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=RR/K法滑动体重度=19.0000(kN//m3)滑动体饱和重度度=20..000(kkN/m3))安全系数=11.300不考虑动水压力力和浮托力不考虑承压水的的浮托力不考虑坡面外的的静水压力的的作用滑坡剩剩余下滑力计计算计算项目：滑坡坡推力计算9==================================================================================原始条件:分析方法=RR/K法滑动体重度=19.0000(kN//m3)滑动体饱和重度度=20..000(kkN/m3))安全系数=11.300不考虑动水压力力和浮托力不考虑承压水的的浮托力不考虑坡面外的的静水压力的的作用考虑地震力,地地震烈度为66度地震力计算综合合系数=0.2500地震力计算重要要性系数==1.0000地震力计算水平平地震系数KKh=00.050坡面线段数:3,起始始点标高00.000((m)段号投影Dx((m)投影影Dy(m))附加力数数10.50002..0000215.200010..5000310.60001..3000水面线段数:1,起始始点标高00.000((m)段号投影Dx((m)投影影Dy(m))10.00000..000滑动面线段数::4,起起始点标高0.0000(m)段号投影Dx((m)投影影Dy(m))粘聚力力(kPa))摩擦角(度)12.10000..3003.000025.000024.30001..3203.000025.000036.20003..0603.000025.0000410.60008..7103.000025.0000计算目标：按指指定滑面计算算推力--------------------------------------------------------------------------第1块滑体体上块传递推力=0.0000(kNN)推推力角度=0..000(度度)剩余下滑力传递递系数=1.0699本块滑面粘聚力力=3.0000(kPa))滑面摩摩擦角=25.0000(度)本块总面积=36.8559(m2))浸水水部分面积=0.0000(m22)本块总重=7700.3222(kN))浸水水部分重==0.0000(kN))本块总附加力Px==0.0000(kN))Pyy=0..000(kkN)本块地震力=8.7544(kN)有效的滑动面长长度=133.719((m)下滑力=4453.3663(kN))滑床反力R=5441.0866(kN)滑面抗滑力力=2552.3122(kN)粘聚力抗滑滑力=411.158((kN)-------------------------------本块剩余下滑力力=2227.6166(kN)本块下滑力角度度=39.4110(度)第2块滑体体上块传递推力=2277.616((kN)推力角度度=39.4110(度)剩余下滑力传递递系数=0.8688本块滑面粘聚力力=3.0000(kPa))滑面摩摩擦角=25.0000(度)本块总面积=31.4116(m2))浸水水部分面积=0.0000(m22)本块总重=5596.9005(kN))浸水水部分重==0.0000(kN))本块总附加力Px==0.0000(kN))Pyy=0..000(kkN)本块地震力=7.4611(kN)有效的滑动面长长度=6..914(mm)下滑力=4493.2995(kN))滑床反力R=5887.0122(kN)滑面抗滑力力=2773.7288(kN)粘聚力抗滑滑力=200.742((kN)-------------------------------本块剩余下滑力力=2666.7799(kN)本块下滑力角度度=26.2669(度)第3块滑体体上块传递推力=2666.779((kN)推力角度度=26.2669(度)剩余下滑力传递递系数=0.9133本块滑面粘聚力力=3.0000(kPa))滑面摩摩擦角=25.0000(度)本块总面积=15.6111(m2))浸水水部分面积=0.0000(m22)本块总重=2296.6009(kN))浸水水部分重==0.0000(kN))本块总附加力Px==0.0000(kN))Pyy=0..000(kkN)本块地震力=3.7088(kN)有效的滑动面长长度=4..498(mm)下滑力=3354.0996(kN))滑床反力R=3226.2177(kN)滑面抗滑力力=1552.1188(kN)粘聚力抗滑滑力=133.494((kN)-------------------------------本块剩余下滑力力=2226.7022(kN)本块下滑力角度度=17.0665(度)第4块滑体体上块传递推力=2266.702((kN)推力角度度=17.0665(度)剩余下滑力传递递系数=0.9155本块滑面粘聚力力=3.0000(kPa))滑面摩摩擦角=25.0000(度)本块总面积=4.2699(m2)浸水部部分面积==0.0000(m2))本块总重=881.1155(kN)浸水部部分重=0.0000(kN)本块总附加力Px==0.0000(kN))Pyy=0..000(kkN)本块地震力=1.0144(kN)有效的滑动面长长度=2..121(mm)下滑力=2236.4336(kN))滑床反力R=1115.5100(kN)滑面抗滑力力=533.863((kN)粘粘聚力抗滑力力=6.3364(kNN)-------------------------------本块剩余下滑力力=1990.1077(kN)本块下滑力角度度=8.1300(度)重力式抗滑挡土土墙验算计算项目：重力力式抗滑挡土土墙1--------------------------------------------------------------------------------------原始条件:墙身尺寸:墙身高:5..000(mm)墙顶宽:1..600(mm)面坡倾斜坡度::1:0..280背坡倾斜坡度::1:0..000采用1个扩展墙墙址台阶:墙趾台阶b1::0.5000(m)墙趾台阶h1::0.6000(m)墙趾台阶与墙面面坡坡度相同同设防滑凸榫:防滑凸榫尺寸BBT1:11.000((m)防滑凸榫尺寸BBT:0..500(mm)防滑凸榫尺寸HHT:0..500(mm)物理参数:圬工砌体容重::23.0000(kNN/m3)墙身砌体容许压压应力:22100.0000(kPPa)墙身砌体容许剪剪应力:1110.0000(kPaa)墙身砌体容许拉拉应力:1150.0000(kPaa)墙身砌体容许弯弯曲拉应力::280..000(kkPa)圬工之间摩擦系系数:0..400地基土摩擦系数数:0.5500场地环境:一一般地区墙后填土内摩擦擦角:255.000((度)墙背与墙后填土土摩擦角:17.5000(度)墙后填土容重::20.0000(kNN/m3)地基土容重:25.0000(kN//m3)修正后地基土容容许承载力::300..000(kkPa)墙底摩擦系数::0.5000地基土类型:土质地基地基土内摩擦角角:30..000(度度)坡线与滑坡推力力:坡面线段数:2折线序号水平投投影长(m))竖竖向投影长((m)114.77009..60025.00000..000坡面起始距离::0.0000(m)地面横坡角度::20.0000(度)墙顶标高:00.000((m)参数名称参数值值剩余下滑力150.0000(kNN/m)推力与水平面夹夹角0.0000(度)推力作用点距墙墙顶的距离4.0000(m)==================================================================================第1种情况况:滑坡推推力作用情况况[墙身所受受滑坡推力]]Ea=1150.0000Ex==150.0000Eyy=0.0000(kN))作用点距距离墙底高度度=1.0000(m))墙身截面积==12.0050(m22)重量量=2777.1500kN(一)滑动稳稳定性验算基底摩擦系数=00.500采用防滑凸榫增增强抗滑动稳稳定性,计算过程如下下:基础底面宽度B==3.5000(m))墙身重力的力臂臂Zw==2.2443(m))Ey的的力臂Zx=3.5000(m)Ex的的力臂Zy=1.0000(m)作用于基础底的的总竖向力=277.1150(kNN)总弯距=471.6675(kNN-m)基础底面合力作作用点距离墙墙趾点的距离离Zn==1.7002(m)基础底压应力::墙趾=85.7118凸榫前前沿=81.9885墙踵=72.6553(kPaa)凸榫前沿被动土土压力=251.5555(kPPa)滑移力=1550.0000(kN)抗滑力=222..427(kkN)滑移验算满足::Kc==1.4483>1.3000(二)倾覆稳稳定性验算相对于墙趾点，墙身重力的力臂Zw=2.243(m)相对于墙趾点，Ey的力臂Zx=3.500(m)相对于墙趾点，Ex的力臂Zy=1.000(m)验算挡土墙绕墙墙趾的倾覆稳稳定性倾覆力矩=1150.0000(kN--m)抗倾覆力矩=621..675(kkN-m)倾覆验算满足::K0==4.1445>11.600(三)地基应应力及偏心距距验算基础为天然基础础，验算墙底底偏心距及压压应力作用于基础底的的总竖向力=277.1150(kNN)总弯距=471.6675(kNN-m)基础底面宽度B==3.5000(m))偏心距e=00.048((m)基础底面合力作作用点距离基基础趾点的距距离Zn=1.7022(m)基底压应力:趾部=85.7118踵部=72.6553(kPaa)作用于基底的合合力偏心距验验算满足:e==0.0488<=00.250**3.5000=0..875(mm)地基承载力验算算满足:最大压应力=85.7118<=300.0000(kPPa)(四)基础强强度验算基础为天然基础础，不作强度度验算(五)墙底截截面强度验算算验算截面以上，墙身截面积=11.800(m2)重量=271.400kN相对于验算截面面外边缘，墙墙身重力的力力臂Zw=2.2644(m)相对于验算截面面外边缘，Ey的力臂Zx=3.5000(m)相对于验算截面面外边缘，Ex的力臂Zy=1.0000(m)法向应力检算作用于验算截面面的总竖向力力=2771.4000(kN)总弯距=464.4488(kNN-m)相对于验算截面面外边缘，合合力作用力臂臂Zn==1.7111(m)截面宽度B=3.5500(mm)偏心距距e1=0.0399(m)截面上偏心距验验算满足:e1=0.0399<=00.300**3.5000=1..050(mm)截面上压应力::面坡=82.6667背坡=72.4119(kPaa)压应力验算满足足:计算值=82.6667<==21000.000((kPa)切向应力检算剪应力验算满足足:计算值=11.8840<==110..000(kkPa)(六)台顶截截面强度验算算[墙身所受受滑坡推力]Ea=1500.000Ex=1550.0000Ey=00.000((kN)作用用点距离墙底底高度=00.400((m)[强度验算算]验算截面以上，墙身截面积=9.750(m2)重量=224.259kN相对于验算截面面外边缘，墙墙身重力的力力臂Zw=1.6955(m)相对于验算截面面外边缘，Ey的力臂Zx=2.8322(m)相对于验算截面面外边缘，Ex的力臂Zy=0.4000(m)法向应力检算作用于验算截面面的总竖向力力=2224.2599(kN)总弯距=320.2223(kNN-m)相对于验算截面面外边缘，合合力作用力臂臂Zn==1.4228(m)截面宽度B=2.8832(mm)偏心距距e1=|-0.0012|(mm)=00.012((m)截面上偏心距验验算满足:e1=-0.0112<=0.3000*2.8332=00.850((m)截面上压应力::面坡=77.1889背坡=81.1886(kPaa)压应力验算满足足:计算值=81.1186<==21000.000((kPa)切向应力检算剪应力验算满足足:计算值=21.2291<==110..000(kkPa)==================================================================================第2种情况况:库仑土压力(一般情况)[土压力计计算]计算高度为5.0000(m)处的库仑主动动土压力按实际墙背计算算得到:第1破裂角：52.0338(度)Ea=2977.206Ex=2883.4511Ey=889.3722(kN)作用点高度Zy=1..971(mm)墙身截面积==12.0050(m22)重量=2777.150kN(一)滑动稳稳定性验算基底摩擦系数=0..500采用防滑凸榫增增强抗滑动稳稳定性,计算过程如下下:基础底面宽度B==3.5000(m))墙身重力的力臂臂Zw==2.2443(m))Ey的的力臂Zx=3.5000(m)Ex的的力臂Zy=1.9711(m)作用于基础底的的总竖向力=366.5522(kNN)总弯距=375.7787(kNN-m)基础底面合力作作用点距离墙墙趾点的距离离Zn==1.0225(m)基础底压应力::墙趾=238.3323凸榫前前沿=160.8841墙踵踵=0.0000(kPa))凸榫前沿被动土土压力=598.7745(kPPa)滑移力=2883.4511(kN)抗滑力=382..843(kkN)滑移验算满足::Kc==1.3351>1.3000(二)倾覆稳稳定性验算相对于墙趾点，墙身重力的力臂Zw=2.243(m)相对于墙趾点，Ey的力臂Zx=3.500(m)相对于墙趾点，Ex的力臂Zy=1.971(m)验算挡土墙绕墙墙趾的倾覆稳稳定性倾覆力矩=5558.6889(kN--m)抗倾覆力矩=934..476(kkN-m)倾覆验算满足::K0==1.6773>11.600(三)地基应应力及偏心距距验算基础为天然基础础，验算墙底底偏心距及压压应力作用于基础底的的总竖向力=366.5522(kNN)总弯距=375.7787(kNN-m)基础底面宽度B==3.5000(m))偏心距e=00.725((m)基础底面合力作作用点距离基基础趾点的距距离Zn=1.0255(m)基底压应力:趾部=238.3323踵部=0.0000(kPa))作用于基底的合合力偏心距验验算满足:e==0.7255<=00.250**3.5000=0..875(mm)地基承载力验算算满足:最大压应力=238.3323<==300..000(kkPa)(四)基础强强度验算基础为天然基础础，不作强度度验算(五)墙底截截面强度验算算验算截面以上，墙身截面积=11.800(m2)重量=271.400kN相对于验算截面面外边缘，墙墙身重力的力力臂Zw=2.2644(m)相对于验算截面面外边缘，Ey的力臂Zx=3.5000(m)相对于验算截面面外边缘，Ex的力臂Zy=1.9711(m)法向应力检算作用于验算截面面的总竖向力力=3660.7722(kN)总弯距=368.6600(kNN-m)相对于验算截面面外边缘，合合力作用力臂臂Zn==1.0222(m)截面宽度B=3.5500(mm)偏心距距e1=0.7288(m)截面上偏心距验验算满足:e1=0.7288<=00.300**3.5000=1..050(mm)截面上压应力::面坡=231.7772背坡=-25.6616(kPPa)压应力验算满足足:计算值=231..772<<=21000.0000(kPa))拉应力验算满足足:计算值=25.6616<==150..000(kkPa)切向应力检算剪应力验算满足足:计算值=39.7755<==110..000(kkPa)(六)台顶截截面强度验算算[土压力计计算]计算高度为4.4000(m)处的库仑主动动土压力按实际墙背计算算得到:第1破裂角：52.8992(度)Ea=2488.534Ex=2337.0311Ey=774.7366(kN)作用点高度Zy=1..764(mm)[强度验算算]验算截面以上，墙身截面积=9.750(m2)重量=224.259kN相对于验算截面面外边缘，墙墙身重力的力力臂Zw=1.6955(m)相对于验算截面面外边缘，Ey的力臂Zx=2.8322(m)相对于验算截面面外边缘，Ex的力臂Zy=1.7644(m)法向应力检算作用于验算截面面的总竖向力力=2998.9955(kN)总弯距=173.7767(kNN-m)相对于验算截面面外边缘，合合力作用力臂臂Zn==0.5881(m)截面宽度B=2.8832(mm)偏心距距e1=0.8355(m)截面上偏心距验验算满足:e1=0.8355<=00.300**2.8322=0..850(mm)截面上压应力::面坡=292.3312背坡=-81.1158(kPPa)压应力验算满足足:计算值=292..312<<=21000.0000(kPa))拉应力验算满足足:计算值=81.1158<==150..000(kkPa)切向应力检算剪应力验算满足足:计算值=41.4466<==110..000(kkPa)CD段滑坡剩余余下滑力计算算==================================================================================原始条件:分析方法=RR/K法滑动体重度=19.0000(kN//m3)滑动体饱和重度度=20.0000(kNN/m3)安全系数=11.300不考虑动水压力力和浮托力不考虑承压水的的浮托力不考虑坡面外的的静水压力的的作用考虑地震力,地地震烈度为6度地震力计算综合合系数=0.2250地震力计算重要要性系数=1.0000地震力计算水平平地震系数Kh=00.050坡面线段数:3,起始点标高0.0000(m)段号投影Dx((m)投影Dy(m)附加力数10.50002..0000215.200010..5000310.60001..3000水面线段数:1,起始点标高0.0000(m)段号投影Dx((m)投影Dy(m)10.00000..000滑动面线段数::4,起始点标高0..000(mm)段号投影Dx((m)投影Dy(m)粘聚力(kPa)摩擦角(度)12.10000..3003.000025.000024.30001..3203.000025.000036.20003..0603.000025.0000410.60008..7103.000025.0000计算目标：按指指定滑面计算算推力--------------------------------------------------------------------------第1块滑体体上块传递推力==0.0000(kN))推力角度=0.0000(度)剩余下滑力传递递系数=1.0069本块滑面粘聚力力=3.0000(kPa))滑面摩擦角=25..000(度)本块总面积=366.859((m2)浸水水部分面积=0.0000(m2)本块总重==700..322(kkN)浸水部分重=0.0000(kNN)本块总附加力Px=0.0000(kN)Py=0.0000(kNN)本块地震力=8..754(kkN)有效的滑动面长长度=133.719((m)下滑力=4453.3663(kN))滑床反力R=541.0086(kNN)滑面抗抗滑力=252.3312(kNN)粘聚力力抗滑力=41.1158(kNN)-------------------------------本块剩余下滑力力=2227.6166(kN)本块下滑力角度度=39.4110(度)第2块滑体体上块传递推力==227..616(kkN)推推力角度=39..410(度)剩余下滑力传递递系数=0.8868本块滑面粘聚力力=3.0000(kPa))滑面摩擦角=25..000(度)本块总面积=311.416((m2)浸水水部分面积=0.0000(m2)本块总重==596..905(kkN)浸水部分重=0.0000(kNN)本块总附加力Px=0.0000(kN)Py=0.0000(kNN)本块地震力=7..461(kkN)有效的滑动面长长度=6..914(mm)下滑力=4493.2995(kN))滑床反力R=587.0012(kNN)滑面抗抗滑力=273.7728(kNN)粘聚力力抗滑力=20.7742(kNN)-------------------------------本块剩余下滑力力=2666.7799(kN)本块下滑力角度度=26.2669(度)第3块滑体体上块传递推力==266..779(kkN)推推力角度=26..269(度)剩余下滑力传递递系数=0.9913本块滑面粘聚力力=3.0000(kPa))滑面摩擦角=25..000(度)本块总面积=155.611((m2)浸水水部分面积=0.0000(m2)本块总重==296..609(kkN)浸水部分重=0.0000(kNN)本块总附加力Px=0.0000(kN)Py=0.0000(kNN)本块地震力=3..708(kkN)有效的滑动面长长度=4..498(mm)下滑力=3354.0996(kN))滑床反力R=326.2217(kNN)滑面抗抗滑力=152.1118(kNN)粘聚力力抗滑力=13.4494(kNN)-------------------------------本块剩余下滑力力=2226.7022(kN)本块下滑力角度度=17.0665(度)第4块滑体体上块传递推力==226..702(kkN)推推力角度=17..065(度)剩余下滑力传递递系数=0.9915本块滑面粘聚力力=3.0000(kPa))滑面摩擦角=25..000(度)本块总面积=4..269(mm2)浸水水部分面积=0.0000(m22)本块总重==81.1115(kNN)浸水部部分重=0.0000(kNN)本块总附加力Px=0.0000(kN)Py=0.0000(kNN)本块地震力=1..014(kkN)有效的滑动面长长度=2..121(mm)下滑力=2236.4336(kN))滑床反力R=115.5510(kNN)滑面抗抗滑力=53.8663(kN))粘聚力抗滑力力=6.3364(kNN)-------------------------------本块剩余下滑力力=1990.1077(kN)本块下滑力角度度=8.1300(度)抗滑动桩验算计算项目：抗滑滑桩3--------------------------------------------------------------------------------------原始条件:墙身尺寸:桩总长:122.000((m)嵌入深度:111.0000(m)截面形状:圆圆桩桩径:1.2200(m))桩间距:4..000(mm)嵌入段土层数::2桩底支承条件::铰接计算方法:MM法土层序号土层厚厚(m)重度(kN/m33)内摩擦角(度)土摩阻力(kPa)M((MN/m44)被动土土压力调整系系数17..50019.000025.00060.000100.0001..000250..00025.000030.0003350.000600.0001..000初始弹性系数AA:0.0000(MNN/m3)初始弹性系数AA1:0..000(MMN/m3))桩前滑动土层厚厚:0.0000(m))锚杆（索）参数数:锚杆道数:00锚杆号锚杆类型型竖向间距水水平刚度入射射角锚固体水水平预加筋浆浆强度(m)((MN/mm)(度)直径径(mm)力(kN)fb((kPa)物理参数:桩混凝土强度等等级:C30桩纵筋合力点到到外皮距离:35(mmm)桩纵筋级别:HRB4000桩箍筋级别:HRB3335桩箍筋间距:200(mmm)桩配筋形式:纵筋均匀配配筋场地环境:一一般地区墙后填土内摩擦擦角:35.0000(度)墙背与墙后填土土摩擦角:17.5500(度)墙后填土容重::19.0000(kNN/m3)横坡角以上填土土的土摩阻力力(kPa)):1200.00横坡角以下填土土的土摩阻力力(kPa)):1200.00坡线与滑坡推力力:坡面线段数:2折线序号水平投投影长(m)竖向投影长(m)1115.200010.50002110.60001.2550地面横坡角度::0.0000(度)墙顶标高:00.000((m)参数名称参数值值推力分布类型矩矩形桩后剩余下滑力力水平分力190.0000(kNN/m)桩前剩余抗滑力力水平分力0.0000(kNN/m)钢筋混凝土配筋筋计算依据：：《混凝土结结构设计规范范》(GB500100-20100)注意：内力计算算时，滑坡推推力、库仑土土压力分项(安全)系数=1.2200==================================================================================第1种情况况:滑坡推力作用用情况[桩身所受受推力计算]假定荷载矩形分分布:桩后:上部==760.0000(kNN/m)下部=760.0000(kNN/m)桩前:上部==0.0000(kN/mm)下部=0.0000(kN/mm)桩前分布长度==0.0000(m)(一)桩身内内力计算计算方法:mm法背侧--为挡土土侧；面侧--为非挡土侧。背侧最大弯矩==22811.107((kN-m))距离桩顶4.4222(m)面侧最大弯矩==0.0000(kN--m)距离桩顶0.0000(m)最大剪力=912.0000(kNN)距距离桩顶1..000(mm)最大位移=21(mmm)点号距顶距离弯弯矩剪力位移移土反力(m)(kNN-m)((kN)(mm))(kPa))1-0.00000.00000..000-220.87--0.000020.255028.5500-228..000-119.79--0.000030.5000114.0000-456..000-118.71--0.000040.7550256.5500-684..000-117.63--0.000051.0000456.0000-912..000-116.55--0.000061.2444678.9933-902..824-115.51-337.916671.4889897.3381-876..514-114.48-770.805581.733311107.4451-835..471-113.47-998.794491.977811305.8833-782..026-112.48-1222.0533102.222211489.7775-718..418-111.52-1440.7888112.466711657.0060-646..780-110.58-1555.2388122.711111805.9979-569..120--9.68-1665.6733132.955611935.2296-487..309--8.82-1772.3866143.200022044.2219-403..074--7.99-1775.6933153.444422132.3355-317..983--7.20-1775.9222163.688922199.6677-233..444--6.45-1773.4133173.933322246.4483-150..698--5.74-1668.5100184.177822273.3352-70..822--5.08-1661.5577194.422222281.11075..275--4.47-1552.8944204.666722270.777376..846--3.90-1442.8533214.911122243.5538143..300--3.37-1331.7522225.155622200.7715204..199--2.89-1119.8966235.400022143.7707259..246--2.44-1007.5699245.644422073.9972308..276--2.05-995.0355255.888911992.9994351..248--1.69-882.5344266.133311902.2251388..230--1.37-770.2844276.377811803.1193419..389--1.09-558.4744286.622211697.2217444..979--0.84-447.2699296.866711585.6648465..325--0.63-336.8066307.111111469.7724480..813--0.45-227.1955317.355611350.5583491..876--0.29-118.5199327.600011229.2252498..980--0.16-110.8366337.844411106.6638502..614--0.06--4.1788348.0889983.5529503..2740.021.4500358.3333860.5593501..4550.086.0655368.5778738.3373485..8910.13558.2499378.8222623.0046453..7300.16774.6488389.0667516.5550414..8440.18886.0399399.3111420.2233371..5350.19992.9233409.5556334.9911325..8600.19995.8188419.8000260.9924279..6230.18995.24334210.0444198.2206234..3850.17991.69334310.2889146.3336191..4730.15885.62774410.5333104.5597152..0080.14777.45444510.777872.0021116..9220.12667.52884611.022247.443586..9930.09556.14444711.266729.449162..8710.07443.53774811.511116.669845..1010.05229.89004911.75567.444234..1550.02115.34115012.00000.000015..221--0.00--0.0000(二)桩身配配筋计算点号距顶距离全全部纵筋箍筋筋(m)(mmm2)(mmm2)10.00006222024220.25506222024230.50006222024240.75506222024251.00006222024261.24446222024271.48896222024281.73336222024291.977871151242102.222282249242112.466792262242122.7111101175242132.9556109977242143.2000116657242153.4444122211242163.6889126636242173.9333129932242184.1778131103242194.4222131152242204.6667130087242214.9111129914242225.1556126642242235.4000122282242245.6444118843242255.8889113336242266.1333107771242276.3778101158242286.622295508242296.866788828242307.111181128242317.355674416242327.600066698242337.844462220242348.088962220242358.333362220242368.577862220242378.822262220242389.066762220242399.311162220242409.555662220242419.8000622202424210.0444622202424310.2889622202424410.5333622202424510.7778622202424611.0222622202424711.2667622202424811.5111622202424911.7556622202425012.000062220242==================================================================================第2种情况况:库仑土压力(一般情况)[土压力计计算]计算高度为1.0000(m)处的库仑主动动土压力第1破裂角：50.7224(度)Ea=5.7729Exx=5.4664Ey==1.7233(kN)作用点高度Zy=0..333(mm)(一)桩身内内力计算计算方法:mm法背侧--为挡土土侧；面侧--为非挡土侧。背侧最大弯矩==62.2295(kNN-m)距距离桩顶4..422(mm)面侧最大弯矩==0.0000(kN--m)距离桩顶0.0000(m)最大剪力=26.2227(kN))距离桩顶1.0000(m)最大位移=1(mm))点号距顶距离弯弯矩剪力位移移土反力(m))(kN--m)(kkN)(mm)((kPa)1--0.00000.00000.0000-00.58-00.00020.25500.1137-1..639--0.55--0.000030.50001.0093-6..557--0.52--0.000040.75503.6688-14..753--0.49--0.000051.00008.7742-26..227--0.46--0.000061.244415.1154-25..973--0.43--1.052271.488921.4440-25..242--0.40--1.968881.733327.4494-24..101--0.37--2.749991.977833.2223-22..613--0.35--3.4000102.222238.5549-20..839--0.32--3.9277112.466743.4411-18..840--0.30--4.3355122.711147.7760-16..670--0.27--4.6333132.955651.5561-14..381--0.25--4.8277143.200054.7790-12..021--0.22--4.9266153.444457.4437-9..633--0.20--4.9399163.688959.5500-7..258--0.18--4.8766173.933360.9986-4..929--0.16--4.7466184.177861.9910-2..678--0.14--4.5588194.422262.2295-0..529--0.13--4.3211204.666762.11691..496--0.11--4.0466214.911161.55643..380--0.10--3.7400225.155660.55165..111--0.08--3.4122235.400059.00656..679--0.07--3.0700245.644457.22518..080--0.06--2.7211255.888955.11159..313--0.05--2.3722266.133352.669810..378--0.04--2.0300276.377850.004111..280--0.03--1.6988286.622247.118312..026--0.02--1.3833296.866744.116212..624--0.02--1.0899307.111141.001113..085--0.01--0.8177317.355637.776413..421--0.01--0.5711327.600034.445013..644--0.01--0.3522337.844431.009413..768--0.00--0.1611348.088927.771913..8070.000.0011358.333324.334413..7750.000.1344368.577820.998413..3920.001.4455378.822217.779612..5750.00