力臂(m)弯矩(kN·m)构件截面突变处受力情况表（1m范围内）可行荷载名称合计抗滑稳定安全系数Kc1.548937622可行构件截面突变处受力情况表（1m范围内）合计土压力土重向下向上向左向右顺时针279.62022112.663054935744.644018.7618499224.75361.3280094.33394517345.85091775503.725458878142.8220262.975458878433.5936112.9169725851021.250101施工期重力式挡土墙受力情况表（1m范围内）竖直力(kN)水平力(kN)力臂(m)弯矩(kN·m)1073.7436508.761849922279.6202211744.64401最大基底压力Pmax（kPa）最小基底压力Pmin（kPa）平均基底压力（kPa）压力分布不均匀系数η233.931063126.9355089180.43328621.842912716向下向上向左向右顺时针214.0012832.329721602498.563418.7618499224.25361.3280093.33394517433.5936111.9169725851020.2500.25896.9216208.761849922214.001283498.56341计算截面最大正应力σmax(Mpa)计算截面最小正应力σmin(Mpa)计算截面剪应力τ(Mpa)0.3298336480.047744608-0.