故陵挡墙计算书

AB段滑坡剩余下滑力计算=====================================================================原始条件:分析方法 =R/K法滑动体重度 =19.000(kN/m3)滑动体饱和重度 =20.000(kN/m3)安全系数 =1.300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滑坡剩余下滑力计算计算项目：滑坡推力计算9=====================================================================原始条件:分析方法 =R/K法滑动体重度 =19.000(kN/m3)滑动体饱和重度 =20.000(kN/m3)安全系数 =1.300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考虑地震力,地震烈度为6度地震力计算综合系数=0.250地震力计算重要性系数=1.000地震力计算水平地震系数Kh=0.050坡面线段数:3,起始点标高0.000(m)段号投影Dx(m)投影Dy(m)附加力数10.5002.0000215.20010.5000310.6001.3000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:4,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)12.1000.3003.00025.00024.3001.3203.00025.00036.2003.0603.00025.000410.6008.7103.00025.000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=1.069本块滑面粘聚力=3.000(kPa)滑面摩擦角=25.000(度)本块总面积=36.859(m2)浸水部分面积=0.000(m2)本块总重=700.322(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块地震力=8.754(kN)有效的滑动面长度=13.719(m)下滑力=453.363(kN)滑床反力R=541.086(kN)滑面抗滑力=252.312(kN)粘聚力抗滑力=41.158(kN)--------------------------本块剩余下滑力=227.616(kN)本块下滑力角度=39.410(度)第2块滑体上块传递推力=227.616(kN)推力角度=39.410(度)剩余下滑力传递系数=0.868本块滑面粘聚力=3.000(kPa)滑面摩擦角=25.000(度)本块总面积=31.416(m2)浸水部分面积=0.000(m2)本块总重=596.905(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块地震力=7.461(kN)有效的滑动面长度=6.914(m)下滑力=493.295(kN)滑床反力R=587.012(kN)滑面抗滑力=273.728(kN)粘聚力抗滑力=20.742(kN)--------------------------本块剩余下滑力=266.779(kN)本块下滑力角度=26.269(度)第3块滑体上块传递推力=266.779(kN)推力角度=26.269(度)剩余下滑力传递系数=0.913本块滑面粘聚力=3.000(kPa)滑面摩擦角=25.000(度)本块总面积=15.611(m2)浸水部分面积=0.000(m2)本块总重=296.609(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块地震力=3.708(kN)有效的滑动面长度=4.498(m)下滑力=354.096(kN)滑床反力R=326.217(kN)滑面抗滑力=152.118(kN)粘聚力抗滑力=13.494(kN)--------------------------本块剩余下滑力=226.702(kN)本块下滑力角度=17.065(度)第4块滑体上块传递推力=226.702(kN)推力角度=17.065(度)剩余下滑力传递系数=0.915本块滑面粘聚力=3.000(kPa)滑面摩擦角=25.000(度)本块总面积=4.269(m2)浸水部分面积=0.000(m2)本块总重=81.115(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)本块地震力=1.014(kN)有效的滑动面长度=2.121(m)下滑力=236.436(kN)滑床反力R=115.510(kN)滑面抗滑力=53.863(kN)粘聚力抗滑力=6.364(kN)--------------------------本块剩余下滑力=190.107(kN)本块下滑力角度=8.130(度)重力式抗滑挡土墙验算计算项目：重力式抗滑挡土墙1------------------------------------------------------------------------原始条件:墙身尺寸:墙身高:5.000(m)墙顶宽:1.600(m)面坡倾斜坡度:1:0.280背坡倾斜坡度:1:0.000采用1个扩展墙址台阶:墙趾台阶b1:0.500(m)墙趾台阶h1:0.600(m)墙趾台阶与墙面坡坡度相同设防滑凸榫:防滑凸榫尺寸BT1:1.000(m)防滑凸榫尺寸BT:0.500(m)防滑凸榫尺寸HT:0.500(m)物理参数:圬工砌体容重:23.000(kN/m3)墙身砌体容许压应力:2100.000(kPa)墙身砌体容许剪应力:110.000(kPa)墙身砌体容许拉应力:150.000(kPa)墙身砌体容许弯曲拉应力:280.000(kPa)圬工之间摩擦系数:0.400地基土摩擦系数:0.500场地环境:一般地区墙后填土内摩擦角:25.000(度)墙背与墙后填土摩擦角:17.500(度)墙后填土容重:20.000(kN/m3)地基土容重:25.000(kN/m3)修正后地基土容许承载力:300.000(kPa)墙底摩擦系数:0.500地基土类型:土质地基地基土内摩擦角:30.000(度)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)114.7009.60025.0000.000坡面起始距离:0.000(m)地面横坡角度:20.000(度)墙顶标高:0.000(m)参数名称参数值剩余下滑力150.000(kN/m)推力与水平面夹角0.000(度)推力作用点距墙顶的距离4.000(m)=====================================================================第1种情况:滑坡推力作用情况[墙身所受滑坡推力]Ea=150.000Ex=150.000Ey=0.000(kN)作用点距离墙底高度=1.000(m)墙身截面积=12.050(m2)重量=277.150kN(一)滑动稳定性验算基底摩擦系数=0.500采用防滑凸榫增强强抗滑动稳定定性,计算过程如如下:基础底面宽度B==3.5000(m))墙身重力的力臂Zw=2.2433(m)Ey的力力臂Zx=3.5500(mm)Ex的力力臂Zy=1.0000(mm)作用于基础底的总总竖向力==277..150(kkN)总弯弯距=4711.675((kN-m))基础底面合力作用用点距离墙趾趾点的距离Zn=1.7022(m)基础底压应力:墙趾=85..718凸榫前沿=881.9855墙踵=72..653(kkPa)凸榫前沿被动土压压力=2511.555((kPa)滑移力=1500.000((kN)抗滑力=2222.4227(kN))滑移验算满足:Kc=1.4883>11.300(二)倾覆稳定性验验算相对于墙趾点，墙墙身重力的力力臂Zw=2.2243(mm)相对于墙趾点，EEy的力臂Zxx=3..500((m)相对于墙趾点，EEx的力臂Zyy=1..000((m)验算挡土墙绕墙趾趾的倾覆稳定定性倾覆力矩=1550.0000(kN-mm)抗倾倾覆力矩=621.6675(kNN-m)倾覆验算满足:K0=4.1455>1..600(三)地基应力及偏偏心距验算基础为天然基础，验验算墙底偏心心距及压应力力作用于基础底的总总竖向力==277..150(kkN)总弯弯距=4711.675((kN-m))基础底面宽度B==3.5000(m))偏心距e=0.0048(m))基础底面合力作用用点距离基础础趾点的距离离Zn==1.7002(m)基底压应力:趾趾部=85..718踵部=72..653(kkPa)作用于基底的合力力偏心距验算算满足:e=0..048<<=0.2250*3..500==0.8775(m)地基承载力验算满满足:最大压压应力=855.718<=3000.0000(kPa))(四)基础强度验算算基础为天然基础，不不作强度验算算(五)墙底截面强度度验算验算截面以上，墙墙身截面积=11..800(mm2)重重量=2271.4000kN相对于验算截面外外边缘，墙身身重力的力臂臂Zw==2.2664(m))相对于验算截面外外边缘，Eyy的力臂Zxx=3..500((m)相对于验算截面外外边缘，Exx的力臂Zyy=1..000((m)法向应力检算作用于验算截面的的总竖向力=2711.400((kN)总总弯距=4664.4888(kN-mm)相对于验算截面外外边缘，合力力作用力臂Zn=1.7111(m)截面宽度BB=33.500(m)偏偏心距e11=0..039(mm)截面上偏心距验算算满足:ee1=0..039<<=0.3300*3..500==1.0550(m)截面上压应力:面坡=82..667背坡=72..419(kkPa)压应力验算满足::计算值=882.6677<=22100.0000(kPPa)切向应力检算剪应力验算满足::计算值=111.8400<=1110.0000(kPaa)(六)台顶截面强度度验算[墙身所受滑滑坡推力]Ea=1550.0000Ex=1150.0000Ey==0.0000(kN)作用点距离离墙底高度=0.4000(m)[强度验算]]验算截面以上，墙墙身截面积=9.7750(m22)重量量=2224.2599kN相对于验算截面外外边缘，墙身身重力的力臂臂Zw==1.6995(m))相对于验算截面外外边缘，Eyy的力臂Zxx=2..832((m)相对于验算截面外外边缘，Exx的力臂Zyy=0..400((m)法向应力检算作用于验算截面的的总竖向力=2244.259((kN)总总弯距=3220.2233(kN-mm)相对于验算截面外外边缘，合力力作用力臂Zn=1.4288(m)截面宽度BB=22.832(m)偏偏心距e11=|--0.0122|(m)=0.0012(m))截面上偏心距验算算满足:ee1=-00.012<=0..300*22.832=0.8850(m))截面上压应力:面坡=77..189背坡=81..186(kkPa)压应力验算满足::计算值=881.1866<=22100.0000(kPPa)切向应力检算剪应力验算满足::计算值=221.2911<=1110.0000(kPaa)==================================================================================第2种情况:库仑土压压力(一般情况)[土压力计算算]计算高度度为5.0000(m))处的库仑主主动土压力按实际墙背计算得得到:第1破裂角：52..038(度度)Ea=2997.2066Ex=2283.4551Ey==89.3772(kN))作用点高高度Zy==1.9711(m)墙身截面积=12.0550(m2))重量=2277.1550kN(一)滑动稳定性验验算基底摩擦系数=0..500采用防滑凸榫增强强抗滑动稳定定性,计算过程如如下:基础底面宽度B==3.5000(m))墙身重力的力臂Zw=2.2433(m)Ey的力力臂Zx=3.5500(mm)Ex的力力臂Zy=1.9971(mm)作用于基础底的总总竖向力==366..522(kkN)总弯弯距=3755.787((kN-m))基础底面合力作用用点距离墙趾趾点的距离Zn=1.0255(m)基础底压应力:墙趾=2388.323凸榫前沿沿=160..841墙墙踵=0.0000(kPPa)凸榫前沿被动土压压力=5988.745((kPa)滑移力=2833.451((kN)抗滑力=3382.8443(kN))滑移验算满足:Kc=1.3551>11.300(二)倾覆稳定性验验算相对于墙趾点，墙墙身重力的力力臂Zw=2.2243(mm)相对于墙趾点，EEy的力臂Zxx=3..500((m)相对于墙趾点，EEx的力臂Zyy=1..971((m)验算挡土墙绕墙趾趾的倾覆稳定定性倾覆力矩=5558.6899(kN-mm)抗倾倾覆力矩=934.4476(kNN-m)倾覆验算满足:K0=1.6733>1..600(三)地基应力及偏偏心距验算基础为天然基础，验验算墙底偏心心距及压应力力作用于基础底的总总竖向力==366..522(kkN)总弯弯距=3755.787((kN-m))基础底面宽度B==3.5000(m))偏心距e=0.7725(m))基础底面合力作用用点距离基础础趾点的距离离Zn==1.0225(m)基底压应力:趾趾部=2388.323踵部=0.0000(kPPa)作用于基底的合力力偏心距验算算满足:e=0..725<<=0.2250*3..500==0.8775(m)地基承载力验算满满足:最大压压应力=2338.3233<=3300.0000(kPaa)(四)基础强度验算算基础为天然基础，不不作强度验算算(五)墙底截面强度度验算验算截面以上，墙墙身截面积=11..800(mm2)重重量=2271.4000kN相对于验算截面外外边缘，墙身身重力的力臂臂Zw==2.2664(m))相对于验算截面外外边缘，Eyy的力臂Zxx=3..500((m)相对于验算截面外外边缘，Exx的力臂Zyy=1..971((m)法向应力检算作用于验算截面的的总竖向力=3600.772((kN)总总弯距=3668.6000(kN-mm)相对于验算截面外外边缘，合力力作用力臂Zn=1.0222(m)截面宽度BB=33.500(m)偏偏心距e11=0..728(mm)截面上偏心距验算算满足:ee1=0..728<<=0.3300*3..500==1.0550(m)截面上压应力:面坡=2311.772背坡=-255.616((kPa)压应力验算满足::计算值=2231.7772<=2100..000(kkPa)拉应力验算满足::计算值=225.6166<=1150.0000(kPaa)切向应力检算剪应力验算满足::计算值=339.7555<=1110.0000(kPaa)(六)台顶截面强度度验算[土压力计算算]计算高度度为4.4400(m))处的库仑主主动土压力按实际墙背计算得得到:第1破裂角：52..892(度度)Ea=2448.5344Ex=2237.0331Ey==74.7336(kN))作用点高高度Zy==1.7644(m)[强度验算]]验算截面以上，墙墙身截面积=9.7750(m22)重量量=2224.2599kN相对于验算截面外外边缘，墙身身重力的力臂臂Zw==1.6995(m))相对于验算截面外外边缘，Eyy的力臂Zxx=2..832((m)相对于验算截面外外边缘，Exx的力臂Zyy=1..764((m)法向应力检算作用于验算截面的的总竖向力=2988.995((kN)总总弯距=1773.7677(kN-mm)相对于验算截面外外边缘，合力力作用力臂Zn=0.5811(m)截面宽度BB=22.832(m)偏偏心距e11=0..835(mm)截面上偏心距验算算满足:ee1=0..835<<=0.3300*2..832==0.8550(m)截面上压应力:面坡=2922.312背坡=-811.158((kPa)压应力验算满足::计算值=2292.3112<=2100..000(kkPa)拉应力验算满足::计算值=881.1588<=1150.0000(kPaa)切向应力检算剪应力验算满足::计算值=441.4666<=1110.0000(kPaa)CD段滑坡剩余下下滑力计算==================================================================================原始条件:分析方法 =RR/K法滑动体重度 =19.0000(kN//m3)滑动体饱和重度 =20..000(kkN/m3))安全系数 =11.300不考虑动水压力和和浮托力不考虑承压水的浮浮托力不考虑坡面外的静静水压力的作作用考虑地震力,地震震烈度为6度地震力计算综合系系数=00.250地震力计算重要性性系数=1.0000地震力计算水平地地震系数Khh=0..050坡面线段数:33,起始点点标高0..000(mm)段号投影Dx(mm)投影Dy(mm)附加力力数10.50002.0000002115.200010.5500003110.60001.330000水面线段数:11,起始点点标高0..000(mm)段号投影Dx(mm)投影Dy(mm)10.00000.0000滑动面线段数:4,起始始点标高00.000((m)段号投影Dx(mm)投影Dy(mm)粘聚聚力(kPaa)摩擦角角(度)12.10000.330033.00025.000024.30001.332033.00025.000036.20003.006033.00025.00004110.60008.771033.00025.0000计算目标：按指定定滑面计算推推力-------------------------------------------------------------------------第1块滑体上块传递推力==0.0000(kN))推力力角度=0.0000(度)剩余下滑力传递系系数=11.069本块滑面粘聚力=33.000((kPa)滑面摩擦擦角=225.0000(度)本块总面积=336.8599(m2)浸水部部分面积==0.0000(m2))本块总重=7000.3222(kN)浸水部部分重=0.0000(kN)本块总附加力Px=0.0000(kN)Py=0.0000(kNN)本块地震力=88.754((kN)有效的滑动面长度度=13..719(mm)下滑力=4553.3633(kN)滑床反力RR=5411.086((kN)滑滑面抗滑力=2522.312((kN)粘粘聚力抗滑力力=41..158(kkN)-------------------------------本块剩余下滑力=2277.616((kN)本块下滑力角度=339.4100(度)第2块滑体上块传递推力==227..616(kkN)推力角度=399.410((度)剩余下滑力传递系系数=00.868本块滑面粘聚力=33.000((kPa)滑面摩擦擦角=225.0000(度)本块总面积=331.4166(m2)浸水部部分面积==0.0000(m2))本块总重=5996.9055(kN)浸水部部分重=0.0000(kN)本块总附加力Px=0.0000(kN)Py=0.0000(kNN)本块地震力=77.461((kN)有效的滑动面长度度=6.9914(m))下滑力=4993.2955(kN)滑床反力RR=5877.012((kN)滑滑面抗滑力=2733.728((kN)粘粘聚力抗滑力力=20..742(kkN)-------------------------------本块剩余下滑力=2666.779((kN)本块下滑力角度=226.2699(度)第3块滑体上块传递推力==266..779(kkN)推力角度=266.269((度)剩余下滑力传递系系数=00.913本块滑面粘聚力=33.000((kPa)滑面摩擦擦角=225.0000(度)本块总面积=115.6111(m2)浸水部部分面积==0.0000(m2))本块总重=2996.6099(kN)浸水部部分重=0.0000(kN)本块总附加力Px=0.0000(kN)Py=0.0000(kNN)本块地震力=33.708((kN)有效的滑动面长度度=4.4498(m))下滑力=3554.0966(kN)滑床反力RR=3266.217((kN)滑滑面抗滑力=1522.118((kN)粘粘聚力抗滑力力=13..494(kkN)-------------------------------本块剩余下滑力=2266.702((kN)本块下滑力角度=117.0655(度)第4块滑体上块传递推力==226..702(kkN)推力角度=177.065((度)剩余下滑力传递系系数=00.915本块滑面粘聚力=33.000((kPa)滑面摩擦擦角=225.0000(度)本块总面积=44.269((m2)浸水部分分面积=0.0000(m2)本块总重=811.115((kN)浸水部分分重=00.000((kN)本块总附加力Px=0.0000(kN)Py=0.0000(kNN)本块地震力=11.014((kN)有效的滑动面长度度=2.1121(m))下滑力=2336.4366(kN)滑床反力RR=1155.510((kN)滑滑面抗滑力=53..863(kkN)粘聚聚力抗滑力=6.3664(kN))-------------------------------本块剩余下滑力=1900.107((kN)本块下滑力角度=88.130((度)抗滑动桩验算计算项目：抗滑桩桩3-------------------------------------------------------------------------------------原始条件:墙身尺寸:桩总长:12..000(mm)嵌入深度:111.000((m)截面形状:圆桩桩桩径:1.2000(m)桩间距:4.0000(m))嵌入段土层数:2桩底支承条件:铰接计算方法:M法法土层序号土层厚((m)重度(kN//m3)内摩擦擦角(度)土摩阻阻力(kPaa)M(MN//m4)被动土压压力调整系数数1177.50019..00025..0060.000110.000011.00022500.00025..00030..00350.000660.000011.000初始弹性系数A::0.0000(MN//m3)初始弹性系数A11:0.0000(MNN/m3)桩前滑动土层厚::0.0000(m)锚杆（索）参数::锚杆道数:0锚杆号锚杆类型竖竖向间距水平平刚度入射角角锚固体水平预预加筋浆强度度(m))(MN//m)(度)直径(mm))力(kN)fbb(kPa))物理参数:桩混凝土强度等级级:C300桩纵筋合力点到外外皮距离:35(mmm)桩纵筋级别:HHRB4000桩箍筋级别:HHRB3355桩箍筋间距:2200(mmm)桩配筋形式:纵纵筋均匀配筋筋场地环境:一般般地区墙后填土内摩擦角角:35..000(度度)墙背与墙后填土摩摩擦角:117.5000(度)墙后填土容重:19.0000(kN//m3)横坡角以上填土的的土摩阻力((kPa)::120..00横坡角以下填土的的土摩阻力((kPa)::120..00坡线与滑坡推力::坡面线段数:22折线序号水平投影影长(m)竖向向投影长(mm)1115.200010.55002210.60001.2250地面横坡角度:0.0000(度)墙顶标高:0..000(mm)参数名称参数值推力分布类型矩形形桩后剩余下滑力水水平分力190..000(kkN/m)桩前剩余抗滑力水水平分力0..000(kkN/m)钢筋混凝土配筋计计算依据：《混混凝土结构设设计规范》((GB500010-22010)注意：内力计算时时，滑坡推力力、库仑土压压力分项(安全)系数=11.200==================================================================================第1种情况:滑坡推力力作用情况[桩身所受推推力计算]假定荷载矩形分布布:桩后:上部=7760.0000(kN//m)下部部=760..000(kkN/m)桩前:上部=00.000((kN/m))下部=0.0000(kNN/m)桩前分布长度=00.000((m)(一)桩身内力计算算计算方法:m法背侧--为挡土侧侧；面侧---为非挡土侧侧。背侧最大弯矩==22811.107((kN-m))距离桩顶顶4.4222(m)面侧最大弯矩==0.0000(kN--m)距离离桩顶0..000(mm)最大剪力=912.0000(kNN)距距离桩顶11.000((m)最大位移=21(mmm)点号距顶距离弯矩矩剪力位移土反力(m)(kN--m)(kkN)(mm)((kPa)1-0.00000..00000.000--20.877-0.000020.225028..500-2288.000--19.799-0.000030.5500114..000-4566.000--18.711-0.000040.7750256..500-6844.000--17.633-0.000051.0000456..000-9122.000--16.555-0.000061.2244678..933-9022.824--15.511--37.911671.4489897..381-8766.514--14.488--70.800581.77331107..451-8355.471--13.477--98.799491.99781305..833-7822.026--12.488-1122.05531102.22221489..775-7188.418--11.522-1140.78881112.44671657..060-6466.780--10.588-1155.23381122.77111805..979-5699.120-9.688-1165.67731132.99561935..296-4877.309-8.822-1172.38861143.22002044..219-4033.074-7.999-1175.69931153.44442132..355-3177.983-7.200-1175.92221163.66892199..677-2333.444-6.455-1173.41131173.99332246..483-1500.698-5.744-1168.51101184.11782273..352-700.822-5.088-1161.55571194.44222281..10755.275-4.477-1152.89942204.66672270..773766.846-3.900-1142.85532214.99112243..5381433.300-3.377-1131.75522225.11562200..7152044.199-2.899-1119.89962235.44002143..7072599.246-2.444-1107.56692245.66442073..9723088.276-2.055--95.03352255.88891992..9943511.248-1.699--82.53342266.11331902..2513888.230-1.377--70.28842276.33781803..1934199.389-1.099--58.47742286.66221697..2174444.979-0.844--47.26692296.88671585..6484655.325-0.633--36.80063307.11111469..7244800.813-0.455--27.19953317.33561350..5834911.876-0.299--18.51193327.66001229..2524988.980-0.166--10.83363337.88441106..6385022.614-0.066-4.17783348.0089983..5295033.2740.0221.45503358.3333860..5935011.4550.0886.06653368.5578738..3734855.8910.13358.24493378.8822623..0464533.7300.16674.64483389.0067516..5504144.8440.18886.03393399.3311420..2333711.5350.19992.92234409.5556334..9113255.8600.19995.81184419.8800260..9242799.6230.18895.244344210.0044198..2062344.3850.17791.699344310.2289146..3361911.4730.15585.622744410.5533104..5971522.0080.14477.455444510.777872..0211166.9220.12267.522844611.002247..435866.9930.09956.144444711.226729..491622.8710.07743.533744811.551116..698455.1010.05529.899044911.77567..442344.1550.02215.344155012.00000..000155.221-0.000-0.0000(二)桩身配筋计算算点号距顶距离全部部纵筋箍筋(m)(mmm2)(mm22)10.00006622024220.22506622024230.55006622024240.77506622024251.00006622024261.22446622024271.44896622024281.77336622024291.9978771512421102.2222882492421112.4467992622421122.77111001752421132.99561009772421143.22001116572421153.44441222112421163.66891226362421173.99331229322421184.11781331032421194.44221331522422204.66671330872422214.99111229142422225.11561226422422235.44001222822422245.66441118432422255.88891113362422266.11331007712422276.33781001582422286.6622995082422296.8867888282423307.1111881282423317.3356774162423327.6600666982423337.8844662202423348.0089662202423358.3333662202423368.5578662202423378.8822662202423389.0067662202423399.3311662202424409.5556662202424419.88006622024244210.00446622024244310.22896622024244410.55336622024244510.77786622024244611.00226622024244711.22676622024244811.55116622024244911.77566622024255012.000066220242==================================================================================第2种情况:库仑土压压力(一般情况)[土压力计算算]计算高度度为1.0000(m))处的库仑主主动土压力第1破裂角：50..724(度度)Ea=5..729EEx=5.4464Eyy=1.7223(kN))作用点高高度Zy==0.3333(m)(一)桩身内力计算算计算方法:m法背侧--为挡土侧侧；面侧---为非挡土侧侧。背侧最大弯矩==62.2295(kNN-m)距距离桩顶44.422((m)面侧最大弯矩==0.0000(kN--m)距离离桩顶0..000(mm)最大剪力=26.2227(kN))距离离桩顶1..000(mm)最大位移=1(mm))点号距顶距离弯矩矩剪力位移土反力(mm)(kNN-m)((kN)(mm))(kPa))1-00.0000.00000.0000-0..58-0..00020.22500..137-11.639-0.555-0.000030.55001..093-66.557-0.522-0.000040.77503..688-144.753-0.499-0.000051.00008..742-266.227-0.466-0.000061.224415..154-255.973-0.433-1.055271.448921..440-255.242-0.400-1.966881.773327..494-244.101-0.377-2.744991.997833..223-222.613-0.355-3.40001102.222238..549-200.839-0.322-3.92271112.446743..411-188.840-0.300-4.33351122.771147..760-166.670-0.277-4.63331132.995651..561-144.381-0.255-4.82271143.220054..790-122.021-0.222-4.92261153.444457..437-99.633-0.200-4.93391163.668959..500-77.258-0.188-4.87761173.993360..986-44.929-0.166-4.74461184.117861..910-22.678-0.144-4.55581194.442262..295-00.529-0.133-4.32212204.666762..16911.496-0.111-4.04462214.991161..56433.380-0.100-3.74402225.115660..51655.111-0.088-3.41122235.440059..06566.679-0.077-3.07702245.664457..25188.080-0.066-2.72212255.888955..11599.313-0.055-2.37722266.113352..698100.378-0.044-2.03302276.337850..041111.280-0.033-1.69982286.662247..183122.026-0.022-1.38832296.886744..162122.624-0.022-1.08893307.111141..011133.085-0.011-0.81173317.335637..764133.421-0.011-0.57713327.660034..450133.644-0.011-0.35523337.884431..094133.768-0.000-0.16613348.008927..719133.8070.0000.00013358.333324..344133.7750.0000.13343368.557820..984133.3920.0001.44453378.882217..796122.5750.0001.93313389.006714..837111.5570.0002.27753399.331112..146100.4040.0002.49924409.55569..75099.1730.0112.59944419.88007..66177.9170.0002.599744210.00445..88066.6800.0002.511444310.22894..39655.5010.0002.355844410.55333..19044.4130.0002.144044510.77782..23833.4420.0001.877144611.00221..50822.6120.0001.555944711.22670..96111.9420.0001.211144811.55110..55811.4470.0000.833244911.77560..25411.1420.0000.422755012.00000..00000.519-0.000-0.0000(二)桩身配筋计算算点号距顶距离全部部纵筋箍筋(mm)(mmm2)(mmm