单桩、排桩基础沉降计算

单桩、单排桩、疏桩基础沉降计算,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,

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,桩直径d：,1000,mm,,,,,,,土层沉降计算表格,,,,,,,,,,,,,,1,,,,2,,,,3,,,,4,,,

,桩类型：,摩擦桩,,,,,,,,,,,,,,,,,,,,,,ρ1=,0,,,ρ2=,3,,,ρ3=,0,,,ρ4=,0,,

,单桩极限承载力R：,7000,KN,,,编号,桩端底土层名称,Esi(Mpa),土层深度zi(m),土层厚度li(m),计算点深度1/2土层厚度处,土重度(KN/m3),长宽比a/b,深宽比zi/Bc,角点平均附加应力系数αi,σc,0.2σc,σzci,σzi,σzi/Es*Δzi,σzi+σzci,(σzi+σzci)/Es*Δzi,m=z/L,n1=ρ1/L,Ip1,Is1,σz1,n2=ρ2/L,Ip2,Is2,σz2,n3=ρ3/L,Ip3,Is3,σz3,n4=ρ4/L,Ip4,Is4,σz4

,荷载准永久组合桩顶的附加荷载Q：,7000,KN,,,0,0,0,0,0,0,0,1.2,4,0.1189,839.990,167.998,116.498,0.000,0.000,116.498,0.000,1.000,0.000,0.000,0.000,0.000,0.200,0.000,0.000,0.000,0.000,,,0.000,0.000,,,0.000

,桩长L：,15,m,,,1,粘土,150,0.06,0.06,0.03,21.3,1.2,4.008,0.1189,841.268,168.254,116.498,1277.975,0.511,1394.473,0.558,1.002,,139.202,4.206,1261.820,,0.056,0.690,16.155,,,,0.000,,,,0.000

,桩身混凝土弹性模量Ec：,36000,N/mm2,,,2,粘土,150,0.12,0.06,0.09,21.3,1.2,4.024,0.1188,842.546,168.509,116.400,1257.393,0.503,1373.793,0.550,1.006,,136.707,4.199,1240.758,,0.116,0.689,16.635,,,,0.000,,,,0.000

,桩身截面面积Aps：,0.785,m2,,,3,粘土,150,0.18,0.06,0.15,21.3,1.2,4.04,0.1187,843.824,168.765,116.302,1209.371,0.484,1325.673,0.530,1.010,,131.031,4.175,1192.660,,0.125,0.689,16.710,,,,0.000,,,,0.000

,L/d：,15.0,,,,4,粘土,150,0.24,0.06,0.21,21.3,1.2,4.056,0.1186,845.102,169.020,116.204,1149.316,0.460,1265.520,0.506,1.014,,123.972,4.131,1132.521,,0.135,0.689,16.794,,,,0.000,,,,0.000

,桩身压缩系数ξe：,0.667,,,,5,粘土,150,0.3,0.06,0.27,21.3,1.2,4.072,0.1180,846.380,169.276,115.616,1078.611,0.431,1194.228,0.478,1.018,,115.706,4.064,1061.747,,0.146,0.688,16.864,,,,0.000,,,,0.000

,桩身压缩Se:,2.5,mm,,,6,粘土,150,0.36,0.06,0.33,21.3,1.2,4.088,0.1180,847.658,169.532,115.616,999.810,0.400,1115.427,0.446,1.022,,106.535,3.973,982.846,,0.158,0.688,16.964,,,,0.000,,,,0.000

,,,,,,7,粘土,150,0.42,0.06,0.39,21.3,1.2,4.104,0.1165,848.936,169.787,114.147,920.761,0.368,1034.907,0.414,1.026,,97.393,3.861,903.710,,0.171,0.687,17.050,,,,0.000,,,,0.000

,水平影响范围内的基桩数m：,2,,,,8,粘土,150,0.6,0.18,0.51,21.3,1.2,4.136,0.1155,852.770,170.554,113.167,772.211,0.927,885.378,1.062,1.034,,80.368,3.591,754.941,,0.200,0.686,17.271,,,,0.000,,,,0.000

,承台效应系数：,0.15,,,,9,粘土,150,0.9,0.3,0.75,21.3,1.2,4.2,0.1147,859.160,171.832,112.383,542.974,1.086,655.357,1.311,1.050,,54.411,3.048,525.134,,0.276,0.683,17.839,,,,0.000,,,,0.000

,承台底地基承载力特征值fak:,1633,Kpa,,,10,粘土,150,1.2,0.3,1.05,21.3,1.2,4.28,0.1130,865.550,173.110,110.717,355.277,0.711,465.994,0.932,1.070,,33.498,2.461,336.586,,0.394,0.677,18.691,,,,0.000,,,,0.000

,承台底均布压力Pck：,245,Kpa,,,11,粘土,150,1.5,0.3,1.35,21.3,1.2,4.36,0.1117,871.940,174.388,109.444,250.186,0.500,359.630,0.719,1.090,,22.028,2.023,230.535,,0.533,0.668,19.651,,,,0.000,,,,0.000

,承台长度L：,9,m,,,12,粘土,150,1.8,0.3,1.65,21.3,1.2,4.44,0.1100,878.330,175.666,107.778,188.387,0.377,296.165,0.592,1.110,,15.410,1.702,167.794,,0.678,0.656,20.593,,,,0.000,,,,0.000

,承台宽度B：,7.5,m,,,13,粘土,150,2.1,0.3,1.95,21.3,1.2,4.52,0.1090,884.720,176.944,106.798,149.489,0.299,256.287,0.513,1.130,,11.330,1.462,128.156,,0.807,0.641,21.333,,,,0.000,,,,0.000

,极限总端阻力：,1885,Mpa,,,14,粘土,150,2.4,0.3,2.25,21.3,1.2,4.6,0.1070,891.110,178.222,104.839,123.490,0.247,228.328,0.457,1.150,,8.663,1.277,101.607,,0.916,0.625,21.882,,,,0.000,,,,0.000

,总桩端阻力与桩顶荷载之比α：,0.27,,,,15,粘土,150,2.7,0.3,2.55,21.3,1.2,4.68,0.1050,897.500,179.500,102.879,105.100,0.210,207.979,0.416,1.170,,6.832,1.132,82.971,,0.997,0.606,22.129,,,,0.000,,,,0.000

,沉降计算经验系数ψ：,1.00,,,,16,粘土,150,3,0.3,2.85,21.3,1.2,4.76,0.1036,903.890,180.778,101.507,91.472,0.183,192.979,0.386,1.190,,5.524,1.015,69.353,,1.050,0.586,22.118,,,,0.000,,,,0.000

,后注浆等修正系数：,1,,,,17,粘土,18,4.5,1.5,3.75,21.3,1.2,5,0.1003,935.840,187.168,98.274,69.240,5.770,167.514,13.959,1.250,,3.632,0.799,48.592,,1.040,0.525,20.648,,,,0.000,,,,0.000

,,,,,,18,粘土,18,6,1.5,5.25,21.3,1.2,5.4,0.0943,967.790,193.558,92.395,45.095,3.758,137.490,11.458,1.350,,1.808,0.552,27.696,,0.910,0.430,17.399,,,,0.000,,,,0.000

1、承台底地基土不分担荷载的桩基,,,,,,19,,,,,,,,,,,,,,,,,,,,,,,,,0.000,,,,0.000,,,,0.000

,,,,,,20,,,,,,,,,,,,,,,,,,,,,,,,,0.000,,,,0.000,,,,0.000

,由基桩引起的沉降Sp：,17.2,mm,,,sum,,,,,,,,,,,193.558,,,17.225,137.490,35.286,,,,,10249.429,,,,336.729,,,,0.000,,,,0.000

,总沉降S：,19.7,mm,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,

,,,,,,附加应力,σz+σzc:,137.49,Mpa,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,

2、承台底地基土分担荷载的复合桩基,,,,,,自重应力,0.2σc:,1