抗滑桩本科毕业设计计算书

'成都学院学士学位论文（设计）抗滑桩本科毕业设计计算书II 成都学院学士学位论文（设计）1、滑坡推力的计算11.1计算原理11.2推力的计算31.3剩余抗滑力的计算52、抗滑桩的设计与计算62.1治理方案的拟定62.21-1剖面计算62.2.1桩的参数选取62.2.2受荷段内力计算72.2.3锚固段内力计算82.2.4桩身内力图102.2.5桩侧应力验算122.32-2剖面计算142.3.1桩的参数选取142.3.2受荷段内力计算152.3.3锚固段内力计算162.3.4桩身内力图182.3.5桩侧应力验算192.4抗滑桩的配筋计算212.4.1正截面受弯计算212.4.2斜截面受剪计算222.5排水工程设计23附录抗滑桩设计理正验算书241-1剖面滑坡剩余下滑力理正计算242-2剖面滑坡剩余下滑力理正计算281-1剖面抗滑桩配筋理正计算342-2剖面抗滑桩配筋理正计算42II 成都学院学士学位论文（设计）1、滑坡推力的计算1.1计算原理作用于抗滑桩上的滑坡推力，与滑坡的厚度、滑坡的性质、桩的位置、间距以及滑动面的形状等条件有关。一般先运用工程地质法的各种方法，对滑坡的稳定性进行分析，然后运用力学方法进行计算。计算时，将滑坡范围内滑动方向和滑动速度大体一致的一部分滑体，看作一个计算单元，并在其中选择一个或几个顺滑坡主轴方向的地质纵断面为代表，再按滑动面坡度和地层性质的不同，把整个断面上的滑体适当划分成若干竖直条块，由后向前，依次计算各块截面上的剩余下滑力。目前，由于还没有完全弄清桩间土拱对滑坡推力的影响，通常是假定每根桩所承受的滑坡推力，等于桩距范围之内的滑坡推力。关于滑坡推力的计算，本文采用的是传递系数法，又称不平衡力传递法。传递系数法是一种平面分析法，其计算过程有如下假定：（1）危险滑动面的形状、位置已知，不可压缩并做整体滑动，不考虑条块之间的挤压变形，并且其滑动面是组倾角已知的线段构成的一条折线。（2）条块之间只传递压力，不传递拉力，并且需要沿折线点将滑动土体划分为各个土条具有竖向边界编号顺序由高到低。（3）条块之间的作用力用以集中力表示，它的作用力平行于前一块的滑面方向，作用在分界面的中点。当前一块土体（i-1）的总抗滑力不足时，第i块土条与i-1土条的竖向边界上受到i-1传来的剩余下滑力，如果当前i-1个土条的总体抗滑力足够，则i-1土条剩余下滑力为0。（4）垂直滑坡主轴取单位长度（一般是1m）宽的岩土体作为计算的基本断面，不用考虑两侧的摩擦力。基于以上假定对第i块土条，沿其底部滑动面（与水平方向夹角为）建立的平衡方程，计算，计算图示如图5-1所示，途中C为土条的重心，O为坐标原点，为土条受到的重力与荷载力的竖向合力。48 成都学院学士学位论文（设计）图1-1第i土条的静力平衡计算图式按照1-1建立x、y两个轴向力的平衡关系式：(1-1)式中，和分别是土条的底部滑动面上的抗滑力（平行于轴）和支持力（平行于轴），没有在图1-1中标出。且两者存在以下关系：（1-2）式中，和分别为第土条底部滑动面上土体的黏结力、内摩擦角和长度。将1-2式子带入1-2中，可以得到的表达式：令，则上式可简化为：（1-3）其中：——第块滑体的剩余下滑力；48 成都学院学士学位论文（设计）——第块滑体的剩余下滑力；——第块滑体的重量；——传递系数，；——第块滑体滑面上的岩土体的粘聚力；——第块滑体的滑面长度；——第块滑体滑面上岩土体的内摩擦角；——第块滑体滑面的倾角；——第块滑体滑面上的倾角。计算是从上往下依次逐块计算。按式子1-3计算的到的推力可以用来判断滑坡的稳定性。若是计算得到的最后一块滑体的值为0或者为负值，说明滑体是稳定的；若是最后一块滑体计算所得到的为正值，说明滑体是不稳定的；若是在计算过程中某一块的为0或负值，则说明本块体以上岩石已经稳定，并且下一块计算时按无上一块滑体推力计算。在实际的工程中滑坡体的稳定性还要考虑一定的安全储备，选用的安全系数为，其值应大于1.0。在推力计算中一般采用加大自重下滑力，即来计算推力，从而式子1-3变形为：（1-4）式子1-4即为不平衡推理法分析的基本公式。注意：如果在计算时，倾角为负值，则也是负值，因而变成了抗滑力，在计算时此项不用再乘以安全系数。1.2推力的计算把设计要求的安全系数=1.19代入公式1-4，将滑坡剖成二个剖面，分别为1-1剖面、2-2剖面的滑坡推力计算结果制成表格分别为1-1、1-2，各坡面的参数：1-1剖面：=6，=13，=24KN/m；2-2剖面：=5.3，=14，=24KN/m。表1.11-1剖面剩余滑动推力计算48 成都学院学士学位论文（设计）条块编号条块面积（㎡）条块体力滑面倾角倾角差传递系数（KN/m）（KN/m）（KN/m）(m)(m)(m)（KN/m）112.516300.38439//233.426189.058///171.082228.078673.87220190.870633.222230.506148.8966.3938.32238.666342.4521018.8488120.9301008.930141.815221.9919.0954.54103.249432.560781.44016-81.022751.161215.421105.5627.7946.74141.731532.496779.90422-61.019723.100292.193144.3757.0342.18282.942650.2271205.4481660.9701158.739332.308274.5628.8653.16349.297739.268942.4320160.898942.4320.000313.5297.0042.0053.922840.127963.04817-171.024920.957281.60355.2067.8647.17130.494940.881981.1441520.991947.704253.971129.3637.7546.50166.2641024.538588.9120150.906588.9120.000150.6609.5057.00-42.319表1.22-2剖面剩余滑动推力计算条块编号条块面积（㎡）条块体力滑面倾角倾角差传递系数（KN/m）（KN/m）（KN/m）(m)(m)(m)（KN/m）111.733281.59231//241.361145.048///112.420227.042649.0082380.956597.402253.619107.4247.0837.52222.737347.1401131.36011120.9261110.568215.901206.3199.6951.36134.952434.205820.92016-51.018789.111226.305137.3716.7635.83174.072549.7101193.04018-21.0081134.633368.716175.4818.4444.73286.587673.8671772.8081530.9861712.385458.895282.45310.3354.75346.786744.0811057.9440150.9011057.9440.000312.5826.0031.8016.971848.3431160.23218-181.0281103.432358.57617.4487.3739.06129.94048 成都学院学士学位论文（设计）941.029984.6961530.986951.135254.890128.0666.7335.67158.5401022.364536.7360150.901536.7360.000142.9038.0042.40-33.3391.3剩余抗滑力的计算剩余抗滑力是指设桩处的剩余下滑力和滑坡最前缘那块的剩余下滑力之差，然后将其与桩前主动土压力做比较，最后取其较小值作为计算。设置抗滑桩后桩前滑体土对桩的抗力为，在设计规定安全系数下，假设桩对桩前滑坡体土体的推力为，则此推力会传递给桩前的土条块，不断地改变此推力的大小使滑坡体出口的土条块剩余滑坡推力为零或者几乎接近于零，当滑坡体出口的土条块剩余推力为零或者几乎接近零的时候，桩对桩前土条块的推力即为抗滑桩的剩余抗滑力。于是求出1-1、2-2剖面的剩余抗滑力用表格形式表示如下：表1.31-1剖面剩余抗滑力计算条块编号条块面积（㎡）条块体力滑面倾角倾角差传递系数（KN/m）（KN/m）（KN/m）(m)(m)(m)（KN/m）抗滑桩抗滑桩剩余抗滑力=51.203（KN/m）739.268942.4320160.898942.4320.000359.4887.0042.0099.881840.127963.04817-171.024920.957281.603102.2597.8647.17177.547940.881981.1441520.991947.704253.971176.0087.7546.50212.9101024.538588.9120150.906588.9120.000192.9289.5057.00-0.052表1.42-2剖面剩余抗滑力计算条块编号条块面积（㎡）条块体力滑面倾角倾角差传递系数（KN/m）（KN/m）（KN/m）(m)(m)(m)（KN/m）抗滑桩抗滑桩剩余抗滑力=40.514（KN/m）744.0811057.9440150.9011057.9440.000349.1006.0031.8053.489848.3431160.23218-181.0281103.432358.57654.9937.3739.06167.484941.029984.6961530.986951.135254.890165.0696.7335.67195.5431022.364536.7360150.901536.7360.000176.2568.0042.400.015由上述2表可以得出1-1剖面设桩处抗滑桩的剩余抗滑力为78.501KN/m，2-2剖面设桩处抗滑桩的剩余抗滑力为108.744KN/m。48 成都学院学士学位论文（设计）2、抗滑桩的设计与计算2.1治理方案的拟定由于最大剩余下滑力较小，所以本方案采用1-1剖面为门式抗滑桩支护形式、2-2剖面采用独立抗滑桩支护，有利于节省较大的经济开支，同时施工也较为简便。根据剩余下滑力与各剖面最大剩余下滑力处滑块的高度，拟定抗滑桩的尺寸、桩长、间距和设计下滑力等各项指标，如下表所示。表2-1抗滑桩选型及布置构件位置设计下滑力（KN/m）截面尺寸（m）桩长（m）间距（m）数量（根）桩型I1-1剖面4002.02.510514桩型II2-2剖面4002.02.511572.21-1剖面计算2.2.1桩的参数选取根据上述，对于该剖面，在滑体6号处设置钢筋混凝土抗滑桩，采用C30混凝土，查询资料得到，C25混凝土，.桩长：h=13m，其中受荷段=6.3m，锚固段=6.7m；桩截面的惯性矩：地基系数：桩前后土体厚度相同，滑动面上下土体重度相等，锚固段下土层的值为9800，则=61740桩的变形系数：锚固段的m=9400，则=0.044桩的计算深度：=0.277采用m法计算桩身内力，=0.277<2.5，按照刚性桩计算。48 成都学院学士学位论文（设计）边界条件为：桩底为自由端。2.2.2受荷段内力计算该坡面在设桩处的滑坡推力349.297KN/m，则每根桩要承担的滑坡推力为根据滑坡体的强度指标，土体的粘聚力相对内摩擦角比较大，所以滑坡体推力按矩形分布计算，即：kN/m坡前土体的被动土压力：我们知道桩在该处的剩余抗滑力=51.203小于被动土压力，所以内力计算按照把剩余抗滑力作为桩前土堆桩的推力，同样采取矩形分布：1、剪力计算2、弯矩计算表2-21-1剖面受荷段内力计算桩长（m)0.00.51.01.52.02.53.048 成都学院学士学位论文（设计）剪力(kN/m）0.000115.260230.519345.779461.038576.298691.557弯矩（kN/m）0.00026.315105.260236.835421.040657.875947.340桩长（m)3.544.555.566.3剪力(kN/m）806.817922.0761037.3361152.5951267.8551383.1141452.270弯矩（kN/m）1289.4351684.1602131.5152631.5003184.1153789.3604177.769由上表可知，2.2.3锚固段内力计算1、桩身变位桩测应力桩身剪力桩身弯矩2、桩测应力桩身剪力桩身弯矩48 成都学院学士学位论文（设计）由得（2-1）由得由与联立求解可得式中、其中，—滑面上下部分岩体重度。将，代入(2-2)可得代入（2-1）式得到桩身的转角rad，代入求出桩身内力，如下表所示。表2-3锚固段内力计算表桩埋深（m）桩长（m）转角（rad）剪力（kN）弯矩（kN.m）桩侧压力（kPa）06.30.00140871452.274177.77372.250.36.60.00140871121.394563.60362.640.66.90.0014087800.274851.58350.540.97.20.0014087491.155044.96335.961.27.50.0014087196.285147.69318.901.57.80.0014087-82.125164.38299.351.88.10.0014087-341.815100.29277.322.18.40.0014087-580.554961.39252.802.48.70.0014087-796.114754.28225.802.790.0014087-986.254486.26196.3148 成都学院学士学位论文（设计）39.30.0014087-1148.724165.30164.343.39.60.0014087-1281.313800.02129.883.69.90.0014087-1381.763399.7392.943.910.20.0014087-1447.852974.4053.514.2810.580.0014087-1478.732416.410.004.510.80.0014087-1467.982091.88-32.804.811.10.0014087-1417.551658.00-79.685.111.40.0014087-1323.801245.68-129.055.411.70.0014087-1184.51868.27-180.905.7120.0014087-997.43539.76-235.24612.30.0014087-760.33274.82-292.066.312.60.0014087-470.9788.79-351.376.512.80.0014087-247.9216.49-392.296.7130.0014087▲0.00▲0.09-434.31表中带有▲理论计算值为0，但计算不得0，计算存在误差，由上表可得，，2.2.4桩身内力图结合受荷段内力计算和锚固段内力计算结果用excel制成桩的剪力图、弯矩图和桩侧应力图。如下图所示:图2-11-1剖面抗滑桩弯矩图48 成都学院学士学位论文（设计）图2-21-1剖面抗滑桩剪力图图2-31-1剖面抗滑桩桩侧应力图2.2.5桩侧应力验算桩在外荷载的作用下发生变形，这种形变导致桩侧土岩的变形从而产生水平方向上的被动抗力，悬臂式抗滑桩正是在桩周土岩被动抗力的作用下才能承担外荷载从而起到支护边坡的作用。而周边土岩的被动抗力不是无穷大的，当桩的侧压应力大于了土岩能提供的抗力时周边土岩就会被破坏而导致支护失稳，因此在边坡支护工程中，支护体的侧应力要小于周边岩土的容许抗力。在本边坡支护中锚固段的第一层土是粘土，对这样的土层桩某点的侧应力不应大于该点被动土压力和主动土压力之差。即：48 成都学院学士学位论文（设计）两式相减得：则桩壁容许压应力值：式中：—为底岩层、土的容重（）；—为底岩层、土的内摩察角（°）；h—地面至计算点的深度（m）；—为底岩层、土的粘聚力（）。对于比较完整的岩质、半岩质地层柱身作用于周围岩层的侧应力容许值为：式中：K—根据岩层构造在水平方向的岩石容许承载力的换算系数，取0.5—1.0；C—折减系数，根据岩石的裂隙、风化及软化的程度，取0.3—0.5；R—岩石的单轴抗压强度，（）。由勘测资料可以知道锚固段土层的抗剪强度设计值分别为，，表2-41-1剖面桩侧应力复核表桩埋深（m）实际深度（m）转角（rad）桩侧压力（kPa）容许压力（kPa）06.30.0014087372.25491.770.36.60.0014087362.64505.6548 成都学院学士学位论文（设计）0.66.90.0014087350.54519.530.97.20.0014087335.96533.421.27.50.0014087318.90547.301.57.80.0014087299.35561.181.88.10.0014087277.32575.072.18.40.0014087252.80588.952.48.70.0014087225.80602.832.790.0014087196.31616.7239.30.0014087164.34630.603.39.60.0014087129.88644.493.69.90.001408792.94658.373.910.20.001408753.51672.254.2810.580.00140870.00689.844.510.80.0014087-32.80700.024.811.10.0014087-79.68713.905.111.40.0014087-129.05727.795.411.70.0014087-180.90741.675.7120.0014087-235.24755.56612.30.0014087-292.06769.446.312.60.0014087-351.37783.326.512.80.0014087-392.29792.586.7130.0014087-434.31801.83由上表验算可以知道满足要求。2.32-2剖面计算2.3.1桩的参数选取根据上述，对于该剖面，在滑体6号处设置钢筋混凝土抗滑桩，采用C25混凝土，查询资料得到，C25混凝土，.桩长：h=15m，其中受荷段=7.9m，锚固段=7.1m；桩截面的惯性矩：48 成都学院学士学位论文（设计）地基系数：桩前后土体厚度相同，滑动面上下土体重度相等，锚固段下土层的值为9400，则=74260桩的变形系数：锚固段的m=74260，则=0.043桩的计算深度：=0.34采用m法计算桩身内力，=0.34<2.5，按照刚性桩计算。边界条件为：桩底为自由端。2.3.2受荷段内力计算该坡面在设桩处的滑坡推力346.786KN/m，则每根桩要承担的滑坡推力为根据滑坡体的强度指标，土体的粘聚力相对内摩擦角比较大，所以滑坡体推力按矩形分布计算，即：kN/m坡前土体的被动土压力：我们知道桩在该处的剩余抗滑力=40.514小于被动土压力，所以内力计算按照把剩余抗滑力作为桩前土堆桩的推力，同样采取矩形分布：48 成都学院学士学位论文（设计）1、剪力计算2、弯矩计算表2-52-2剖面受荷段内力计算桩长（m)0.00.51.01.52.02.53.03.54剪力(kN/m）0.00094.043188.085282.128376.170470.213564.255658.298752.340弯矩（kN/m）0.00023.51194.043211.597376.172587.769846.3871152.0271504.688桩长（m)4.555.566.577.57.9剪力(kN/m）846.383940.4251034.4681128.5101222.5531316.5951410.6381485.872弯矩（kN/m）1904.3712351.0752844.8013385.5483973.3174608.1075289.9195869.224由上表可以得知，2.3.3锚固段内力计算1、桩身变位桩测应力桩身剪力桩身弯矩2、桩测应力48 成都学院学士学位论文（设计）桩身剪力桩身弯矩由得（2-3）由得由与联立求解可得式中、其中，—滑面上下部分岩体重度。将，代入式子（2-4）可得代入（2-3）式得到桩身的转角rad，代入求出桩身内力，如下表所示。表2-62-2剖面锚固段内力计算桩埋深（m）桩长（m）转角（rad）剪力（kN）弯矩（kN.m）桩侧压力（kPa）07.90.00125341485.875869.22412.7148 成都学院学士学位论文（设计）0.38.20.00125341120.276259.85399.390.68.50.0012534767.606542.68383.960.98.80.0012534429.776721.89366.411.29.10.0012534108.706802.22346.741.59.40.0012534-193.726788.97324.941.89.70.0012534-475.566688.04301.032.1100.0012534-734.936505.88274.992.410.30.0012534-969.916249.53246.832.710.60.0012534-1178.595926.57216.56310.90.0012534-1359.085545.19184.163.311.20.0012534-1509.445114.13149.643.611.50.0012534-1627.794642.72113.003.911.80.0012534-1712.214140.8574.244.212.10.0012534-1760.793618.9833.364.43412.3340.0012534-1772.573205.120.004.812.70.0012534-1742.802559.98-54.765.1130.0012534-1672.412046.63-102.015.413.30.0012534-1558.541560.88-151.375.713.60.0012534-1388.261090.96-206.01613.90.0012534-1192.77726.03-256.466.314.20.0012534-937.03405.30-312.196.614.50.0012534-630.19168.92-370.046.914.80.0012534-270.3332.49-430.007.1150.0012534▲-0.03▲0.75-471.16表中带有▲理论计算值为0，但计算不得0，计算存在误差，由上表可得，，48 成都学院学士学位论文（设计）2.3.4桩身内力图图2-42-2剖面抗滑桩剪力图图2-52-2剖面抗滑桩弯矩图图2-62-2剖面抗滑桩桩侧应力图48 成都学院学士学位论文（设计）2.3.5桩侧应力验算桩在外荷载的作用下发生变形，这种形变导致桩侧土岩的变形从而产生水平方向上的被动抗力，悬臂式抗滑桩正是在桩周土岩被动抗力的作用下才能承担外荷载从而起到支护边坡的作用。而周边土岩的被动抗力不是无穷大的，当桩的侧压应力大于了土岩能提供的抗力时周边土岩就会被破坏而导致支护失稳，因此在边坡支护工程中，支护体的侧应力要小于周边岩土的容许抗力。在本边坡支护中锚固段的第一层土是粘土，对这样的土层桩某点的侧应力不应大于该点被动土压力和主动土压力之差。即：两式相减得：则桩壁容许压应力值：式中：—为底岩层、土的容重（）；—为底岩层、土的内摩察角（°）；h—地面至计算点的深度（m）；—为底岩层、土的粘聚力（）。对于比较完整的岩质、半岩质地层柱身作用于周围岩层的侧应力容许值为：式中：K—根据岩层构造在水平方向的岩石容许承载力的换算系数，取0.5—1.0；C—折减系数，根据岩石的裂隙、风化及软化的程度，取0.3—0.5；48 成都学院学士学位论文（设计）R—岩石的单轴抗压强度，（）。由勘测资料可以知道锚固段土层的抗剪强度设计值分别为，，表2-72-2剖面桩侧应力复核表桩埋深（m）实际深度（m）转角（rad）桩侧压力（kPa）容许压力（kPa）07.90.0012534412.71565.810.38.20.0012534399.39579.700.68.50.0012534383.96593.580.98.80.0012534366.41607.461.29.10.0012534346.74621.351.59.40.0012534324.94635.231.89.70.0012534301.03649.112.1100.0012534274.99663.002.410.30.0012534246.83676.882.710.60.0012534216.56690.76310.90.0012534184.16704.653.311.20.0012534149.64718.533.611.50.0012534113.00732.423.911.80.001253474.24746.304.212.10.001253433.36760.184.43412.3340.00125340.00771.014.812.70.0012534-54.76787.955.1130.0012534-102.01801.835.413.30.0012534-151.37815.725.713.60.0012534-202.86829.60613.90.0012534-256.46843.486.314.20.0012534-312.19857.376.614.50.0012534-370.04871.256.914.80.0012534-430.00885.147.1150.0012534-471.16894.39可知复核结果满足。48 成都学院学士学位论文（设计）2.4抗滑桩的配筋计算本章2、3节计算结果可知，1-1剖面,；2-2剖面，按最不利荷载计算配筋。2.4.1正截面受弯计算桩的受弯安全系数：=1.35桩的附加安全系数：=1.0则：=9182.997由于混凝土，=1.0，选用HRB335钢筋，其，设=70mm，b=2000mm,则=2430mm。截面的抵抗矩系数：=0.0653<=0.399相对受压区高度：=0.0676<=0.55受拉区钢筋面积：=13031.928受拉区按照最小配筋率计算配筋：=9720则需按照计算配筋来配置配筋，所以配筋为：采用440+450等间距@260mm单排布置，，两侧构造筋选用640，为了施工方便，受压区构造筋选用640.2.4.2斜截面受剪计算桩的受剪安全系数：=1.248 成都学院学士学位论文（设计）桩的附加安全系数：=1.0则：=2127.084当时：=14458.5满足要求。斜截面受剪承载力计算：=4320.54显然承载力满足。按照最小陪箍筋率计算配筋。选用2肢（n=2）12箍筋（=113.1）。=226.2箍筋的最小配筋率：=0.001解得，取s=110mm。因此选用的两肢箍筋。2.5排水工程设计在实际工程中产生滑坡的因素很多，其内因一般起着决定性作用，但外因（雨水、挖方、地震等）常常加剧了滑坡的运动，有时甚至是引起滑坡发生的直接因素。我们可以知道强降雨有很多情况下是滑坡产生的主要直接因素。因此，对滑坡进行排水设计显得十分的重要。为了防止地表水进入滑体区域，根据滑坡的地形来看，在滑坡后缘10左右设置一条截水沟，截水沟采用浆砌片石砌筑。截水沟的断面图和平面布置图详见附图。48 成都学院学士学位论文（设计）为了使坡体内的排水顺畅。根据滑坡的地形和天然的排水沟的情况，将设计排水沟设置在滑坡形成的马道上。排水沟的尺寸和平面布置图详见附图。附录抗滑桩设计理正验算书1-1剖面滑坡剩余下滑力理正计算1-1剖面滑坡剩余下滑力理正计算滑坡剩余下滑力计算计算项目：滑坡推力计算1=====================================================================原始条件:滑动体重度=24.000(kN/m3)滑动体饱和重度=24.000(kN/m3)安全系数=1.190不考虑动水压力和浮托力不考虑承压水的浮托力不考虑坡面外的静水压力的作用不考虑地震力坡面线段数:10,起始点标高0.000(m)段号投影Dx(m)投影Dy(m)附加力数19.5005.166027.5002.539037.5001.587047.0001.292058.5001.816066.5001.557048 成都学院学士学位论文（设计）77.5001.914089.0002.227096.0001.1750106.0000.7260水面线段数:1,起始点标高0.000(m)段号投影Dx(m)投影Dy(m)10.0000.000滑动面线段数:10,起始点标高0.000(m)段号投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)19.5000.0006.00013.00027.5001.9686.00013.00037.5002.3596.00013.00047.0000.0006.00013.00058.5002.5096.00013.00066.5002.6836.00013.00077.5002.1046.00013.00089.0001.2866.00013.00096.0002.1916.00013.000106.0004.8980.00013.000计算目标：按指定滑面计算推力--------------------------------------------------------------第1块滑体上块传递推力=0.000(kN)推力角度=0.000(度)剩余下滑力传递系数=0.921本块滑面粘聚力=0.000(kPa)滑面摩擦角=13.000(度)本块总面积=12.522(m2)浸水部分面积=0.000(m2)本块总重=300.528(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=7.745(m)下滑力=226.157(kN)滑床反力R=232.806(kN)滑面抗滑力=53.748(kN)粘聚力抗滑力=0.000(kN)--------------------------本块剩余下滑力=172.409(kN)本块下滑力角度=39.226(度)第2块滑体上块传递推力=172.409(kN)推力角度=39.226(度)剩余下滑力传递系数=0.869本块滑面粘聚力=6.000(kPa)滑面摩擦角=13.000(度)本块总面积=28.086(m2)浸水部分面积=0.000(m2)本块总重=674.064(kN)浸水部分重=0.000(kN)48 成都学院学士学位论文（设计）本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=6.388(m)下滑力=437.996(kN)滑床反力R=689.770(kN)滑面抗滑力=159.246(kN)粘聚力抗滑力=38.325(kN)--------------------------本块剩余下滑力=240.425(kN)本块下滑力角度=20.061(度)第3块滑体上块传递推力=240.425(kN)推力角度=20.061(度)剩余下滑力传递系数=0.931本块滑面粘聚力=6.000(kPa)滑面摩擦角=13.000(度)本块总面积=42.466(m2)浸水部分面积=0.000(m2)本块总重=1019.196(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=9.091(m)下滑力=406.792(kN)滑床反力R=1058.642(kN)滑面抗滑力=244.407(kN)粘聚力抗滑力=54.548(kN)--------------------------本块剩余下滑力=107.837(kN)本块下滑力角度=8.132(度)第4块滑体上块传递推力=107.837(kN)推力角度=8.132(度)剩余下滑力传递系数=1.022本块滑面粘聚力=6.000(kPa)滑面摩擦角=13.000(度)本块总面积=32.572(m2)浸水部分面积=0.000(m2)本块总重=781.740(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=7.790(m)下滑力=358.176(kN)滑床反力R=738.535(kN)滑面抗滑力=170.504(kN)粘聚力抗滑力=46.737(kN)--------------------------本块剩余下滑力=140.935(kN)本块下滑力角度=15.671(度)第5块滑体上块传递推力=140.935(kN)推力角度=15.671(度)剩余下滑力传递系数=1.020本块滑面粘聚力=6.000(kPa)滑面摩擦角=13.000(度)本块总面积=32.506(m2)浸水部分面积=0.000(m2)本块总重=780.156(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=7.032(m)下滑力=494.175(kN)滑床反力R=704.551(kN)滑面抗滑力=162.658(kN)粘聚力抗滑力=42.192(kN)--------------------------48 成都学院学士学位论文（设计）本块剩余下滑力=289.325(kN)本块下滑力角度=22.429(度)第6块滑体上块传递推力=289.325(kN)推力角度=22.429(度)剩余下滑力传递系数=0.970本块滑面粘聚力=6.000(kPa)滑面摩擦角=13.000(度)本块总面积=50.239(m2)浸水部分面积=0.000(m2)本块总重=1205.742(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=8.863(m)下滑力=693.951(kN)滑床反力R=1186.578(kN)滑面抗滑力=273.943(kN)粘聚力抗滑力=53.175(kN)--------------------------本块剩余下滑力=366.832(kN)本块下滑力角度=16.445(度)第7块滑体上块传递推力=366.832(kN)推力角度=16.445(度)剩余下滑力传递系数=0.894本块滑面粘聚力=6.000(kPa)滑面摩擦角=13.000(度)本块总面积=39.277(m2)浸水部分面积=0.000(m2)本块总重=942.648(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=7.000(m)下滑力=351.825(kN)滑床反力R=1046.498(kN)滑面抗滑力=241.603(kN)粘聚力抗滑力=42.000(kN)--------------------------本块剩余下滑力=68.222(kN)本块下滑力角度=0.000(度)第8块滑体上块传递推力=68.222(kN)推力角度=0.000(度)剩余下滑力传递系数=1.023本块滑面粘聚力=6.000(kPa)滑面摩擦角=13.000(度)本块总面积=40.132(m2)浸水部分面积=0.000(m2)本块总重=963.180(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=7.862(m)下滑力=408.982(kN)滑床反力R=898.333(kN)滑面抗滑力=207.397(kN)粘聚力抗滑力=47.173(kN)--------------------------本块剩余下滑力=154.412(kN)本块下滑力角度=17.460(度)第9块滑体上块传递推力=154.412(kN)推力角度=17.460(度)剩余下滑力传递系数=0.98848 成都学院学士学位论文（设计）本块滑面粘聚力=6.000(kPa)滑面摩擦角=13.000(度)本块总面积=40.886(m2)浸水部分面积=0.000(m2)本块总重=981.270(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=7.754(m)下滑力=450.607(kN)滑床反力R=956.566(kN)滑面抗滑力=220.841(kN)粘聚力抗滑力=46.523(kN)--------------------------本块剩余下滑力=183.243(kN)本块下滑力角度=14.703(度)第10块滑体上块传递推力=183.243(kN)推力角度=14.703(度)剩余下滑力传递系数=0.909本块滑面粘聚力=6.000(kPa)滑面摩擦角=13.000(度)本块总面积=24.538(m2)浸水部分面积=0.000(m2)本块总重=588.924(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=9.500(m)下滑力=177.243(kN)滑床反力R=635.432(kN)滑面抗滑力=146.701(kN)粘聚力抗滑力=57.000(kN)--------------------------本块剩余下滑力=-26.458(kN)本块下滑力角度=0.000(度)48 成都学院学士学位论文（设计）2-2剖面滑坡剩余下滑力理正计算2-2剖面滑坡剩余下滑力理正计算滑坡剩余下滑力计算计算项目：滑坡推力计算1=====================================================================原始条件:滑动体重度=24.000(kN/m3)滑动体饱和重度=24.000(kN/m3)安全系数=1.190不考虑动水压力和浮托力不考虑承压水的浮托力不考虑坡面外的静水压力的作用不考虑地震力坡面线段数:10,起始点标高0.000(m)段号投影Dx(m)投影Dy(m)附加力数18.0005.591026.5003.182037.0002.041046.0001.1350510.0001.534068.0001.384076.5001.236089.5001.907096.5001.1800107.0000.8110水面线段数:1,起始点标高0.000(m)段号投影Dx(m)投影Dy(m)48 成都学院学士学位论文（设计）10.0000.000滑动面线段数:10,起始点标高0.000(m)段号投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)18.0000.0005.30014.00026.5001.7405.30014.00037.0002.2945.30014.00046.0000.0005.30014.000510.0002.5895.30014.00068.0002.6745.30014.00076.5001.8495.30014.00089.5001.8955.30014.00096.5002.7955.30014.000107.0004.1630.00014.000计算目标：按指定滑面计算推力--------------------------------------------------------------第1块滑体上块传递推力=0.000(kN)推力角度=0.000(度)剩余下滑力传递系数=0.987本块滑面粘聚力=0.000(kPa)滑面摩擦角=14.000(度)本块总面积=11.746(m2)浸水部分面积=0.000(m2)本块总重=281.904(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=8.144(m)下滑力=171.474(kN)滑床反力R=242.294(kN)滑面抗滑力=60.411(kN)粘聚力抗滑力=0.000(kN)--------------------------本块剩余下滑力=111.063(kN)本块下滑力角度=30.741(度)第2块滑体上块传递推力=111.063(kN)推力角度=30.741(度)剩余下滑力传递系数=0.959本块滑面粘聚力=5.300(kPa)滑面摩擦角=14.000(度)本块总面积=27.050(m2)浸水部分面积=0.000(m2)本块总重=649.194(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=7.075(m)下滑力=415.295(kN)滑床反力R=610.839(kN)滑面抗滑力=152.299(kN)粘聚力抗滑力=37.500(kN)--------------------------本块剩余下滑力=225.496(kN)本块下滑力角度=23.268(度)48 成都学院学士学位论文（设计）第3块滑体上块传递推力=225.496(kN)推力角度=23.268(度)剩余下滑力传递系数=0.926本块滑面粘聚力=5.300(kPa)滑面摩擦角=14.000(度)本块总面积=47.148(m2)浸水部分面积=0.000(m2)本块总重=1131.564(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=9.687(m)下滑力=483.993(kN)滑床反力R=1156.534(kN)滑面抗滑力=288.356(kN)粘聚力抗滑力=51.342(kN)--------------------------本块剩余下滑力=144.295(kN)本块下滑力角度=11.281(度)第4块滑体上块传递推力=144.295(kN)推力角度=11.281(度)剩余下滑力传递系数=1.017本块滑面粘聚力=5.300(kPa)滑面摩擦角=14.000(度)本块总面积=34.213(m2)浸水部分面积=0.000(m2)本块总重=821.106(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=6.758(m)下滑力=411.176(kN)滑床反力R=778.206(kN)滑面抗滑力=194.029(kN)粘聚力抗滑力=35.817(kN)--------------------------本块剩余下滑力=181.331(kN)本块下滑力角度=15.879(度)第5块滑体上块传递推力=181.331(kN)推力角度=15.879(度)剩余下滑力传递系数=1.010本块滑面粘聚力=5.300(kPa)滑面摩擦角=14.000(度)本块总面积=49.720(m2)浸水部分面积=0.000(m2)本块总重=1193.280(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=8.435(m)下滑力=631.299(kN)滑床反力R=1123.497(kN)滑面抗滑力=280.119(kN)粘聚力抗滑力=44.706(kN)--------------------------本块剩余下滑力=306.474(kN)本块下滑力角度=18.482(度)第6块滑体上块传递推力=306.474(kN)推力角度=18.482(度)剩余下滑力传递系数=0.980本块滑面粘聚力=5.300(kPa)滑面摩擦角=14.000(度)本块总面积=73.875(m2)浸水部分面积=0.000(m2)48 成都学院学士学位论文（设计）本块总重=1773.000(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=10.330(m)下滑力=834.549(kN)滑床反力R=1737.611(kN)滑面抗滑力=433.235(kN)粘聚力抗滑力=54.747(kN)--------------------------本块剩余下滑力=346.567(kN)本块下滑力角度=14.515(度)第7块滑体上块传递推力=346.567(kN)推力角度=14.515(度)剩余下滑力传递系数=0.906本块滑面粘聚力=5.300(kPa)滑面摩擦角=14.000(度)本块总面积=44.085(m2)浸水部分面积=0.000(m2)本块总重=1058.040(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=6.000(m)下滑力=335.505(kN)滑床反力R=1144.902(kN)滑面抗滑力=285.456(kN)粘聚力抗滑力=31.800(kN)--------------------------本块剩余下滑力=18.249(kN)本块下滑力角度=0.000(度)第8块滑体上块传递推力=18.249(kN)推力角度=0.000(度)剩余下滑力传递系数=1.028本块滑面粘聚力=5.300(kPa)滑面摩擦角=14.000(度)本块总面积=48.345(m2)浸水部分面积=0.000(m2)本块总重=1160.292(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=7.366(m)下滑力=447.331(kN)滑床反力R=1096.911(kN)滑面抗滑力=273.491(kN)粘聚力抗滑力=39.041(kN)--------------------------本块剩余下滑力=134.799(kN)本块下滑力角度=18.145(度)第9块滑体上块传递推力=134.799(kN)推力角度=18.145(度)剩余下滑力传递系数=0.985本块滑面粘聚力=5.300(kPa)滑面摩擦角=14.000(度)本块总面积=41.028(m2)浸水部分面积=0.000(m2)本块总重=984.672(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=6.729(m)下滑力=437.596(kN)滑床反力R=958.608(kN)滑面抗滑力=239.008(kN)粘聚力抗滑力=35.663(kN)48 成都学院学士学位论文（设计）--------------------------本块剩余下滑力=162.925(kN)本块下滑力角度=14.986(度)第10块滑体上块传递推力=162.925(kN)推力角度=14.986(度)剩余下滑力传递系数=0.902本块滑面粘聚力=5.300(kPa)滑面摩擦角=14.000(度)本块总面积=22.364(m2)浸水部分面积=0.000(m2)本块总重=536.736(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=8.000(m)下滑力=157.384(kN)滑床反力R=578.867(kN)滑面抗滑力=144.328(kN)粘聚力抗滑力=42.400(kN)--------------------------本块剩余下滑力=-29.344(kN)本块下滑力角度=0.000(度)48 成都学院学士学位论文（设计）1-1剖面抗滑桩配筋理正计算1-1剖面抗滑桩配筋理正计算抗滑动桩验算计算项目：抗滑桩1------------------------------------------------------------------------原始条件:墙身尺寸:桩总长:13.000(m)嵌入深度:6.700(m)截面形状:方桩桩宽:2.000(m)桩高:2.500(m)桩间距:5.000(m)嵌入段土层数:1桩底支承条件:自由计算方法:M法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)M(MN/m4)被动土压力调整系数16.70024.00023.8045.809800.0001.000初始弹性系数A:61740.000(MN/m3)初始弹性系数A1:61740.000(MN/m3)桩前滑动土层厚:6.300(m)48 成都学院学士学位论文（设计）锚杆（索）参数:锚杆道数:0锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)物理参数:桩混凝土强度等级:C25桩纵筋合力点到外皮距离:70(mm)桩纵筋级别:HRB335桩箍筋级别:HPB235桩箍筋间距:500(mm)挡土墙类型:一般挡土墙墙后填土内摩擦角:23.800(度)墙背与墙后填土摩擦角:23.800(度)墙后填土容重:24.000(kN/m3)横坡角以上填土的土摩阻力(kPa):45.80横坡角以下填土的土摩阻力(kPa):45.80坡线与滑坡推力:坡面线段数:2折线序号水平投影长(m)竖向投影长(m)18.5001.81627.0001.292地面横坡角度:13.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型矩形桩后剩余下滑力水平分力357.430(kN/m)桩后剩余抗滑力水平分力0.000(kN/m)钢筋混凝土配筋计算依据:《混凝土结构设计规范GB50010--2002》注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.000=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载矩形分布:桩后:上部=283.675(kN/m)下部=283.675(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=6.300(m)48 成都学院学士学位论文（设计）(一)桩身内力计算计算方法:m法背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=5692.768(kN-m)距离桩顶6.568(m)面侧最大弯矩=258.007(kN-m)距离桩顶9.784(m)最大剪力=3356.477(kN)距离桩顶7.372(m)最大位移=1(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-1.45-0.00020.2639.773-74.465-1.38-0.00030.52539.094-148.929-1.31-0.00040.78887.961-223.394-1.24-0.00051.050156.376-297.858-1.17-0.00061.313244.337-372.323-1.11-0.00071.575351.845-446.787-1.04-0.00081.838478.900-521.252-0.97-0.00092.100625.503-595.717-0.90-0.000102.363791.652-670.181-0.84-0.000112.625977.348-744.646-0.77-0.000122.8881182.591-819.110-0.71-0.000133.1501407.381-893.575-0.64-0.000143.4131651.718-968.040-0.58-0.000153.6751915.601-1042.504-0.52-0.000163.9382199.032-1116.969-0.46-0.000174.2002502.010-1191.433-0.40-0.000184.4632824.535-1265.898-0.35-0.000194.7253166.607-1340.363-0.30-0.000204.9883528.225-1414.827-0.25-0.000215.2503909.391-1489.292-0.20-0.000225.5134310.104-1563.756-0.16-0.000235.7754730.363-1638.221-0.12-0.000246.0385170.169-1712.685-0.09-0.000256.3005629.522-1787.150-0.06-1949.304266.5685692.768773.085-0.04-2510.139276.8365215.1482348.157-0.02-1407.948287.1044434.1573141.471-0.01-565.472297.3723531.3213356.4770.0030.632307.6402635.0843178.8960.01411.113317.9081827.4332766.0260.01615.926328.1761152.4942241.9800.01687.671338.444625.7311697.4850.01666.796348.712242.6441192.8450.01588.52848 成都学院学士学位论文（设计）358.980-13.634762.7830.01481.277369.248-166.208422.0890.00366.219379.516-239.873171.2660.00257.718389.784-258.0071.6190.00164.2903910.052-240.741-100.5290.0089.8094010.320-204.124-150.6130.0034.7784110.588-160.012-163.588-0.00-2.5014210.856-116.440-152.559-0.00-24.9354311.124-78.241-128.115-0.00-35.8734411.392-47.771-98.191-0.00-38.5634511.660-25.610-68.294-0.00-35.8074611.928-11.165-41.927-0.00-29.7854712.196-3.138-21.103-0.00-22.0154812.4640.146-6.866-0.00-13.4024912.7320.5420.273-0.00-4.3565013.000-0.0001.0120.005.035(二)桩身配筋计算点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2)1-0.0001000010000145120.2631000010000145130.5251000010000145140.7881000010000145151.0501000010000145161.3131000010000145171.5751000010000145181.8381000010000145192.10010000100001451102.36310000100001451112.62510000100001451122.88810000100001451133.15010000100001451143.41310000100001451153.67510000100001451163.93810000100001451174.20010000100001451184.46310000100001451194.72510000100001451204.98810000100001451215.25010000100001451225.51310000100001451235.7751000010000145148 成都学院学士学位论文（设计）246.03810000100001451256.30010000100001451266.56810000100001451276.83610000100001451287.10410000100001451297.37210000100001451307.64010000100001451317.90810000100001451328.17610000100001451338.44410000100001451348.71210000100001451358.98010000100001451369.24810000100001451379.51610000100001451389.784100001000014513910.052100001000014514010.320100001000014514110.588100001000014514210.856100001000014514311.124100001000014514411.392100001000014514511.660100001000014514611.928100001000014514712.196100001000014514812.464100001000014514912.732100001000014515013.00010000100001451=====================================================================第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为6.300(m)处的库仑主动土压力第1破裂角：45.120(度)Ea=219.258Ex=200.612Ey=88.480(kN)作用点高度Zy=2.100(m)(一)桩身内力计算计算方法:m法背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=2199.479(kN-m)距离桩顶6.568(m)面侧最大弯矩=98.740(kN-m)距离桩顶9.784(m)最大剪力=1285.793(kN)距离桩顶7.372(m)最大位移=1(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.0000.000-0.50-0.00020.2630.152-1.741-0.48-0.00048 成都学院学士学位论文（设计）30.5251.219-6.966-0.46-0.00040.7884.114-15.673-0.44-0.00051.0509.752-27.863-0.42-0.00061.31319.047-43.536-0.39-0.00071.57532.913-62.691-0.37-0.00081.83852.264-85.330-0.35-0.00092.10078.016-111.451-0.33-0.000102.363111.081-141.055-0.30-0.000112.625152.375-174.142-0.28-0.000122.888202.811-210.712-0.26-0.000133.150263.303-250.765-0.24-0.000143.413334.767-294.301-0.22-0.000153.675418.116-341.319-0.20-0.000163.938514.264-391.820-0.18-0.000174.200624.126-445.804-0.16-0.000184.463748.616-503.271-0.14-0.000194.725888.648-564.221-0.12-0.000204.9881045.137-628.654-0.10-0.000215.2501218.997-696.569-0.08-0.000225.5131411.141-767.968-0.07-0.000235.7751622.484-842.849-0.05-0.000246.0381853.941-921.213-0.04-0.000256.3002106.426-1003.060-0.03-824.186266.5682199.47990.254-0.02-1088.228276.8362058.050784.023-0.01-637.565287.1041779.2431155.958-0.00-287.648297.3721438.4561285.793-0.00-35.324307.6401090.0581247.6760.00130.142317.908769.7021105.4160.00223.738328.176497.555910.1550.00261.986338.444281.859699.9460.00260.922348.712122.384500.6840.00234.753358.98013.492327.8740.00195.124369.248-53.356188.7840.00150.870379.516-87.69684.6720.00108.116389.784-98.74012.8180.0070.6243910.052-94.567-31.7520.0040.2464010.320-81.721-54.9350.0017.4224110.588-65.122-62.6000.001.6454210.856-48.168-59.991-0.00-8.1354311.124-32.967-51.416-0.00-13.1964411.392-20.609-40.156-0.00-14.8144511.660-11.443-28.527-0.00-14.1144611.928-5.318-18.033-0.00-11.99048 成都学院学士学位论文（设计）4712.196-1.777-9.564-0.00-9.0784812.464-0.192-3.593-0.00-5.7744912.7320.148-0.359-0.00-2.2705013.0000.0000.2770.001.378(二)桩身配筋计算点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2)1-0.0001000010000145120.2631000010000145130.5251000010000145140.7881000010000145151.0501000010000145161.3131000010000145171.5751000010000145181.8381000010000145192.10010000100001451102.36310000100001451112.62510000100001451122.88810000100001451133.15010000100001451143.41310000100001451153.67510000100001451163.93810000100001451174.20010000100001451184.46310000100001451194.72510000100001451204.98810000100001451215.25010000100001451225.51310000100001451235.77510000100001451246.03810000100001451256.30010000100001451266.56810000100001451276.83610000100001451287.10410000100001451297.37210000100001451307.64010000100001451317.90810000100001451328.17610000100001451338.44410000100001451348.71210000100001451358.9801000010000145148 成都学院学士学位论文（设计）369.24810000100001451379.51610000100001451389.784100001000014513910.052100001000014514010.320100001000014514110.588100001000014514210.856100001000014514311.124100001000014514411.392100001000014514511.660100001000014514611.928100001000014514712.196100001000014514812.464100001000014514912.732100001000014515013.0001000010000145148 成都学院学士学位论文（设计）2-2剖面抗滑桩配筋理正计算2-2剖面抗滑桩配筋理正计算抗滑动桩验算计算项目：抗滑桩1------------------------------------------------------------------------原始条件:墙身尺寸:桩总长:13.000(m)嵌入深度:7.100(m)截面形状:方桩桩宽:2.000(m)桩高:2.500(m)桩间距:5.000(m)嵌入段土层数:1桩底支承条件:自由计算方法:M法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)M(MN/m4)被动土压力调整系数17.10024.00023.8045.8099400.0001.000初始弹性系数A:74260.000(MN/m3)初始弹性系数A1:74260.000(MN/m3)桩前滑动土层厚:7.900(m)锚杆（索）参数:锚杆道数:0锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度48 成都学院学士学位论文（设计）(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)物理参数:桩混凝土强度等级:C25桩纵筋合力点到外皮距离:70(mm)桩纵筋级别:HRB335桩箍筋级别:HPB235桩箍筋间距:500(mm)挡土墙类型:一般挡土墙墙后填土内摩擦角:23.800(度)墙背与墙后填土摩擦角:23.800(度)墙后填土容重:24.000(kN/m3)横坡角以上填土的土摩阻力(kPa):45.80横坡角以下填土的土摩阻力(kPa):45.80坡线与滑坡推力:坡面线段数:2折线序号水平投影长(m)竖向投影长(m)110.0001.53426.0001.135地面横坡角度:13.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型矩形桩后剩余下滑力水平分力336.272(kN/m)桩后剩余抗滑力水平分力0.000(kN/m)钢筋混凝土配筋计算依据:《混凝土结构设计规范GB50010--2002》注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.000=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载矩形分布:桩后:上部=284.976(kN/m)下部=284.976(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=5.900(m)(一)桩身内力计算计算方法:m法48 成都学院学士学位论文（设计）背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=5058.823(kN-m)距离桩顶6.163(m)面侧最大弯矩=229.552(kN-m)距离桩顶8.793(m)最大剪力=3599.544(kN)距离桩顶6.952(m)最大位移=1(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-1.09-0.00020.26810.248-76.425-1.03-0.00030.53640.992-152.851-0.98-0.00040.80592.232-229.276-0.92-0.00051.073163.967-305.702-0.87-0.00061.341256.199-382.127-0.81-0.00071.609368.927-458.553-0.75-0.00081.877502.150-534.978-0.70-0.00092.145655.869-611.404-0.64-0.000102.414830.085-687.829-0.59-0.000112.6821024.796-764.255-0.53-0.000122.9501240.003-840.680-0.48-0.000133.2181475.706-917.106-0.43-0.000143.4861731.905-993.531-0.38-0.000153.7552008.600-1069.956-0.33-0.000164.0232305.791-1146.382-0.29-0.000174.2912623.478-1222.807-0.24-0.000184.5592961.660-1299.233-0.20-0.000194.8273320.339-1375.658-0.16-0.000205.0953699.513-1452.084-0.13-0.000215.3644099.184-1528.509-0.10-0.000225.6324519.350-1604.935-0.07-0.000235.9004960.012-1681.360-0.04-1638.728246.1635058.823681.088-0.03-2679.326256.4264601.8102412.271-0.01-1709.587266.6893790.1473366.174-0.00-708.759276.9522831.4523599.5440.00117.117287.2151897.0523289.5450.00668.797297.4781101.3952656.5350.00936.016307.741499.9121905.5780.00967.820318.00499.2021192.0050.00841.239328.267-126.994609.5100.00635.508338.530-221.355195.0050.00415.350348.793-229.552-57.0110.00223.562359.056-191.372-177.1400.0080.991369.319-136.390-205.566-0.00-8.924379.581-83.259-180.820-0.00-53.81448 成都学院学士学位论文（设计）389.844-41.292-133.432-0.00-66.3243910.107-13.084-83.792-0.00-59.5234010.3702.776-42.895-0.00-44.1584110.6339.476-14.602-0.00-27.5714210.89610.4561.714-0.00-13.7934311.1598.5748.844-0.00-4.2824411.4225.80510.0850.001.1374511.6853.2718.2840.003.4284611.9481.4485.4610.003.7294712.2110.3982.8100.002.9934812.474-0.0300.9010.001.8464912.737-0.076-0.0570.000.5845013.000-0.000-0.144-0.00-0.729(二)桩身配筋计算点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2)1-0.0001000010000145120.2681000010000145130.5361000010000145140.8051000010000145151.0731000010000145161.3411000010000145171.6091000010000145181.8771000010000145192.14510000100001451102.41410000100001451112.68210000100001451122.95010000100001451133.21810000100001451143.48610000100001451153.75510000100001451164.02310000100001451174.29110000100001451184.55910000100001451194.82710000100001451205.09510000100001451215.36410000100001451225.63210000100001451235.90010000100001451246.16310000100001451256.42610000100001451266.6891000010000145148 成都学院学士学位论文（设计）276.95210000100001451287.21510000100001451297.47810000100001451307.74110000100001451318.00410000100001451328.26710000100001451338.53010000100001451348.79310000100001451359.05610000100001451369.31910000100001451379.58110000100001451389.844100001000014513910.107100001000014514010.370100001000014514110.633100001000014514210.896100001000014514311.159100001000014514411.422100001000014514511.685100001000014514611.948100001000014514712.211100001000014514812.474100001000014514912.737100001000014515013.00010000100001451=====================================================================第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为5.900(m)处的库仑主动土压力第1破裂角：43.190(度)Ea=179.082Ex=163.853Ey=72.268(kN)作用点高度Zy=1.967(m)(一)桩身内力计算计算方法:m法背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=1701.555(kN-m)距离桩顶6.163(m)面侧最大弯矩=77.695(kN-m)距离桩顶8.793(m)最大剪力=1214.081(kN)距离桩顶6.952(m)最大位移=0(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-0.33-0.00020.2680.151-1.693-0.31-0.00030.5361.211-6.771-0.30-0.00040.8054.086-15.234-0.28-0.00051.0739.684-27.083-0.26-0.00048 成都学院学士学位论文（设计）61.34118.915-42.317-0.25-0.00071.60932.684-60.937-0.23-0.00081.87751.902-82.942-0.22-0.00092.14577.474-108.333-0.20-0.000102.414110.310-137.108-0.19-0.000112.682151.317-169.270-0.17-0.000122.950201.403-204.816-0.15-0.000133.218261.476-243.748-0.14-0.000143.486332.443-286.066-0.12-0.000153.755415.213-331.769-0.11-0.000164.023510.694-380.857-0.10-0.000174.291619.794-433.330-0.08-0.000184.559743.420-489.189-0.07-0.000194.827882.480-548.434-0.06-0.000205.0951037.882-611.063-0.04-0.000215.3641210.535-677.079-0.03-0.000225.6321401.345-746.479-0.02-0.000235.9001611.221-819.265-0.02-597.127246.1631701.55550.613-0.01-999.220256.4261584.602706.502-0.01-663.597266.6891329.9871089.724-0.00-307.950276.9521011.4891214.081-0.00-7.320287.215691.4711138.0530.00200.067297.478412.957937.8180.00307.571307.741198.248686.2160.00330.292318.00452.058439.8830.00294.216328.267-33.097234.2820.00227.027338.530-71.15784.7990.00151.943348.793-77.695-8.5790.0084.789359.056-66.645-55.3260.0033.726369.319-48.598-68.8920.000.667379.581-30.413-62.617-0.00-16.575389.844-15.666-47.336-0.00-22.1653910.107-5.517-30.469-0.00-20.5984010.3700.358-16.164-0.00-15.6684110.6332.983-6.025-0.00-10.0374210.8963.527-0.008-0.00-5.2164311.1592.9882.762-0.00-1.8054411.4222.0743.3960.000.1974511.6851.2022.8880.001.0924611.9480.5561.9580.001.2654712.2110.1721.0460.001.0484812.4740.0050.3690.000.6694912.737-0.0220.0100.000.23948 成都学院学士学位论文（设计）5013.000-0.000-0.042-0.00-0.212(二)桩身配筋计算点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2)1-0.0001000010000145120.2681000010000145130.5361000010000145140.8051000010000145151.0731000010000145161.3411000010000145171.6091000010000145181.8771000010000145192.14510000100001451102.41410000100001451112.68210000100001451122.95010000100001451133.21810000100001451143.48610000100001451153.75510000100001451164.02310000100001451174.29110000100001451184.55910000100001451194.82710000100001451205.09510000100001451215.36410000100001451225.63210000100001451235.90010000100001451246.16310000100001451256.42610000100001451266.68910000100001451276.95210000100001451287.21510000100001451297.47810000100001451307.74110000100001451318.00410000100001451328.26710000100001451338.53010000100001451348.79310000100001451359.05610000100001451369.31910000100001451379.58110000100001451389.8441000010000145148 成都学院学士学位论文（设计）3910.107100001000014514010.370100001000014514110.633100001000014514210.896100001000014514311.159100001000014514411.422100001000014514511.685100001000014514611.948100001000014514712.211100001000014514812.474100001000014514912.737100001000014515013.0001000010000145148'