某基桩承载力高应变检测报告

PAGE第9页共42页国家建筑工程质量监督检验中心检验报告TESTREPORTOFCHINANATIONALCENTERFORQUALITYSUPERVISIONANDTESTOFCONSTRUCTIONENGINEERING报告编号（No.ofReport）：BETC-DJ2-2002-383共11页第1页(PagePAGE1of11)一、工程及检测概况工程名称工程地点张家委托单位瓦司建设单位瓦限公司勘察单位设计单位胜宝施工单位张家港监理单位上海协有限公公司结构型式框架设计桩型PHC预应力管管桩；φ400mmm，H=23..0m总桩数165根桩端岩土粉砂设计承载力特征值1200kN施工日期2008.8..6~20088.8.12检测标准《建筑基桩检测测技术规范范》JGJ1006-20003检测目的检测基桩竖向抗抗压承载力力和桩身完完整性检测方法高应变(波形拟拟合法)检测日期2008.100.21检测桩数9根砼龄期大于30抽检类型由建设和监理单单位指定测测试数量及及检测桩位位。备注二、工程地质概况：场地工程地质概况如下：（业主未提供，参考附近场地）土层编号土层名称层厚（m）地基设计参数（kPa）桩基设计参数（kPa）psfakqpkqsik1-1杂填土1.01-2素填土0.81.3980151-3浜填土0.4-1.222-1粉质粘土0.80.7170152-2淤泥质粉质粘土土1.0-1.880.5655153粉细砂37.06.121104500503-1粉质粘土夹粉细细砂0.6-3.002.147045三、测试原理、仪器与系统构成（简要说明）（一）测试过程：将２支加速度传感器和２支应变式力传感器分别对称安装在距桩顶2D的桩侧表面，锤自由下落锤击桩顶，瞬时冲击产生的加速度和力信号通过放大和A/D转换，变成数字信号传给检测主机，信号通过软件处理（故障诊断、双边平均、加速度积分及CASE法计算等）后存入磁盘，同时显示实测波形。（二）分析方法：将存储在计算机磁盘上的原始信号回放，利用FEIPWAPC软件进行波形拟合分析。具体做法是：先假设桩－土模型及其参数，以实测速度信号作为边界条件输入，利用特征线法求解波动方程，反算桩顶的力，如果计算的力曲线与实测的力波形（以及锤击数）不符合，则继续调整桩－土模型及参数，再进行拟合计算，直至计算的力曲线与实测力曲线的吻合程度不能进一步改善为止，最终给出桩的极限承载力、桩身剖面、荷载－沉降曲线及土阻力沿桩的分布图。（三）测试设备：设备组成检测主机传感器锤击系统加速度1加速度2力1力2名称BETC-C66KD100ILLCYB-YB--F1KAA2T组合锤编号070512080917Q945P347检定状态已检定正常使用已检定正常使用已检定正常使用已检定正常使用已检定正常使用正常使用（四）系统构成：四、检测桩施工记录及桩位示意图检测桩施工记录沉桩桩号桩径桩长压力读数沉桩日期备注13#Φ40023.018.02008-8--0626#Φ40023.019.02008-8--0638#Φ40023.019.02008-8--0757#Φ40023.018.02008-8--0784#Φ40023.018.02008-8--09107#Φ40023.018.02008-8--10134#Φ40023.019.02008-8--11140#Φ40023.018.02008-8--11150#Φ40023.018.02008-8--11五、检测成果汇总表及分析意见(一)成果汇总表桩号桩长（m）土阻力实测极限承载力(kN)桩身完整性描述述质量分类13#23.0Φ400完整桩26#23.0Φ400完整桩38#23.0Φ400完整桩57#23.0Φ400完整桩84#23.0Φ400基本完整桩A107#23.0Φ400完整桩134#23.0Φ400完整桩140#23.0Φ400完整桩150#23.0Φ400基本完整桩A(二)分析意见(包括缺陷桩的分析过程、结论性意见等)1、经测试，57#、150#桩完整性系数β为0.80，桩身完整性分类为类桩。其余测试桩完整性系数β为1.0，桩身完整性分类为=1\*ROMANI类桩。2、实测及拟合波形、桩顶与桩尖荷载－沉降曲线、桩身剖面、土阻力分布、拟合分析数据等附后。3、拟合选用组合锤，锤落距为1.2m左右，偏心程度小，时程曲线最终归零的信号进行分析。所测单桩竖向极限承载力实测值见成果汇总表。4、由上分析，测试桩桩身完整，质量分类为=1\*ROMANI或=2\*ROMANII类，承载力达到设计要求。六、附件（1）桩的分类定义解释（共1页，第5页）（2）测试桩位示意图（见附后23）（3）实测、拟合曲线及分析数据（共18页，第6-22页）附件1桩身完整性分类定义解释桩身完整性类别可采用实测曲线拟合法判定；对于等截面桩，可按桩身完整性系数β并结合经验判定。Ⅰ类桩:桩身完整；桩身完整性系数β=1.0。Ⅱ类桩:桩身有轻微缺陷，不会影响桩身结构承载力的正常发挥;0.8≤β<1.0。Ⅲ类桩:桩身有明显缺陷，对桩身结构承载力有影响;0.6≤β<0.8。Ⅳ类桩:桩身存在严重缺陷;β<0.6。桩号:13桩号:13#FoundationEng.Institute(CABR)PileWaveAnalysisProgrambyCharacteristicsFEIPWAPCTM图13#桩实测、拟合、模拟Q~s曲线、桩身剖面及土阻力分布表13#桩FEIPWAPC程序桩土参数表试验日期:2008/10/21试验地点:张家港市保税区长江路桩号:13＃每米锤击数:500(实测),5416(计算);拟合质量MQ（速度拟合力）：4.49FEIPWAPC计算出的动测土阻力:1490.0kN=1210.0kN(桩侧)+280.0kN(桩尖)已发挥的总阻力:1490.0kN计算沉降：6.46mm（桩顶），1.11mm（桩尖）****单元土参数表****单元号测点下深度(m)深度(m)Quake(mm)单元阻力(kN)土阻力总和(kN)硬化系数单元桩侧阻力kPaCase土阻尼粘滞kN/m/sSmith1/m/s11.01.01.3531.01459.00.0024.670.023121.200.68422.02.01.3532.41426.60.0025.780.024124.860.76733.03.01.3523.71402.90.0018.860.017616.210.68444.04.01.3555.11347.80.0043.850.041041.910.76155.05.01.3556.51291.30.0044.960.042038.630.68466.06.01.3557.91233.40.0046.080.033530.790.53277.07.01.3549.31184.10.0039.230.028526.220.53288.08.01.3550.61133.50.0040.270.020919.220.38099.09.01.3552.01081.50.0041.380.021519.750.3801010.010.01.0553.41028.10.0042.490.022120.290.3801111.011.01.0544.8983.30.0035.650.018517.020.3801212.012.01.0546.1937.20.0036.690.00767.000.1521313.013.01.0547.5889.70.0037.800.00797.220.1521414.014.01.4568.9820.80.0054.830.011410.470.1521515.015.01.1060.3760.50.0047.990.01009.160.1521616.016.01.1071.7688.80.0057.060.011910.890.1521717.017.01.1073.0615.80.0058.090.030227.730.3801818.018.01.1064.4551.40.0051.250.021319.570.3041919.019.00.4065.8485.60.0052.360.016315.000.2282020.020.00.3067.2418.40.0053.480.020518.890.2812121.021.00.3068.5349.90.0054.510.017015.610.2282222.022.00.3069.9280.00.0055.620.017315.930.228QUAKES(mm))Case阻尼Smith阻尼尼(1/m//s)阻力(kN)桩侧平均1.0755.0桩侧总和0.468.571210.0桩尖0.500.200.66280.0桩侧+桩尖1490.0桩尖延伸量:0.00桩号:26#桩号:26#FoundationEng.Institute(CABR)PileWaveAnalysisProgrambyCharacteristicsFEIPWAPCTM图26#桩实测、拟合、模拟Q~s曲线、桩身剖面及土阻力分布第8页共42页表26#桩FEIPWAPC程序桩土参数表试验日期:2008/10/21试验地点:张家港市保税区长江路桩号:26＃每米锤击数:500(实测),1178(计算);拟合质量MQ（速度拟合力）：2.98FEIPWAPC计算出的动测土阻力:1257.5kN=1058.5kN(桩侧)+199.0kN(桩尖)已发挥的总阻力:1257.5kN计算沉降：7.94mm（桩顶），3.31mm（桩尖）****单元土参数表****单元号测点下深度(m)深度(m)Quake(mm)单元阻力(kN)土阻力总和(kN)硬化系数单元桩侧阻力kPaCase土阻尼粘滞kN/m/sSmith1/m/s11.01.81.2537.71219.80.0029.730.017816.370.43422.02.81.2538.91180.90.0030.680.022022.740.58533.03.81.2520.01160.90.0015.770.013212.160.60844.04.81.2521.21139.80.0016.700.014014.450.68255.05.81.2522.41117.40.0017.630.016915.530.69566.16.91.2532.01085.40.0025.240.024222.230.69577.17.92.2533.21052.20.0026.180.015714.420.43488.18.92.2535.81016.40.0028.230.016915.550.43499.19.92.2547.0969.40.0037.060.00756.940.1481010.110.92.2548.2921.20.0038.010.00777.120.1481111.111.92.2549.4871.80.0038.960.00797.290.1481212.112.92.2550.5821.30.0039.820.017716.230.3211313.113.92.2551.6769.70.0040.690.018016.580.3211414.114.92.2559.7710.00.0047.080.015214.000.2341515.115.92.2560.9649.10.0048.030.015514.280.2341616.116.92.2562.1587.00.0048.970.015814.560.2341717.218.03.2563.2523.80.0049.840.016114.820.2341818.219.03.2564.3459.50.0050.710.022520.660.3211919.220.03.2565.5394.00.0051.650.029126.740.4082020.221.03.2566.7327.30.0052.600.025223.170.3472121.222.02.4567.8259.50.0053.470.025623.550.3472222.223.02.4560.5199.00.0047.710.022921.020.347QUAKES(mm))Case阻尼Smith阻尼尼(1/m//s)阻力(kN)桩侧平均2.1848.1桩侧总和0.398.361058.5桩尖3.000.502.31199.0桩侧+桩尖1257.5桩尖延伸量:0.00桩号:38#桩号:38#FoundationEng.Institute(CABR)PileWaveAnalysisProgrambyCharacteristicsFEIPWAPCTM图38#桩实测、拟合、模拟Q~s曲线、桩身剖面及土阻力分布表38#桩FEIPWAPC程序桩土参数表试验日期:2008/10/21试验地点:张家港市保税区长江路桩号:38＃每米锤击数:500(实测),4538(计算);拟合质量MQ（速度拟合力）：3.67FEIPWAPC计算出的动测土阻力:1200.0kN=1040.0kN(桩侧)+160.0kN(桩尖)已发挥的总阻力:1200.0kN计算沉降：5.88mm（桩顶），1.76mm（桩尖）****单元土参数表****单元号测点下深度(m)深度(m)Quake(mm)单元阻力(kN)土阻力总和(kN)硬化系数单元桩侧阻力kPaCase土阻尼粘滞kN/m/sSmith1/m/s11.02.02.1331.01169.00.0024.670.00898.220.26522.03.02.1332.41136.60.0025.780.00938.590.26533.04.02.1343.71092.90.0034.780.037834.770.79644.05.02.1345.11047.80.0035.890.039035.880.79655.06.02.1346.51001.30.0037.000.040236.990.79666.07.02.1347.9953.40.0038.120.036833.870.70777.08.02.1339.3914.10.0031.270.011310.420.26588.09.02.1340.6873.50.0032.310.011710.770.26599.010.01.5342.0831.50.0033.420.012111.140.2651010.011.01.5343.4788.10.0034.540.012511.510.2651111.012.01.5344.8743.30.0035.650.00433.960.0881212.013.01.5346.1697.20.0036.690.00444.070.0881313.014.01.5347.5649.70.0037.800.00464.200.0881414.015.01.5348.9600.80.0038.910.00474.320.0881515.016.01.5350.3550.50.0040.030.00484.450.0881616.017.01.5351.7498.80.0041.140.00504.570.0881717.018.01.5053.0445.80.0042.180.00514.680.0881818.019.01.1354.4391.40.0043.290.00524.810.0881919.020.01.1355.8335.60.0044.400.00544.930.0882020.021.01.1357.2278.40.0045.520.00555.060.0882121.022.01.1358.5219.90.0046.550.00565.170.0882222.023.01.1359.9160.00.0047.670.00585.290.088QUAKES(mm))Case阻尼Smith阻尼尼(1/m//s)阻力(kN)桩侧平均1.6547.3桩侧总和0.285.751040.0桩尖1.130.402.30160.0桩侧+桩尖1200.0桩尖延伸量:0.00桩号:57#桩号:57#FoundationEng.Institute(CABR)PileWaveAnalysisProgrambyCharacteristicsFEIPWAPCTM图57#桩实测、拟合、模拟Q~s曲线、桩身剖面及土阻力分布表57#桩FEIPWAPC程序桩土参数表试验日期:2008/10/21试验地点:张家港市保税区长江路桩号:57＃每米锤击数:500(实测),2654(计算);拟合质量MQ（速度拟合力）：5.27FEIPWAPC计算出的动测土阻力:1270.0kN=1070.0kN(桩侧)+200.0kN(桩尖)已发挥的总阻力:1270.0kN计算沉降：6.74mm（桩顶），2.46mm（桩尖）****单元土参数表****单元号测点下深度(m)深度(m)Quake(mm)单元阻力(kN)土阻力总和(kN)硬化系数单元桩侧阻力kPaCase土阻尼粘滞kN/m/sSmith1/m/s11.01.82.5031.01239.00.0024.450.00585.850.18922.02.82.5022.41216.60.0017.660.00212.110.09433.03.82.5023.71192.90.0018.690.019920.130.84944.04.82.0025.11167.80.0019.790.021121.310.84955.05.81.0056.51111.30.0044.560.042242.650.75566.16.91.0057.91053.40.0045.660.043343.700.75577.17.91.0059.3994.10.0046.760.044344.760.75588.18.91.5030.6963.50.0024.130.00868.660.28399.19.91.5032.0931.50.0025.240.00909.060.2831010.110.92.5033.4898.10.0026.340.00949.450.2831111.111.92.5034.8863.30.0027.440.00989.850.2831212.112.92.5046.1817.20.0036.350.00868.700.1891313.113.92.5047.5769.70.0037.460.00898.960.1891414.114.92.5048.9720.80.0038.560.00919.220.1891515.115.92.5060.3660.50.0047.550.016917.060.2831616.116.92.5061.7598.80.0048.660.017317.460.2831717.218.02.5063.0535.80.0049.680.011811.880.1891818.219.02.5064.4471.40.0050.790.012012.150.1891919.220.02.5065.8405.60.0051.890.018418.620.2832020.221.02.5067.2338.40.0052.990.018819.010.2832121.222.02.0068.5269.90.0054.020.032032.320.4722222.223.02.0069.9200.00.0055.120.032732.980.472QUAKES(mm))Case阻尼Smith阻尼尼(1/m//s)阻力(kN)桩侧平均2.1448.6桩侧总和0.408.401070.0桩尖1.900.502.52200.0桩侧+桩尖1270.0桩尖延伸量:0..00桩号:84#桩号:84#FoundattionEng..Insstituute(CCABR))PilleWaaveAAnalyysisProggrambyCCharaacterristiicsFEIPWAPPCTM图84#桩实测测、拟合、模模拟Q~s曲线、桩桩身剖面及及土阻力分分布表84#桩FFEIPWWAPC程序桩土土参数表试验日期:20008/110/211试验地点:张家港市市保税区长长江路桩号:84＃每米锤击数:5000(实测),22822(计算);拟合质量MQ（速度拟拟合力）：：4.577FEIPWAPPC计算出的的动测土阻阻力:11489..0kN=12200.00kN(桩侧)+289..0kN((桩尖)已发挥的总阻力力:14889.0kkN计算沉降降：7.116mm（桩桩顶），11.85mmm（桩尖尖）*****单元土参数表*****单元号测点下深度(m)深度(m)Quake(mm)单元阻力(kN)土阻力总和(kN)硬化系数单元桩侧阻力kPaCase土阻尼粘滞kN/m/sSmith1/m/s11.02.01.1031.01458.00.0024.670.033630.870.99622.03.01.8022.41435.60.0017.830.026126.961.20333.04.01.8023.71411.90.0018.860.027728.521.20344.05.01.0055.11356.80.0043.850.041337.990.68955.06.01.0066.51290.30.0052.920.044340.760.61366.07.01.0067.91222.40.0054.030.045341.610.61377.08.01.0059.31163.10.0047.190.039536.340.61388.09.01.5050.61112.50.0040.270.029527.130.53699.010.01.5052.01070.50.0041.380.030327.890.5361010.011.01.5053.41007.10.0042.490.031228.640.5361111.012.01.5054.8952.30.0043.610.018316.790.3061212.013.01.5046.1906.20.0036.690.015414.130.3061313.014.01.5047.5858.70.0037.800.015814.560.3061414.015.01.5048.9809.80.0038.910.016314.980.3061515.016.01.5060.3749.50.0047.990.020118.480.3061616.017.01.5061.7687.80.0049.100.020618.910.3061717.018.01.5063.0624.80.0050.130.021019.310.3061818.019.01.5064.4560.40.0051.250.021519.730.3061919.020.01.5065.8494.60.0052.360.021920.160.3062020.021.01.5067.2427.40.0053.480.022420.590.3062121.022.01.5068.5358.90.0054.510.022820.990.3062222.023.01.3069.9289.00.0055.620.017516.060.230QUAKES(mm))Case阻尼Smith阻尼尼(1/m//s)阻力(kN)桩侧平均1.4154.5桩侧总和0.5811.141200.0桩尖1.500.601.91289.0桩侧+桩尖1489.0桩尖延伸量:0..00桩号:107#桩号:107#FoundattionEng..Insstituute(CCABR))PilleWaaveAAnalyysisProggrambyCCharaacterristiicsFEIPWAPPCTM图107#桩实测测、拟合、模模拟Q~s曲线、桩桩身剖面及及土阻力分分布表107#桩桩FEIPPWAPCC程序桩土土参数表试验日期:20008/110/211试验地点:张家港市市保税区长长江路桩号:107＃每米锤击数:5000(实测),2447772(计算);拟合质量MQ（速度拟拟合力）：：4.555FEIPWAPPC计算出的的动测土阻阻力:11430..6kN=11180.66kN(桩侧)+250..0kN((桩尖)已发挥的总阻力力:14330.6kkN计算沉降降：6.227mm（桩桩顶），11.10mmm（桩尖尖）*****单元土参数表*****单元号测点下深度(m)深度(m)Quake(mm)单元阻力(kN)土阻力总和(kN)硬化系数单元桩侧阻力kPaCase土阻尼粘滞kN/m/sSmith1/m/s11.02.01.5031.61399.00.0025.140.024122.140.70122.03.01.5022.81376.20.0018.170.017416.000.70133.04.01.5044.21332.00.0035.170.033730.980.70144.05.01.5055.61276.40.0044.240.042438.960.70155.06.01.5047.61228.80.0037.880.036333.360.70166.07.01.5049.01179.80.0038.990.033230.520.62377.08.01.5040.41139.40.0032.150.017115.730.38988.09.01.5051.21088.20.0040.740.021719.930.38999.010.01.5052.61035.60.0041.860.017816.380.3111010.011.01.2054.0981.60.0042.970.032029.430.5451111.012.01.2055.5926.10.0044.170.018817.290.3111212.013.01.2047.0879.10.0037.400.015914.640.3111313.014.01.2048.4830.70.0038.520.016415.070.3111414.015.01.2049.8780.80.0039.660.025323.280.4671515.016.01.2061.5719.30.0048.930.031228.730.4671616.017.01.1062.9656.50.0050.040.032029.380.4671717.018.01.1064.2592.20.0051.100.032630.000.4671818.019.01.1065.6526.60.0052.230.033430.670.4671919.020.01.1067.1459.50.0053.370.045441.780.6232020.021.00.6068.5391.10.0054.500.046442.660.6232121.022.00.6069.8321.20.0055.560.047343.490.6232222.023.00.7071.2250.00.0056.690.048344.380.623QUAKES(mm))Case阻尼Smith阻尼尼(1/m//s)阻力(kN)桩侧平均1.2353.7桩侧总和0.6711.521180.6桩尖0.700.602.21250.0桩侧+桩尖1430.6桩尖延伸量:0..00桩号:134#桩号:134#FoundattionEng..Insstituute(CCABR))PilleWaaveAAnalyysisProggrambyCCharaacterristiicsFEIPWAPPCTM图134#桩实实测、拟合合、模拟QQ~s曲线、桩桩身剖面及及土阻力分分布表134#桩桩FEIPPWAPCC程序桩土土参数表试验日期:20008/110/211试验地点:张家港市市保税区长长江路桩号:134＃每米锤击数:5000(实测),46722(计算);拟合质量MQ（速度拟拟合力）：：3.788FEIPWAPPC计算出的的动测土阻阻力:11474..5kN=12244.55kN(桩侧)+230..0kN((桩尖)已发挥的总阻力力:14774.5kkN计算沉降降：6.660mm（桩桩顶），11.32mmm（桩尖尖）*****单元土参数表*****单元号测点下深度(m)深度(m)Quake(mm)单元阻力(kN)土阻力总和(kN)硬化系数单元桩侧阻力kPaCase土阻尼粘滞kN/m/sSmith1/m/s11.02.01.2031.61442.90.0025.140.022821.000.66522.03.01.2022.81420.10.0018.170.016517.030.74633.04.01.6024.21395.90.0019.220.017518.020.74644.05.01.6025.61370.30.0020.360.018519.080.74655.06.01.6047.61322.70.0037.880.034431.640.66566.07.01.2059.01263.70.0046.950.037934.870.59177.08.01.3050.41213.30.0040.110.012111.170.22288.09.01.5051.21162.10.0040.740.012311.350.22299.010.01.5052.61109.50.0041.860.012711.660.2221010.011.01.2054.01055.50.0042.970.030427.920.5171111.012.01.0055.51000.00.0044.170.017816.400.2951212.013.01.0057.0943.00.0045.360.018316.840.2951313.014.01.0068.4874.60.0054.430.022020.210.2951414.015.01.0069.8804.80.0055.540.033730.940.4431515.016.01.0071.5733.30.0056.900.034531.690.4431616.017.01.0076.9656.40.0061.190.037134.080.4431717.018.01.0074.2582.20.0059.050.035832.890.4431818.019.01.0075.6506.60.0060.160.036433.510.4431919.020.01.0067.1439.50.0053.400.032429.740.4432020.021.01.0068.5371.10.0054.500.038535.410.5172121.022.01.0069.8301.20.0055.560.033730.940.4432222.023.01.0071.2230.00.0056.690.034331.570.443QUAKES(mm))Case阻尼Smith阻尼尼(1/m//s)阻力(kN)桩侧平均1.1856.6桩侧总和0.5910.291244.5桩尖1.000.401.60230.0桩侧+桩尖1474.5桩尖延伸量:0..00桩号:140#桩号:140#FoundattionEng..Insstituute(CCABR))PilleWaaveAAnalyysisProggrambyCCharaacterristiicsFEIPWAPPCTM图140#桩实实测、拟合合、模拟QQ~s曲线、桩桩身剖面及及土阻力分分布表140#桩桩FEIPPWAPCC程序桩土土参数表试验日期:20008/110/211试验地点:张家港市市保税区长长江路桩号:140＃每米锤击数:5000(实测),25044(计算);拟合质量MQ（速度拟拟合力）：：4.833FEIPWAPPC计算出的的动测土阻阻力:11231..9kN=10037.99kN(桩侧)+194..0kN((桩尖)已发挥的总阻力力:12331.9kkN计算沉降降：6.335mm（桩桩顶），11.84mmm（桩尖尖）*****单元土参数表*****单元号测点下深度(m)深度(m)Quake(mm)单元阻力(kN)土阻力总和(kN)硬化系数单元桩侧阻力kPaCase土阻尼粘滞kN/m/sSmith1/m/s11.02.01.7530.11201.80.0023.930.00585.330.17722.03.01.7521.71180.10.0017.290.00211.920.08933.04.01.7523.01157.10.0018.290.019918.330.79744.05.01.4024.31132.80.0019.370.021119.410.79755.06.00.7054.81078.00.0043.610.042238.830.70966.07.00.7056.21021.80.0044.690.043339.800.70977.08.00.7057.5964.30.0045.770.044340.760.70988.09.01.0529.7934.60.0023.630.00867.890.26699.010.01.0531.0903.60.0024.700.00908.250.2661010.011.01.7532.4871.20.0025.780.00948.610.2661111.012.01.7533.8837.40.0026.860.00988.970.2661212.013.01.7544.7792.70.0035.580.00867.920.1771313.014.01.9546.1746.60.0036.670.00898.160.1771414.015.01.9547.4699.20.0037.750.00918.400.1771515.016.01.9558.5640.70.0046.550.016915.540.2661616.017.01.9559.8580.80.0047.630.017315.900.2661717.018.01.9561.1519.70.0048.630.011810.830.1771818.019.01.9562.5457.30.0049.710.012011.070.1771919.020.01.9563.8393.40.0050.790.018416.960.2662020.021.01.1565.2328.20.0051.870.018817.320.2662121.022.01.1566.4261.80.0052.880.019217.660.2662222.023.01.1567.8194.00.0053.960.019618.020.266QUAKES(mm))Case阻尼Smith阻尼尼(1/m//s)阻力(kN)桩侧平均1.5147.2桩侧总和0.387.531037.9桩尖1.150.401.90194.0桩侧+桩尖1231.9桩尖延伸量:0..00桩号: