中墩桩基计算

中墩桩基计算一、按照嵌岩桩计算1. 桩顶力计算1.1 荷载组合桩顶力-基础计算系统输出文档文件: E:门楼水库特大桥主桥结构计算主墩桩基计算.sdp文档描述: 主桥桩基计算任务标识: 群桩计算计算类别: 多排弹性基础计算-输入数据:h=20.600 m, lo=6.000 malfa = 0.466, m = 120000.000, Co = 15000000.000, Ao = 2.543 m*m, EA= 76340700.000 KN, EI = 10305995.000 KN-m*m外力P = 106693.000 KN, H = 4123.000 KN, M=40402.000 KN-m基底嵌入岩石层桩排信息:桩排号桩坐标桩数1-4.300320.000334.3003-承台刚度信息:承台单位竖向位移时,桩顶竖向反力合计 = 2.402e+007 KN承台单位水平位移时,桩顶水平反力合计 = 1.102e+006 KN承台单位水平位移时,桩顶反弯矩合计 = -5.407e+006 KN-m承台单位转角时, 桩柱顶反弯矩合计 = 3.322e+008 KN-m承台位移计算结果:承台竖向位移 = 0.0044 m, 水平位移 = 0.0047 m, 转角位移 = 0.0002 弧度各单桩桩顶内力及地面处的内力列表桩号X坐标NQMMoQo1-4.39577.9458.1-2037.8710.8458.120.011854.8458.1-2037.8710.8458.134.314131.6458.1-2037.8710.8458.1单桩效应输出地面处桩柱弯矩: Mo=710.8 KN-m, 剪力 Ho=458.1 KN桩柱顶弯矩: Ma = -2037.8 KN-m地面处桩柱变位: 水平位移 = 0.0016 m, 转角 = -0.0006 弧度桩柱底弯矩: Mh = -309.9 KN-m坐标位移弯矩剪力土应力0.000.0016710.8458.10.0-1.030.00101129.4315.8124.7-2.060.00061317.946.8139.8-3.090.00031240.4-186.794.8-4.120.0001974.4-310.135.2-5.15-0.0000636.3-332.3-8.2-6.18-0.0000310.5-296.8-23.2-7.21-0.000030.3-258.6-15.2-8.24-0.0000-225.2-242.4-4.0-9.270.0000-309.9-239.70.0-10.300.0000-309.9-239.70.0-11.330.0000-309.9-239.70.0-12.360.0000-309.9-239.70.0-13.390.0000-309.9-239.70.0-14.420.0000-309.9-239.70.0-15.450.0000-309.9-239.70.0-16.480.0000-309.9-239.70.0-17.510.0000-309.9-239.70.0-18.540.0000-309.9-239.70.0-19.570.0000-309.9-239.70.0-20.600.0000-309.9-239.70.0-计算成功完成1.2 荷载组合桩顶力桩号X坐标NQMMoQo1-4.311822.00.00.00.00.020.011822.00.00.00.00.034.311822.00.00.00.00.01.3 汽车荷载、人群荷载横向偏载引起的桩顶力各单桩桩顶内力及地面处的内力列表桩号X坐标NQMMoQo1-4.3-343.00.031.731.70.020.00.00.031.731.70.034.3343.00.031.731.70.0 2、桩长计算根据ZK1地质资料，将桩尖支承于深度29.80米处，嵌固于弱风化大理岩中，最大冲刷深度暂取为10米。2.1单桩容许承载力-基础计算系统输出文档文件: E:门楼水库特大桥主桥结构计算主墩桩基计算.sdp文档描述: 主桥桩基计算任务标识: 桩长计算计算类别: 单桩容许承载力-数据:桩类型:嵌岩桩桩截面周长: 5.652 m, 桩截面面积: 2.543 m*m岩石特征:抗压强度Ra = 33300.00 KPa, 桩嵌入岩石深度h=1.800 m, 系数C1=0.400, C2=0.030-计算结果:容许承载力: P= 44041.5 KN-计算成功完成2.2桩底最大轴力荷载组合桩底最大轴力N11822+343+3.14*0.92*25*（6+20.6/2）13201kNP，满足规范要求。荷载组合桩底最大轴力N14132+343+3.14*0.92*25*（6+20.6/2）15511kN= Nj = 1.34e+04 KN(满足)最小配筋面积 Agmin = 0.0 m*2 = Nj = 8.6e+03 KN(满足)最小配筋面积 Agmin = 5.09e-03 m*2 = Nj = 1.12e+04 KN(满足)最小配筋面积 Agmin = 0.0 m*2 = Nj = 8.6e+03 KN(满足)最小配筋面积 Agmin = 5.09e-03 m*2 实际配筋面积 Ag = 8.84e-03 m*2 (满足)-计算成功完成桩基强度满足要求。3.3桩基裂缝验算根据公路钢筋混凝土及预应力混凝土桥涵设计规范(JTG D62-2004)第6.4.5条：Ns8870000Nr=900mme0=230mmfcu,k=30Mpa=-173.8Mpa24Mpa，不必验算裂缝宽度。二、按照摩擦桩计算1桩顶力计算1.1 荷载组合桩顶力文档描述: 主桥桩基计算任务标识: 群桩计算(摩擦桩）计算类别: 多排弹性基础计算-输入数据:h=28.600 m, lo=6.000 malfa = 0.466, m = 120000.000, Co = 15000000.000, Ao = 58.100 m*m, EA= 76340700.000 KN, EI = 10305995.000 KN-m*m外力P = 106693.000 KN, H = 4123.000 KN, M=40402.000 KN-m基底不嵌入岩石层桩排信息:桩排号桩坐标桩数1-4.300320.000334.3003-承台刚度信息:承台单位竖向位移时,桩顶竖向反力合计 = 3.370e+007 KN承台单位水平位移时,桩顶水平反力合计 = 1.093e+006 KN承台单位水平位移时,桩顶反弯矩合计 = -5.381e+006 KN-m承台单位转角时, 桩柱顶反弯矩合计 = 4.514e+008 KN-m承台位移计算结果:承台竖向位移 = 0.0032 m, 水平位移 = 0.0045 m, 转角位移 = 0.0001 弧度各单桩桩顶内力及地面处的内力列表桩号X坐标NQMMoQo1-4.39554.9458.1-2103.9644.7458.120.011854.8458.1-2103.9644.7458.134.314154.7458.1-2103.9644.7458.1单桩效应输出地面处桩柱弯矩: Mo=644.7 KN-m, 剪力 Ho=458.1 KN桩柱顶弯矩: Ma = -2103.9 KN-m地面处桩柱变位: 水平位移 = 0.0015 m, 转角 = -0.0006 弧度桩柱底弯矩: Mh = -0.0 KN-m坐标位移弯矩剪力土应力0.000.0015644.7458.10.0-1.430.00081171.0217.7140.0-2.860.00031217.0-138.6107.2-4.290.0000868.0-312.522.4-5.72-0.0001424.2-282.3-36.5-7.15-0.0001120.2-149.4-54.7-8.58-0.00010.6-1.1-53.5-10.01-0.00010.00.0-62.3-11.44-0.00010.00.0-71.2-12.87-0.00010.00.0-80.1-14.30-0.00010.00.0-89.0-15.73-0.00010.00.0-97.9-17.16-0.00010.00.0-106.9-18.59-0.00010.00.0-115.8-20.02-0.00010.00.0-124.7-21.45-0.00010.00.0-133.6-22.88-0.00010.00.0-142.5-24.31-0.00010.00.0-151.4-25.74-0.00010.00.0-160.3-27.17-0.00010.00.0-169.2-28.60-0.00010.00.0-178.1-计算成功完成1.2 荷载组合桩顶力桩号X坐标NQMMoQo1-4.311822.00.00.00.00.020.011822.00.00.00.00.034.311822.00.00.00.00.01.3 汽车荷载、人群荷载横向偏载引起的桩顶力各单桩桩顶内力及地面处的内力列表