高压旋喷桩计算书

旋喷桩提升地基承载能力计算拟建xx路在xx市**区东南部，道路等级为城市次干路，道路关键性等级为二级，场地复杂程度等级为二级，岩土条件复杂程度等级为二级，综合评定岩土工程勘察等级为乙级，抗震设防类别为标准设防类（丙类）。xx路沿线地貌形式为第四系海积冲洪积平原地貌，地面高程介于4.80～6.23m之间，地形整体起伏不大，地势较平坦开阔，路面设计标高4.507～5.002m，在K0+000-K0+283.662段其下大面积分布有厚度不等淤泥质土层，钻孔揭示层厚2.10m～7.30m不等，为工程建设不良土层，如不处理，工后沉降大，此次设计采取水泥粉煤灰碎石桩对软基进行加固处理。该项目K0+000-K0+180段施工时因为两侧围墙及现实状况管线无法迁移，施工场地受限，在道路两侧无法采取水泥粉煤灰碎石桩处理范围内改用旋喷桩处理，此次设计旋喷桩桩长分别为9m、11m和12m，此次计算以9m桩长为例：路基土设计参数取值一览表层号岩土名称天然重度γ0(kN/m3)压缩模量提议值Es(MPa)变形模量提议值E0(MPa)直接快剪渗透系数土、石等级承载力基础许可值[fa0]（kPa）承载力修正系数内聚力标准值Ck(kPa)内摩擦角标准值фk(°)cm/sK1K2①杂填土18//3155E-02Ⅰ10001.0①1素填土18.64.1921.921.81.50E-03Ⅰ9001.0②粉质粘土18.44.4724.616.16.82E-06Ⅱ13001.5③淤泥质土16.92.3111.39.79.50E-07Ⅰ6501.0=4\*GB3④粉质粘土19.25.0627.217.87.17E-06Ⅱ18002.5⑤残积砂质粘性土18.65.7721.624.12.12E-04Ⅱ22002.5=6\*GB3⑥全风化花岗岩21////Ⅲ3501.02.5=7\*GB3⑦砂土状强风化花岗岩21.5////Ⅳ4501.02.5=8\*GB3⑧碎块状强风化花岗岩22////Ⅵ550//----------------------------------------------------------------------原始条件:计算目标:计算沉降、承载力和稳定路堤设计高度:1.120(m)路堤设计顶宽:30.000(m)路堤边坡坡度:1:0.000工后沉降基准期结束时间:240(月)荷载施加级数:2序号起始时间(月)终止时间(月)填土高度(m)是否作稳定计算10.0006.0000.000是26.00012.0001.120是路堤土层数:2超载个数:0层号层厚度(m)重度(kN/m3)内聚力(kPa)内摩擦角(度)10.62023.00040.00030.00020.50018.00030.00030.000地基土层数:3地下水埋深:1.000(m)钻孔数:5钻孔位置(m):0.00020.00040.00060.00080.000层号孔01层厚孔02层厚孔03层厚孔04层厚孔05层厚重度饱和重度地基承载力快剪C快剪固结快剪竖向固结系水平固结系排水层(m)(m)(m)(m)(m)(kN/m3)(kN/m3)(kPa)(kPa)(度)(度)数(cm2/s)数(cm2/s)11.0001.0001.0001.0001.00018.40020.000130.00024.60016.10016.1000.001500.00150否27.0007.0007.0007.0007.00016.90020.00065.00011.3009.70011.0000.001500.00150否310.00010.00010.00010.00010.00019.20020.000180.00027.20017.80015.0000.001500.00150否层号e(0)e(50)e(100)e(200)e(300)e(400)e(500)e(600)e(800)10.7540.6980.6640.6260.5950.5600.5000.4500.25020.7540.6980.6640.6260.5950.5600.5000.4500.25030.7540.6980.6640.6260.5950.5600.5000.4500.250砂垫层砂垫层厚度:0.500(m)砂垫层重度:21.000(kN/m3)砂垫层C:0.000(kPa)砂垫层:30.000(度)加固土桩加固土桩部署形式:等边三角形加固土桩间距:1.500(m)加固土桩长度9.000(m)加固土桩桩土应力比:3.500加固土桩直径:0.600(m)加固土桩抗剪强度:15.000(kPa)加固土桩部署起始坐标:0.000(m)加固土桩部署宽度:30.000(m)承载力计算参数:承载力验算公式:p≤γR[fa]验算点距离中线距离:0.000(m)承载力抗力系数γR:1.00复合地基计算公式:fspk=mRa/Ap+(1-m)fsk单桩承载力Ra:160.00(kN)桩间土承载力折减系数:1.00桩间土承载力提升系数:1.00承载力修正公式:[fa]=[fa0]+2(h-h0)基准深度h0:0.000(m)固结度计算参数:地基土层底面:不是排水层固结度计算采取方法:微分方程数值解法多级加荷固结度修正时荷载增量定义为“填土高*容重”填土-时间-固结度输出位置距离中线距离:0.000(m)填土-时间-固结度输出位置深度:0.000(m)沉降计算参数:地基总沉降计算方法:经验系数法主固结沉降计算方法:e-p曲线法沉降计算不考虑超载沉降修正系数:1.200沉降计算分层厚度:0.500(m)分层沉降输出点距中线距离:0.000(m)压缩层厚度判定应力比=15.000%基底压力计算方法:按多层土实际容重计算加固区主固结沉降计算方法：公路软基规范法计算时不考虑填补地基沉降引发路堤增高量工后基准期起算时间:最终一级加载(路面施工)结束时稳定计算参数:稳定计算方法:有效固结应力法稳定计算不考虑超载稳定计算考虑地震力地震烈度:7度地震作用综合系数:0.250地震作用关键性系数:1.000稳定计算目标:自动搜索最危险滑裂面条分法土条宽度:1.000(m)搜索时圆心步长:1.000(m)搜索时半径步长:0.500(m)============================================================================(一)各级加荷沉降计算第1级加荷，从0.0~6.0月加载开始时，路基计算高度=0.000(m)，沉降=0.000(m)加载结束时，路基计算高度=0.000(m)，沉降=0.000(m)第2级加荷，从6.0~12.0月加载开始时，路基计算高度=0.000(m)，沉降=0.000(m)加载结束时，路基计算高度=1.120(m)，沉降=0.033(m)============================================================================(二)路面完工时及以后沉降计算基准期开始时刻:最终一级加载(路面施工)结束时刻不考虑沉降影响，路堤实际计算高度为=1.120(m)路面完工时,地基沉降=0.033(m)路面完工后,基准期内残余沉降=0.049(m)基准期结束时,地基沉降=0.083(m)最终地基总沉降=1.200*0.085=0.102(m)路面完工时,路基横断面各点沉降(中线为原点)坐标当初沉降两点间沉降和路堤中心(m)(m)差(m)沉降差(m)-21.0000.0000.0000.033-19.5000.0000.0000.033-18.0000.0000.0000.033-16.5000.0000.0000.033-15.0000.0140.0140.019-13.5000.0260.0120.007-12.0000.0290.0030.004-10.5000.0300.0010.003-9.0000.0320.0010.002-7.5000.0320.0000.001-6.0000.0330.0010.001-4.5000.0330.0010.000-3.0000.0330.0000.000-1.5000.0330.0000.0000.0000.0330.0000.0001.5000.033-0.0000.0003.0000.033-0.0000.0004.5000.033-0.0000.0006.0000.033-0.0010.0017.5000.032-0.0010.0019.0000.032-0.0000.00210.5000.030-0.0010.00312.0000.029-0.0010.00413.5000.026-0.0030.00715.0000.014-0.0120.01916.5000.000-0.0140.03318.0000.0000.0000.03319.5000.0000.0000.03321.0000.0000.0000.033路堤完工时，因为地基沉降引发路堤填筑面积增量:(1)由各点计算沉降梯形积分方法得ΔV=0.915(m2)(2)根据《铁路路基手册》方法得Δs=0.033(m)ΔV=0.667(m2)根据《铁路路基手册》方法，路堤顶面单侧加宽量:ΔW=0.000~0.000(m)基准期结束时,路基横断面各点沉降(中线为原点)坐标当初沉降两点间沉降和路堤中心(m)(m)差(m)沉降差(m)-21.0000.0000.0000.083-19.5000.0000.0000.083-18.0000.0000.0000.083-16.5000.0000.0000.083-15.0000.0320.0320.050-13.5000.0560.0240.026-12.0000.0670.0100.016-10.5000.0710.0050.011-9.0000.0760.0050.006-7.5000.0770.0010.005-6.0000.0800.0020.003-4.5000.0820.0020.001-3.0000.0820.0000.000-1.5000.0830.0000.0000.0000.0830.0000.0001.5000.083-0.0000.0003.0000.082-0.0000.0004.5000.082-0.0000.0016.0000.080-0.0020.0037.5000.077-0.0020.0059.0000.076-0.0010.00610.5000.071-0.0050.01112.0000.067-0.0050.01613.5000.056-0.0100.02615.0000.032-0.0240.05016.5000.000-0.0320.08318.0000.0000.0000.08319.5000.0000.0000.08321.0000.0000.0000.083路基横断面各点最终沉降(中线为原点)坐标当初沉降两点间沉降和路堤中心(m)(m)差(m)沉降差(m)-21.0000.0000.0000.102-19.5000.0000.0000.102-18.0000.0000.0000.102-16.5000.0000.0000.102-15.0000.0360.0360.065-13.5000.0640.0280.038-12.0000.0780.0140.024-10.5000.0840.0060.017-9.0000.0920.0070.010-7.5000.0940.0020.008-6.0000.0970.0040.004-4.5000.1010.0030.001-3.0000.1010.0010.000-1.5000.1020.0000.0000.0000.1020.0000.0001.5000.102-0.0000.0003.0000.101-0.0000.0004.5000.101-0.0010.0016.0000.097-0.0030.0047.5000.094-0.0040.0089.0000.092-0.0020.01010.5000.084-0.0070.01712.0000.078-0.0060.02413.5000.064-0.0140.03815.0000.036-0.0280.06516.5000.000-0.0360.10218.0000.000-0.0000.10219.5000.000-0.0000.10221.0000.000-0.0000.102路面完工时,距路基中线0.000(m)处各层沉降层底深层厚自重应力(kPa)附加应力全应力(kPa)固结度层最终层目前分层主固层累计主压缩模沉降经(m)(m)(孔隙比)(kPa)(孔隙比)沉降mSc(m)沉降(m)结沉降(m)固结沉降(m)量(MPa)验系数0.5000.5004.6(0.749)22.326.9(0.724)0.90540.00630.00580.00520.00521.561.400(1.100)1.0000.50013.8(0.739)22.336.1(0.714)0.71620.00630.00480.00530.01051.551.400(1.100)1.5000.50020.9(0.731)22.343.2(0.706)0.52700.00630.00380.00530.01581.551.400(1.100)2.0000.50025.9(0.725)22.248.1(0.700)0.33780.00640.00280.00530.02111.541.400(1.100)2.5000.50030.9(0.719)22.253.1(0.696)0.25590.00600.00230.00500.02611.631.400(1.100)3.0000.50035.9(0.714)22.258.1(0.692)0.18600.00550.00180.00460.03071.791.400(1.100)3.5000.50040.9(0.708)22.263.1(0.689)0.11600.00490.00130.00410.03481.981.400(1.100)4.0000.50045.9(0.703)22.168.0(0.686)0.06260.00440.00100.00360.03842.241.400(1.100)4.5000.50050.9(0.697)22.173.0(0.682)0.04750.00390.00080.00320.04162.501.400(1.100)5.0000.50055.9(0.694)22.077.9(0.679)0.03250.00390.00080.00320.04492.491.400(1.100)5.5000.50060.9(0.691)21.982.8(0.676)0.01750.00390.00070.00320.04812.491.400(1.100)6.0000.50065.9(0.687)21.887.7(0.672)0.01130.00390.00070.00320.05132.481.400(1.100)6.5000.50070.9(0.684)21.792.6(0.669)0.00900.00390.00070.00320.05452.481.400(1.100)7.0000.50075.9(0.680)21.697.5(0.666)0.00660.00380.00070.00320.05772.471.400(1.100)7.5000.50080.9(0.677)21.4102.3(0.663)0.00450.00360.00060.00300.06082.591.394(1.094)8.0000.50085.9(0.674)21.3107.2(0.661)0.00400.00320.00060.00270.06352.891.374(1.074)8.5000.50090.9(0.670)21.1112.0(0.659)0.00360.00280.00050.00240.06583.281.348(1.048)9.0000.50095.9(0.667)20.9116.8(0.658)0.00310.00330.00060.00280.06863.801.313(1.013)9.5000.500100.9(0.664)20.8121.7(0.656)0.00280.00280.00050.00240.07104.381.262(0.962)10.0000.500105.9(0.662)20.6126.5(0.654)0.00250.00280.00050.00240.07334.371.263(0.963)10.5000.500110.9(0.660)20.4131.3(0.652)0.00220.00280.00050.00230.07574.371.263(0.963)11.0000.500115.9(0.658)20.2136.1(0.650)0.00200.00280.00050.00230.07804.361.264(0.964)11.5000.500120.9(0.656)19.9140.8(0.648)0.00170.00270.00050.00230.08024.361.264(0.964)12.0000.500125.9(0.654)19.7145.6(0.647)0.00150.00270.00050.00230.08254.351.265(0.965)12.5000.500130.9(0.652)19.5150.4(0.645)0.00120.00270.00050.00220.08484.351.265(0.965)最下面分层附加应力和自重应力之比=14.895%<=15.000%压缩模量当量值=2.460Mpa,按地基规范GB50007-表5.3.5沉降计算经验系数=1.400(1.100)============================================================================(三)填土--时间--沉降曲线输出位置，相对于路堤中线0(m)（即X=15.000(m)）时间(月)设计填土高度实际填土高度当初沉降(m)(m)(m)0.000.0000.0000.0000.600.0000.0000.0001.200.0000.0000.0001.800.0000.0000.0002.400.0000.0000.0003.000.0000.0000.0003.600.0000.0000.0004.200.0000.0000.0004.800.0000.0000.0005.400.0000.0000.0006.000.0000.0000.0006.600.1120.1120.0007.200.2240.2240.0027.800.3360.3360.0048.400.4480.4480.0079.000.5600.5600.0119.600.6720.6720.01410.200.7840.7840.01810.800.8960.8960.02311.401.0081.0080.02812.001.1201.1200.03336.001.1201.1200.05260.001.1201.1200.06084.001.1201.1200.066108.001.1201.1200.070132.001.1201.1200.073156.001.1201.1200.076180.001.1201.1200.078204.001.1201.1200.080228.001.1201.1200.081252.001.1201.1200.083============================================================================(四)填土--时间--固结度曲线输出位置，相对于路堤中线0.000(m)（即X=15.000(m)）输出深度为0.000(m)时间(月)设计填土高度固结度(m)0.000.0000.0000.600.0000.0001.200.0000.0001.800.0000.0002.400.0000.0003.000.0000.0003.600.0000.0004.200.0000.0004.800.0000.0005.400.0000.0006.000.0000.0006.600.1120.1007.200.2240.2007.800.3360.3008.400.4480.4009.000.5600.5009.600.6720.60010.200.7840.70010.800.8960.80011.401.0080.90012.001.1201.00036.001.1201.00060.001.1201.00084.001.1201.000108.001.1201.000132.001.1201.000156.001.1201.000180.001.1201.000204.001.1201.000228.001.1201.000252.001.1201.000============================================================================(五)稳定计算(1)第1级加荷,从0.0~6.0月,路基设计高度0.000(m),路基计算高度(不考虑沉降影响)0.000(m)，加载结束时稳定结果最不利滑动面:滑动圆心=(0.000000,0.000000)(m)滑动半径=0.000000(m)滑动安全系数=10001.000总下滑力=0.000(kN)总抗滑力=0.000(kN)土体部分下滑力=0.000(kN)土体部分抗滑力=0.000(kN)筋带抗滑力=0.000(kN)地震作用下滑力=0.000(kN)(2)第2级加荷,从6.0~12.0月,路基设计高度1.120(m),路基计算高度(不考虑沉降影响)1.120(m)，加载结束时稳定结果η=0.145μc=2.568μs=0.734τc=15.000(kPa)抗滑力抗滑力抗滑力土条起始x土条面土条自条上荷总重αiSinαiCosαiWoiCqiΦiUiΦgiWli下滑力WoiCosαiCiLiσliCos编号(m)积(m2)重(kN)重(kN)(kN)(度)(kN)(kPa)(度)(度)(kN)(kN)tgΦiαitgΦgi-------------------------------------------------------------------------------------------------------------1-14.400.346.190.006.19-56.07-0.830.566.1924.6016.100.808516.100.0-5.11.029.70.02-13.731.5824.060.0024.06-51.38-0.780.6224.0611.309.700.385011.000.0-18.82.617.80.03-12.752.6935.110.0035.11-46.33-0.720.6935.1111.309.700.185811.000.0-25.44.116.00.04-11.773.6244.430.0044.43-41.71-0.670.7544.4311.309.700.064111.000.0-29.65.714.80.05-10.794.4252.390.0052.39-37.40-0.610.7952.3911.309.700.039711.000.0-31.87.114.00.06-9.805.1059.230.0059.23-33.34-0.550.8459.2311.309.700.018711.000.0-32.58.513.30.07-8.825.6965.100.0065.10-29.45-0.490.8765.1011.309.700.011011.000.0-32.09.712.70.08-7.846.1970.130.0070.13-25.71-0.430.9070.1311.309.700.008611.000.0-30.410.812.30.09-6.866.6274.390.0074.39-22.08-0.380.9374.3911.309.700.006611.000.0-28.011.812.00.010-5.886.9777.960.0077.96-18.55-0.320.9577.9611.309.700.004911.000.0-24.812.611.70.011-4.907.2680.870.0080.87-15.09-0.260.9780.8711.309.700.004311.000.0-21.013.311.50.012-3.927.4983.160.0083.16-11.68-0.200.9883.1611.309.700.004111.000.0-16.813.911.30.013-2.947.6684.850.0084.85-8.31-0.140.9984.8511.309.700.004011.000.0-12.314.411.20.014-1.967.7785.970.0085.97-4.98-0.091.0085.9711.309.700.003911.000.0-7.514.611.10.015-0.987.8386.530.0086.53-1.66-0.031.0086.5311.309.700.003811.000.0-2.514.811.10.0土条起始x土条面土条自条上荷总重αiSinαiCosαiliCiΦiΦgiUiWliWoi下滑力抗滑力编号(m)积(m2)重(kN)重(kN)(kN)(度)(m)(kPa)(kN)(kN)(kN)(kN)---------------------------------------------------------------------------------转为总应力法160.008.93108.350.00108.351.661.000.030.9811.309.7011.000.0021.8386.533.1327.44转为总应力法170.988.87107.800.00107.804.981.000.090.9811.309.7011.000.0021.8385.979.3527.34转为总应力法181.968.76106.680.00106.688.310.990.140.9911.309.7011.000.0021.8384.8515.4227.16转为总应力法192.948.59104.980.00104.9811.680.980.201.0011.309.7011.000.0021.8383.1621.2526.88转为总应力法203.928.36102.690.00102.6915.090.970.261.0211.309.7011.000.0021.8380.8726.7326.51转为总应力法214.908.0799.780.0099.7818.550.950.321.0311.309.7011.000.0021.8377.9631.7426.07转为总应力法225.887.7196.220.0096.2222.080.930.381.0611.309.7011.000.0121.8374.3936.1825.56转为总应力法236.867.2991.960.0091.9625.710.900.431.0911.309.7011.000.0121.8370.1339.8924.99转为总应力法247.846.7886.930.0086.9329.450.870.491.1311.309.7011.000.0121.8365.1042.7424.39转为总应力法258.826.2081.050.0081.0533.340.840.551.1711.309.7011.000.0221.8359.2244.5423.79转为总应力法269.805.5174.210.0074.2137.400.790.611.2311.309.7011.000.0421.8352.3945.0823.23转为总应力法2710.794.7266.250.0066.2541.710.750.671.3111.309.7011.000.0621.8344.4344.0822.78转为总应力法2811.773.7956.930.0056.9346.330.690.721.4211.309.7011.000.1921.8335.1141.1822.56转为总应力法2912.752.6845.880.0045.8851.380.620.781.5711.309.7011.000.3921.8324.0635.8522.793013.731.0921.160.0021.1656.070.560.831.2124.6016.1016.100.808514.976.1917.5631.02土条起始x土条面土条自条上荷总重αiSinαiCosαiCqiΦi下滑力抗滑力抗滑力编号(m)积(m2)重(kN)重(kN)(kN)(度)(kPa)(度)(kN)WiCosαitgΦCiLi-----------------------------------------------------------------------------------------------------------3114.400.265.090.005.0959.090.860.510.0030.004.371.510.003214.700.040.710.000.7160.310.870.5040.0030.000.620.205.533314.770.071.220.001.2261.500.880.4830.0030.001.070.3417.07最不利滑动面:滑动圆心=(0.000000,8.960000)(m)滑动半径=16.959438(m)滑动安全系数=3.736总下滑力=204.073(kN)总抗滑力=762.420(kN)土体部分下滑力=142.223(kN)土体部分抗滑力=762.420(kN)筋带抗滑力=0.000(kN)地震作用下滑力=61.850(kN)============================================================================地基承载力计算1.基础底面处地基承载力计算1)基础底面处各点地基承载力计算计算点mpkfskfspkftg(m)(kPa)(kPa)(kPa)0.000.145122.3130.0193.31.0002.000.145122.3130.0193.31.0004.000.145122.3130.0193.31.0006.000.145122.3130.0193.31.0008.000.145122.3130.0193.31.00010.000.145122.3130.0193.31.00012.000.145122.3130.0193.31.00014.000.145122.3130.0193.31.00016.000.145122.3130.0193.31.00018.000.145122.3130.0193.31.00020.000.145122.3130.0193.31.00022.000.145122.3130.0193.31.00024.000.145122.3130.0193.31.00026.000.145122.3130.0193.31.00028.000.145122.3130.0193.31.00030.000.145122.3130.0193.31.0002)验算给定点基础底面处承载力计算点mpkfskfspkftg(m)(kPa)(kPa)(kPa)0.000.145122.3130.0193.31.000计算点xi=0.000m，p≤γRfa；此点承载力满足！***m--桩土面积置换率***pk--基础底部压应力(kPa)***fsk--地基土地基承载力值(kPa)***fspk--复合地基地基承载力值(kPa)***ftg--考虑固结引发地基承载力值提升系数2.地基处理深度范围内土层承载力验算计算点深度pzpczpz+pczfazftg(m)(m)(kPa)(kPa)(kPa)(kPa)0.001.0011.118.429.5156.11.0000.008.0011.0158.4169.4394.41.0002.001.0021.818.440.2156.11.0002.008.0014.4158.4172.8394.41.0004.001.0022.218.440.6156.11.0004.008.0017.1158.4175.5394.41.0006.001.0022.218.440.6156.11.0006.008.0018.9158.4177.3394.41.0008.001.0022.318.440.7156.11.0008.008.0020.0158.4178.4394.41.00010.001.0022.318.440.7156.11.00010.008.0020.7158.4179.1394.41.00012.001.0022.318.440.7156.11.00012.008.0021.0158.4179.4394.41.00014.001.0022.318.440.7156.11.00014.008.0021.2158.4179.6394.41.00016.001.0022.318.440.7156.11.00016.008.0021.2158.4179.6394.41.00018.001.0022.318.440.7156.11.00018.008.0021.0158.4179.4394.41.00020.001.0022.318.440.7156.11.00020.008.0020.7158.4179.1394.41.00022.001.0022.318.440.7156.11.00022.008.0020.0158.4178.4394.41.00024.001.0022.218.440.6156.11.00024.008.0018.9158.4177.3394.41.00026.001.0022.218.440.6156.11.00026.008.0017.1158.4175.5394.41.00028.001.0021.818.440.2156.11.00028.008.0014.4158.4172.8394.41.00030.001.0011.118.429.5156.11.00030.008.0011.0158.4169.4394.41.000验算给定点承载力计算点深度pzpczpz+pczγRfaz是否满足(m)(m)(kPa)(kPa)(kPa)(kPa)0.001.0011.118.429.5156.1满足！0.008.0011.0158.4169.4394.4满足！3.下卧土层承载力验算计算点深度pzpczpz+pczfazftg(m)(m)(kPa)(kPa)(kPa)(kPa)0.009.0011.0178.4189.4358.41.0000.0018.0010.4358.4368.8538.41.0002.009.0014.0178.4192.4358.41.0002.0018.0011.9358.4370.3538.41.0004.009.0016.6178.4195.0358.41.0004.0018.0013.2358.4371.6538.41.0006.009.0018.4178.4196.8358.41.0006.0018.0014.4358.4372.8538.41.0008.009.0019.5178.4197.9358.41.0008.0018.0015.3358.4373.7538.41.00010.009.0020.2178.4198.6358.51.00010.0018.0016.1358.4374.5538.41.00012.009.0020.7178.4199.1358.51.00012.0018.0016.5358.4374.9538.41.00014.009.0020.8178.4199.2358.51.00014.0018.0016.8358.4375.2538.41.00016.009.0020.8178.4199.2358.51.00016.0018.0016.8358.4375.2538.41.00018.009.0020.7178.4199.1358.51.00018.0018.0016.5358.4374.9538.41.00020.009.0020.2178.4198.6358.51.00020.0018.0016.1358.4374.5538.41.00022.009.0019.5178.4197.9358.41.00022.0018.0015.3358.4373.7538.41.00024.009.0018.4178.4196.8358.41.00024.0018.0014.4358.4372.8538.41.00026.009.0016.6178.4195.0358.41.00026.0018.0013.2358.4371.6538.41.00028.009.0014.0178.4192.4358.41.00028.0018.0011.9358.4370.3538.41.00030.009.0011.0178.4189.4358.41.00030.0018.0010.4358.4368.8538.41.000验算给定点下卧土层承载力计算点深度pzpczpz+pczγRfaz是否满足(m)(m)(kPa)(kPa)(kPa)(kPa)0.009.0011.0178.4189.4358.4满足！0.0018.0010.4358.4368.8538.4满足！pz--下卧层顶面处附加应力值(kPa)pcz--下卧层顶面处土自重压力值(kPa)faz--下卧层顶面处经深度修正后地基承载力值(kPa)ftg--考虑固结引发地基承载力值提升系数