边坡防护计算

-51-xxx高速xxx连接线延伸段公路工程K23+800～K23+950段右侧滑坡工程处治设计抗滑桩计算书一、计算依据《公路路基设计规范》（JTGD30-2015）；《建筑施工计算手册》（汪正荣编著，中国建筑工业出版社，2001版，简称手册）；《建筑边坡工程技术规范》（GB50330-2013）；《混凝土结构设计规范》(GB50010-2010),本文简称《混凝土规范》《建筑结构荷载规范》(GB50009-2012),本文简称《荷载规范》《建筑抗震设计规范》(GB50011-2010),本文简称《抗震规范》《建筑桩基技术规范》(JGJ94-2008),本文简称《桩基规范》《建筑基坑支护技术规程》JGJ120-2012二、原状边坡分析滑坡推力采用传递系数法，采用理正岩土计算软件6.5PB2版进行原状边坡分析，分析过程及结果如下：1、计算过程计算项目：滑坡推力计算(K5+730～K5+970段滑坡)1-1＇剖面=====================================================================原始条件:分析方法 =KT法滑动体重度 =23.500(kN/m3)滑动体饱和重度 =23.500(kN/m3)安全系数 =1.100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:12,起始点标高422.470(m)段号投影Dx(m)投影Dy(m)附加力数13.0802.250024.1101.0700310.03010.2400410.7704.080058.2504.690064.7402.150074.1001.600087.7502.880097.8604.8300105.9101.3500117.550-1.1400128.150-4.9800水面线段数:1,起始点标高400.530(m)段号投影Dx(m)投影Dy(m)10.0000.000滑动面线段数:7,起始点标高412.930(m)段号投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)17.6903.86027.50020.600215.3206.30027.50020.60039.2007.35027.50020.60049.2203.28027.50020.600519.1908.95027.50020.60069.3903.85027.50020.600712.2804.98027.50020.600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=1.068本块滑面粘聚力=27.500(kPa)滑面摩擦角=20.600(度)本块总面积=72.659(m2)浸水部分面积=0.000(m2)本块总重=1707.480(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=13.247(m)下滑力=705.857(kN)滑床反力R=1582.316(kN)滑面抗滑力=594.753(kN)粘聚力抗滑力=364.298(kN)本块剩余下滑力=-253.194(kN)本块下滑力角度=22.074(度)第2块滑体上块传递推力=0.000(kN)推力角度=22.074(度)剩余下滑力传递系数=1.001本块滑面粘聚力=27.500(kPa)滑面摩擦角=20.600(度)本块总面积=117.248(m2)浸水部分面积=0.000(m2)本块总重=2755.320(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=10.149(m)下滑力=1149.789(kN)滑床反力R=2549.356(kN)滑面抗滑力=958.240(kN)粘聚力抗滑力=279.087(kN)本块剩余下滑力=-87.538(kN)本块下滑力角度=22.294(度)第3块滑体上块传递推力=0.000(kN)推力角度=22.294(度)剩余下滑力传递系数=1.017本块滑面粘聚力=27.500(kPa)滑面摩擦角=20.600(度)本块总面积=248.354(m2)浸水部分面积=0.000(m2)本块总重=5836.312(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=21.174(m)下滑力=2713.573(kN)滑床反力R=5289.331(kN)滑面抗滑力=1988.129(kN)粘聚力抗滑力=582.298(kN)本块剩余下滑力=143.145(kN)本块下滑力角度=25.004(度)第4块滑体上块传递推力=143.145(kN)推力角度=25.004(度)剩余下滑力传递系数=0.960本块滑面粘聚力=27.500(kPa)滑面摩擦角=20.600(度)本块总面积=118.765(m2)浸水部分面积=0.000(m2)本块总重=2790.973(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=9.786(m)下滑力=1171.503(kN)滑床反力R=2643.059(kN)滑面抗滑力=993.461(kN)粘聚力抗滑力=269.116(kN)本块剩余下滑力=-91.074(kN)本块下滑力角度=19.583(度)第5块滑体上块传递推力=0.000(kN)推力角度=19.583(度)剩余下滑力传递系数=1.068本块滑面粘聚力=27.500(kPa)滑面摩擦角=20.600(度)本块总面积=123.139(m2)浸水部分面积=0.000(m2)本块总重=2893.757(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=11.776(m)下滑力=1986.839(kN)滑床反力R=2260.843(kN)滑面抗滑力=849.795(kN)粘聚力抗滑力=323.826(kN)本块剩余下滑力=813.217(kN)本块下滑力角度=38.622(度)第6块滑体上块传递推力=813.217(kN)推力角度=38.622(度)剩余下滑力传递系数=0.855本块滑面粘聚力=27.500(kPa)滑面摩擦角=20.600(度)本块总面积=206.488(m2)浸水部分面积=0.000(m2)本块总重=4852.470(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=16.565(m)下滑力=2810.723(kN)滑床反力R=4715.628(kN)滑面抗滑力=1772.488(kN)粘聚力抗滑力=455.532(kN)本块剩余下滑力=582.703(kN)本块下滑力角度=22.354(度)第7块滑体上块传递推力=582.703(kN)推力角度=22.354(度)剩余下滑力传递系数=1.025本块滑面粘聚力=27.500(kPa)滑面摩擦角=20.600(度)本块总面积=75.220(m2)浸水部分面积=0.000(m2)本块总重=1767.671(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=8.604(m)下滑力=1453.352(kN)滑床反力R=1536.123(kN)滑面抗滑力=577.391(kN)粘聚力抗滑力=236.621(kN)本块剩余下滑力=639.341(kN)本块下滑力角度=26.654(度)计算项目：滑坡推力计算(K5+730～K5+970段滑坡)2-2＇剖面=====================================================================原始条件:分析方法 =KT法滑动体重度 =23.500(kN/m3)滑动体饱和重度 =23.500(kN/m3)安全系数 =1.100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:14,起始点标高423.420(m)段号投影Dx(m)投影Dy(m)附加力数111.1609.550023.8801.460032.9901.990046.9401.820056.4002.860063.2100.640072.9301.900084.7200.970098.9006.2800102.2600.6000116.8004.9300123.3501.00001310.580-0.8200147.650-5.7600水面线段数:1,起始点标高400.530(m)段号投影Dx(m)投影Dy(m)10.0000.000滑动面线段数:8,起始点标高409.630(m)段号投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)113.8306.91027.50020.60027.1103.85027.50020.60037.3704.97027.50020.600410.6205.07027.50020.600514.3807.26027.50020.6006112.27005.4470277.50020.600078.43003.8820277.50020.600087.76003.8850277.50020.6000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=11.063本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=337.6811(m2)浸水部部分面积==0.0000(m2))本块总重=8885.5077(kN)浸水部部分重=0.0000(kN)本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=8.6663(m))下滑力=4332.9111(kN)滑床反力RR=7933.244((kN)滑滑面抗滑力=2988.161((kN)粘粘聚力抗滑力力=2388.221((kN)本块剩余下滑力=-1003.4711(kN)本块下滑力角度=226.3888(度)第2块滑体上块传递推力==0.0000(kN))推力力角度=26..388(度度)剩余下滑力传递系系数=00.986本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=1100.0223(m2))浸水水部分面积=0.0000(m22)本块总重=23350.5444(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=9.2255(m))下滑力=10067.1991(kN))滑床反力RR=21440.9866(kN)滑面抗滑力力=8004.7444(kN)粘聚力抗滑滑力=2554.5166(kN)本块剩余下滑力=7.9932(kNN)本块下滑力角度=224.3777(度)第3块滑体上块传递推力==7.9332(kN))推力力角度=24..377(度度)剩余下滑力传递系系数=00.998本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=1182.6554(m2))浸水水部分面积=0.0000(m22)本块总重=42292.3778(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=13..434(mm)下滑力=19930.4551(kN))滑床反力RR=39220.4944(kN)滑面抗滑力力=14473.6117(kN))粘聚力抗抗滑力=3369.4336(kN))本块剩余下滑力=87..398(kkN)本块下滑力角度=224.0277(度)第4块滑体上块传递推力==87.3398(kNN)推推力角度=244.027((度)剩余下滑力传递系系数=11.017本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=1192.8557(m2))浸水水部分面积=0.0000(m22)本块总重=45532.1330(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=16..109(mm)下滑力=23334.1224(kN))滑床反力RR=40441.5433(kN)滑面抗滑力力=15519.1116(kN))粘聚力抗抗滑力=4442.9991(kN))本块剩余下滑力=3722.017((kN)本块下滑力角度=226.7888(度)第5块滑体上块传递推力==372..017(kkN)推力角度=266.788((度)剩余下滑力传递系系数=00.991本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=1147.6444(m2))浸水水部分面积=0.0000(m22)本块总重=34469.6444(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=11..768(mm)下滑力=20016.2112(kN))滑床反力RR=31339.3633(kN)滑面抗滑力力=11180.0009(kN))粘聚力抗抗滑力=3323.6224(kN))本块剩余下滑力=5122.579((kN)本块下滑力角度=225.5200(度)第6块滑体上块传递推力==512..579(kkN)推力角度=255.520((度)剩余下滑力传递系系数=11.044本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=1113.6003(m2))浸水水部分面积=0.0000(m22)本块总重=26669.6668(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=8.8889(m))下滑力=21148.8772(kN))滑床反力RR=21337.8777(kN)滑面抗滑力力=8003.5755(kN)粘聚力抗滑滑力=2444.4533(kN)本块剩余下滑力=11000.8444(kN)本块下滑力角度=333.9944(度)第7块滑体上块传递推力==11000.844((kN)推力角度度=33.9994(度)剩余下滑力传递系系数=00.959本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=1123.1112(m2))浸水水部分面积=0.0000(m22)本块总重=28893.1229(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=8.0085(m))下滑力=26611.0330(kN))滑床反力RR=26550.7299(kN)滑面抗滑力力=9996.3444(kN)粘聚力抗滑滑力=2222.3500(kN)本块剩余下滑力=13992.3366(kN)本块下滑力角度=228.4355(度)第8块滑体上块传递推力==13922.336((kN)推力角度度=28.4335(度)剩余下滑力传递系系数=00.987本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=2223.0662(m2))浸水水部分面积=0.0000(m22)本块总重=52241.9554(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=15..460(mm)下滑力=39968.7990(kN))滑床反力RR=47335.0633(kN)滑面抗滑力力=17779.7993(kN))粘聚力抗抗滑力=4425.1555(kN))本块剩余下滑力=17663.8422(kN)本块下滑力角度=226.5488(度)计算项目：滑坡推推力计算(K5+7330～K5+9770段滑坡)33-3＇剖面面==================================================================================原始条件:分析方法 =KT法滑动体重度 ==23.5500(kNN/m3)滑动体饱和重度 =23..500(kkN/m3))安全系数 =1.1000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不考虑地震力坡面线段数:77,起始点点标高4116.4900(m)段号投影Dx(mm)投影Dy(mm)附加力力数1221.610020.88300027.03000.22800039.18002.6640004116.970010.33200052.17000.2230006110.35008.5590007552.54004.558000水面线段数:11,起始点点标高4000.5300(m)段号投影Dx(mm)投影Dy(mm)10.00000.0000滑动面线段数:8,起始始点标高4408.1220(m)段号投影Dx(mm)投影Dy(mm)粘聚聚力(kPa)摩擦角(度)13.89002.0060277.50020.60002114.360010.2250277.50020.60003115.87006.3390277.50020.60004118.97007.4430277.50020.60005111.54006.0070277.50020.60006113.78005.7780277.50020.60007117.21007.2210277.50020.60008224.240010.6670277.50020.6000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=11.067本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=1103.2447(m2))浸水水部分面积=0.0000(m22)本块总重=24426.3006(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=26..425(mm)下滑力=10075.2555(kN))滑床反力RR=22220.6866(kN)滑面抗滑力力=8334.7011(kN)粘聚力抗滑滑力=7226.6933(kN)本块剩余下滑力=-4886.1399(kN)本块下滑力角度=223.7588(度)第2块滑体上块传递推力==0.0000(kN))推力力角度=23..758(度度)剩余下滑力传递系系数=00.993本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=1196.0669(m2))浸水水部分面积=0.0000(m22)本块总重=46607.6113(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=18..659(mm)下滑力=19958.4336(kN))滑床反力RR=42449.7399(kN)滑面抗滑力力=15597.3772(kN))粘聚力抗抗滑力=5513.1330(kN))本块剩余下滑力=-1552.0666(kN)本块下滑力角度=222.7311(度)第3块滑体上块传递推力==0.0000(kN))推力力角度=22..731(度度)剩余下滑力传递系系数=11.000本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=2225.2112(m2))浸水水部分面积=0.0000(m22)本块总重=52292.4887(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=14..943(mm)下滑力=22251.8448(kN))滑床反力RR=48880.5399(kN)滑面抗滑力力=18834.4774(kN))粘聚力抗抗滑力=4410.9336(kN))本块剩余下滑力=6.4438(kNN)本块下滑力角度=222.7566(度)第4块滑体上块传递推力==6.4338(kN))推力力角度=22..756(度度)剩余下滑力传递系系数=11.029本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=1178.7441(m2))浸水水部分面积=0.0000(m22)本块总重=42200.4113(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=13..039(mm)下滑力=21157.3552(kN))滑床反力RR=37116.9511(kN)滑面抗滑力力=13397.1110(kN))粘聚力抗抗滑力=3358.5774(kN))本块剩余下滑力=4011.668((kN)本块下滑力角度=227.7444(度)第5块滑体上块传递推力==401..668(kkN)推力角度=277.744((度)剩余下滑力传递系系数=00.952本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=2253.0335(m2))浸水水部分面积=0.0000(m22)本块总重=59946.3224(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=20..373(mm)下滑力=27784.6557(kN))滑床反力RR=55881.2455(kN)滑面抗滑力力=20097.8552(kN))粘聚力抗抗滑力=5560.2662(kN))本块剩余下滑力=1266.543((kN)本块下滑力角度=221.3899(度)第6块滑体上块传递推力==126..543(kkN)推力角度=211.389((度)剩余下滑力传递系系数=11.004本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=2218.7335(m2))浸水水部分面积=0.0000(m22)本块总重=51140.2771(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=17..108(mm)下滑力=22238.4552(kN))滑床反力RR=47667.0588(kN)滑面抗滑力力=17791.8119(kN))粘聚力抗抗滑力=4470.4774(kN))本块剩余下滑力=-233.842((kN)本块下滑力角度=221.9322(度)第7块滑体上块传递推力==0.0000(kN))推力力角度=21..932(度度)剩余下滑力传递系系数=11.060本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=1170.2444(m2))浸水水部分面积=0.0000(m22)本块总重=40000.7336(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=17..643(mm)下滑力=25556.7339(kN))滑床反力RR=32556.2999(kN)滑面抗滑力力=12223.9662(kN))粘聚力抗抗滑力=4485.1880(kN))本块剩余下滑力=8477.597((kN)本块下滑力角度=335.5199(度)第8块滑体上块传递推力==847..597(kkN)推力角度=355.519((度)剩余下滑力传递系系数=00.941本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=335.8466(m2)浸水部部分面积==0.0000(m2))本块总重=8442.3711(kN)浸水部部分重=0.0000(kN)本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=4.4402(m))下滑力=12273.7667(kN))滑床反力RR=8566.747((kN)滑滑面抗滑力=3222.030((kN)粘粘聚力抗滑力力=1211.049((kN)本块剩余下滑力=8300.688((kN)本块下滑力角度=227.9044(度)2、结果分析通过以上对1-11’、2-2’、3-3’原状剖面的计计算分析，三三个剖面均处处于不稳定状状态，其中最最不利剖面为为2-2’剖面，最后后滑块剩余下下滑力为17763.8442kN，下下滑力较大，需需先对边坡进进行部分卸载载，减小抗滑滑桩工程规模模。3、卸载后边坡分析对最不利原状2--2’剖面进行卸载载后边坡分析析，分析计算算结果如下：：计算项目：滑坡推推力计算(K5+7330～K5+9770段滑坡)2((计算用)22-2＇剖面面==================================================================================原始条件:分析方法 =KT法滑动体重度 ==23.5500(kNN/m3)滑动体饱和重度 =23..500(kkN/m3))安全系数 =1.1000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不考虑地震力坡面线段数:111,起始始点标高4423.4220(m)段号投影Dx(mm)投影Dy(mm)附加力力数12.00000.0000002112.00008.00000032.00000.0000004114.00008.00000052.00000.0000006116.00008.00000072.00000.0000008116.00008.00000092.00000.000000105.26602..6300116.7220-5..0600水面线段数:11,起始点点标高4000.5300(m)段号投影Dx(mm)投影Dy(mm)10.00000.0000滑动面线段数:8,起始始点标高4412.6990(m)段号投影Dx(mm)投影Dy(mm)粘聚聚力(kPa)摩擦角(度)1112.03006.0010277.50020.600027.11003.8850277.50020.600037.37004.9970277.50020.60004110.62005.0070277.50020.60005114.38007.2260277.50020.60006112.27005.4470277.50020.600078.43003.8820277.50020.600087.77003.8850277.50020.6000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=11.063本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=336.9966(m2)浸水部部分面积==0.0000(m2))本块总重=8669.4077(kN)浸水部部分重=0.0000(kN)本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=8.6672(m))下滑力=4224.6011(kN)滑床反力RR=7799.020((kN)滑滑面抗滑力=2922.814((kN)粘粘聚力抗滑力力=2388.466((kN)本块剩余下滑力=-1006.6800(kN)本块下滑力角度=226.3588(度)第2块滑体上块传递推力==0.0000(kN))推力力角度=26..358(度度)剩余下滑力传递系系数=00.986本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=772.2400(m2)浸水部部分面积==0.0000(m2))本块总重=16697.6550(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=9.2255(m))下滑力=7770.7655(kN)滑床反力RR=15446.2999(kN)滑面抗滑力力=5881.2166(kN)粘聚力抗滑滑力=2554.5166(kN)本块剩余下滑力=-644.967((kN)本块下滑力角度=224.3777(度)第3块滑体上块传递推力==0.0000(kN))推力力角度=24..377(度度)剩余下滑力传递系系数=00.998本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=1106.2227(m2))浸水水部分面积=0.0000(m22)本块总重=24496.3338(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=13..434(mm)下滑力=11118.0889(kN))滑床反力RR=22880.0322(kN)滑面抗滑力力=8557.0088(kN)粘聚力抗滑滑力=3669.4366(kN)本块剩余下滑力=-1008.3555(kN)本块下滑力角度=224.0277(度)第4块滑体上块传递推力==0.0000(kN))推力力角度=24..027(度度)剩余下滑力传递系系数=11.017本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=1132.0887(m2))浸水水部分面积=0.0000(m22)本块总重=31104.0336(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=16..109(mm)下滑力=15538.8442(kN))滑床反力RR=27770.9177(kN)滑面抗滑力力=10041.5119(kN))粘聚力抗抗滑力=4442.9991(kN))本块剩余下滑力=54..332(kkN)本块下滑力角度=226.7888(度)第5块滑体上块传递推力==54.3332(kNN)推推力角度=266.788((度)剩余下滑力传递系系数=00.991本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=1102.5555(m2))浸水水部分面积=0.0000(m22)本块总重=24410.0551(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=11..768(mm)下滑力=11196.4557(kN))滑床反力RR=21776.1188(kN)滑面抗滑力力=8117.9499(kN)粘聚力抗滑滑力=3223.6244(kN)本块剩余下滑力=54..883(kkN)本块下滑力角度=225.5200(度)第6块滑体上块传递推力==54.8883(kNN)推推力角度=255.520((度)剩余下滑力传递系系数=11.044本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=775.8000(m2)浸水部部分面积==0.0000(m2))本块总重=17781.3008(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=8.8889(m))下滑力=11149.8118(kN))滑床反力RR=14668.7899(kN)滑面抗滑力力=5552.0811(kN)粘聚力抗滑滑力=2444.4533(kN)本块剩余下滑力=3533.284((kN)本块下滑力角度=333.9944(度)第7块滑体上块传递推力==353..284(kkN)推力角度=333.994((度)剩余下滑力传递系系数=00.959本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=778.2766(m2)浸水部部分面积==0.0000(m2))本块总重=18839.4882(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=8.0085(m))下滑力=13315.1006(kN))滑床反力RR=16551.7833(kN)滑面抗滑力力=6220.8644(kN)粘聚力抗滑滑力=2222.3500(kN)本块剩余下滑力=4711.892((kN)本块下滑力角度=228.4355(度)第8块滑体上块传递推力==471..892(kkN)推力角度=288.435((度)剩余下滑力传递系系数=00.987本块滑面粘聚力=227.5000(kPa))滑面摩摩擦角=20.6000(度)本块总面积=1126.4665(m2))浸水水部分面积=0.0000(m22)本块总重=29971.9338(kN))浸水水部分重==0.0000(kN))本块总附加力Px=0.0000(kN)Py=0.0000(kNN)有效的滑动面长度度=13..448(mm)下滑力=19932.6663(kN))滑床反力RR=26774.1800(kN)滑面抗滑力力=10005.1558(kN))粘聚力抗抗滑力=3369.8112(kN))本块剩余下滑力=5577.693((kN)本块下滑力角度=226.5466(度)三、桩板式抗滑挡土墙墙计算计算项目：桩板式式抗滑挡土墙墙(K5+7330～K5+9770段滑坡)原始条件:墙身尺寸:桩总长:20..000(mm)嵌入深度:8..000(mm)截面形状:方桩桩桩宽:1.4000(m)桩高:1.8000(m)桩间距:4.0000(m))挡土板的类型数::1板类型号板厚(mm)板宽(m)板块数110..40000.50024嵌入段土层数:1桩底支承条件:铰接计算方法:K法法土层序号土层厚((m)重度(kN/m33)K(MN//m3)11200.00025..000250..000初始弹性系数A::0.0000(MN//m3)初始弹性系数A11:0.0000(MNN/m3)桩顶锚索水平刚度度:0.0000(MNN/m)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:100(mmm)桩纵筋级别:HHRB4000桩箍筋级别:HHRB4000桩箍筋间距:2200(mmm)板混凝土强度等级级:C300板纵筋合力点到外外皮距离:50(mmm)板纵筋级别:HHRB4000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)坡线与滑坡推力::坡面线段数:111折线序号水平投影影长(m)竖向投影影长(m)112.00000.00002212.00008.0000332.00000.00004414.00008.0000552.00000.00006616.00008.0000772.00000.00008816.00008.0000992.00000.00001005.26602.66301116.7220-5.0060地面横坡角度:25.0000(度)墙顶标高:0..000(mm)参数名称参数值推力分布类型矩形形墙后剩余下滑力水水平分力498..900(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=1166.3000(kN//m)下部部=166..300(kkN/m)(一)桩身内力计算算计算方法:K法背侧——为挡土侧侧；面侧———为非挡土侧侧。背侧最大弯矩==152000.4311(kN-mm)距离桩桩顶12..800(mm)面侧最大弯矩==0.0000(kN--m)距离离桩顶0..000(mm)最大剪力=22718.6626(kNN)距距离桩顶115.6000(m)桩顶位移=668(mm))点号距顶距离弯矩矩剪力位移土土反力(m)(kN-mm)(kNN)((mm)(kkPa)1-0.00000..00000.000-688-0.000020.440015..965-799.824-655-0.000030.880063..859-1599.648-633-0.000041.2200143..683-2399.472-611-0.000051.6600255..437-3199.296-588-0.000062.0000399..120-3999.120-566-0.000072.4400574..733-4788.944-544-0.000082.8800782..275-5588.768-511-0.000093.22001021..747-6388.592-499-0.00001103.66001293..149-7188.416-477-0.00001114.00001596..480-7988.240-444-0.00001124.44001931..741-8788.064-422-0.00001134.88002298..932-9577.888-400-0.00001145.22002698..052-10377.712-388-0.00001155.66003129..101-11177.536-355-0.00001166.00003592..080-11977.360-333-0.00001176.44004086..989-12777.184-311-0.00001186.88004613..828-13577.008-299-0.00001197.22005172..596-14366.832-277-0.00002207.66005763..293-15166.656-255-0.00002218.00006385..920-15966.480-233-0.00002228.44007040..478-16766.304-211-0.00002238.88007726..964-17566.128-199-0.00002249.22008445..379-18355.952-177-0.00002259.66009195..727-19155.776-155-0.000022610.00009978..001-19955.600-133-0.000022710.4400110792..207-20755.424-122-0.000022810.8800111638..341-21555.248-100-0.000022911.2200112516..403-22355.072-99-0.000033011.6600113426..398-23144.896-77-0.000033112.0000114368..321-23944.720-66-7777.055133212.4400115027..821-10400.138-55-12267.944733312.8800115200..431533.796-44-10011.088133413.2200114984..7849155.377-33-7783.877733513.6600114468..12915722.888-22-5585.933933614.0000113726..47420533.953-22-4416.288033714.4400112824..96823855.031-11-2273.466733814.8800111818..44825911.056-11-1155.755233915.2200110752..12226955.182-00--61.177744015.66009662..30227188.6260012.333544116.00008577..22126800.5880066.911144216.44007517..83325988.229001104.677044316.88006498..63924866.699111127.688444417.22005528..47123599.196111137.944844517.66004611..28022277.048111137.366044618.00003746..83420999.812111127.711844718.44002931..43219855.362001110.711844818.88002158..54618899.9970087.966044919.22001419..43218188.5150060.966055019.6600703..73117744.2920031.177255120.00000..0008799.665-00-0.0000(二)桩身配筋计算算点号距顶距离面侧侧纵筋背侧纵纵筋箍筋(m)(mm22)((mm2)(mmm2)1-0.0000550405040267720.4400550405040267730.8800550405040267741.2200550405040267751.6600550405040267762.0000550405040267772.4400550405040267782.8800550405040267793.220055040504026771103.660055040504026771114.000055040504026771124.440055040504026771134.880055040504026771145.220055040504026771155.660055040541026771166.000055040617326771176.440055040699526771186.880055040787826771197.220055040882426772207.660055040983526772218.00005504011091326772228.44005504011206126772238.88005504011328126772249.22005504011457726772259.660055040115952267722610.000055040117410267722710.440055040118955267722810.880055040220593267722911.220055040