桩基沉降计算
桩侧摩阻力沿桩身线性增
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
即上部结构荷载327.8
附加应力计算表 μ=0.4
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷
L
桩端阻力比α
250.174
Is
αki Ip
(1-α) ki Is
m = 1.1 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]2921.319.38614.88810.1596.5064.0842.5861.1270.5710.1970.1230.0970.0830.0640.0490.0363.3673.042.922.5142.1171.7721.4481.0780.8130.4630.3040.2170.1640.1010.0650.043
3.7062
000
2.2640880.7106160.8999280.3921960.3974160.2742240.1926180.1350240.3466080.334080.3580920.18165610.192752.781142
000
3.4972841.4636722.3920961.7808562.6861523.0595042.2599361.4339363.2511362.502782.254981.030022
30.393521.28667
即上部结构荷载327.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
25
0.174
Is
αki Ip
(1-α) ki Is
m = 1.2 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
1000212245.3955.2694.9124.3913.7873.1742.6051.6911.0841.4871.4711.4271.3591.2741.181.0830.8980.7390.93873
000
1.3178760.5522760.906540.5884680.7544641.228262
000
2.1046480.974681.7891161.4834962.441656
[1**********]0.4030.1990.1280.0960.0670.050.0370.4670.3160.2270.1710.1060.0690.046
0.5609760.3116340.1781760.4008960.349740.36540.1867027.4118783.0859362.3491441.5000163.3899042.626682.3937481.101884
26.4691717.76993
即上部结构荷载327.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
25
0.174
Is
αki Ip
(1-α) ki Is
m = 1.3 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]292.442.4152.3422.2262.0771.9071.7251.3651.0470.5210.2780.170.1180.0730.0520.0390.9040.8990.8860.8660.8380.8050.7680.6890.6080.4340.3120.2310.1760.110.0720.049
0.42456
000
0.7227960.3318180.60030.475020.7287120.7252320.4353480.236640.4927680.381060.3800160.1967946.1310640.746704
000
1.3843760.664931.2687361.1382282.0088322.8678722.3194081.5264483.4890242.72582.4978241.17374623.81193
15.7045
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
即上部结构荷载327.8
L
桩端阻力比α
25
0.174
Is
αki Ip
(1-α) ki Is
m = 1.4 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
1000211.4021.3941.371.3321.2811.220.6290.2439480.5195540.627000.622000.613000.6010.4457880.9928520.5870.212280.484862
[**************].150.9990.8450.5220.3180.2040.140.0820.0560.040.570.5320.4890.3830.2930.2260.1770.1130.0750.052
0.40020.3476520.588120.7266240.4979880.2839680.584640.428040.4092480.201845.3703360.941640.8788641.6156562.5308642.1781621.4934083.5088482.800142.60191.245608
21.7923614.24629
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 1.5 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]37370.9180.9150.9050.8890.8680.8410.810.7380.660.4690.320.220.1560.090.060.0430.4720.4710.4690.4640.4580.4510.4420.4210.3970.3310.2680.2150.1730.1140.0770.054
0.14688
000000.25920.236160.63360.600320.71680.5280.648960.4320.35520.254564.811680.39648
000000.742560.707282.000882.224323.151682.7093.778322.87282.393161.67832
22.654837.80456
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 1.6 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
1000.6540.6520.6470.3720.3710.370.10464
000.31248
00
[***********]70.6390.6290.6150.5990.5620.5190.4040.3010.2210.1640.0970.0640.0450.3680.3640.360.3550.3430.3280.2850.2410.20.1650.1130.0790.056
000
0.191680.179840.498240.517120.674240.53040.682240.46560.378880.26644.489280000.59640.576241.653121.91522.834162.523.60362.84762.455321.74048
21.054635.15831
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 1.7 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]37370.4920.4910.4890.4850.4790.4710.4620.4410.4160.3440.2730.2120.1640.1020.0680.0480.3030.3030.3020.30.2990.2960.2930.2850.2750.2470.2150.1840.1560.1110.0790.057
0.078720.25452
0000000000
0.147840.492240.141120.47880.399361.3860.440321.659840.611522.52840.50882.31840.682243.407040.48962.79720.402562.455320.284161.77156
4.1862419.5493232.66936
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
m = 1.8 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k Ip Is αki Ip(1-α) ki Is
σ
z
[***********]37370.3860.3860.3840.3820.3780.3740.3690.3560.340.2930.2440.1980.1590.1040.070.050.2530.2530.2530.2520.250.2490.2460.2410.2350.2150.1920.1680.1450.1070.0780.057
0.06176
00000
0.118080.113920.32640.375040.546560.47520.661440.49920.41440.2963.8880.21252
000000.413280.404881.18441.44482.257922.11683.16682.69642.424241.77156
18.093630.25523
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 1.9 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]37370.3130.3120.3120.310.3080.3050.3020.2930.2830.2520.2170.1820.1510.1030.0720.0520.2160.2160.2150.2140.2140.2120.2110.2070.2030.1890.1710.1530.1350.1030.0770.058
0.050080.18144
0000000000
0.096640.354480.093760.347760.271681.023120.322561.270080.486082.010960.43681.92780.628162.94840.49442.59560.426242.393160.307841.80264
3.6142416.8554428.17424
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
240.16
Is
αki Ip
(1-α) ki Is
m = 2.0 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
10.25900.25900.25900.25800.25600.25420.25220.24660.23980.218140.192150.166260.142300.101370.072370.0530.1860.04144
0.18600.18600.18600.18500.1840
0.1830.080640.180.078720.1770.229440.1670.279040.1540.430080.1390.39840.1250.590720.0980.48480.0750.426240.057
0.313763.353280.15624
000000.307440.30240.892081.122241.811041.75142.732.46962.3311.77156
15.64526.14902
降计算
表 μ=0.4
线性增长分布
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
取长期效应作用下的单桩平均附加荷载）
即上部结构荷载842.8
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 2.1 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]37370.2190.2190.2190.2180.2170.2160.2140.210.2050.190.1710.1510.1320.0980.0720.0530.1630.1630.1630.1630.1620.1610.1610.1590.1560.1480.1380.1270.1150.0930.0730.056
0.035040.13692
0000000000
0.068480.270480.06720.267120.19680.786240.24320.994560.383041.622880.36241.60020.549122.51160.47042.34360.426242.268840.313761.74048
3.1156814.5429225.83797
即上部结构荷载842.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 2.2 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
1000002260.1880.1880.1880.1880.1870.1860.1850.1820.1780.1440.1440.1440.1440.1430.1430.1420.1410.1390.03008
000000.05920.058240.170880.12096
000000.238560.236880.70056
[1**********]370.1670.1530.1380.1220.0940.0710.0540.1330.1250.1160.1070.0870.070.055
0.213760.342720.33120.507520.45120.420320.319682.90480.893761.471.46162.336882.19242.17561.7094
13.536624.05697
即上部结构荷载842.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 2.3 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]37370.1640.1640.1640.1630.1630.1620.1610.1590.1570.1480.1370.1250.1130.0890.0690.0530.1290.1290.1280.1280.1280.1280.1270.1260.1250.120.1140.1060.0990.0820.0670.054
0.026240.10836
0000000000
0.051520.213360.050880.211680.150720.630.189440.80640.306881.34064
0.31.33560.470082.162160.42722.06640.408482.082360.313761.67832
2.695212.6352822.43147
即上部结构荷载842.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 2.4 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
1000000.1440.1440.1440.1440.1430.1430.1160.1150.1150.1150.1150.1150.02304
000000.09744
00000
[**************]70.1420.1410.1390.1320.1240.1140.1040.0840.0670.0520.1140.1140.1120.1090.1040.0980.0910.0780.0640.052
0.045440.045120.133440.168960.277760.27360.432640.40320.396640.307842.507680.191520.191520.564480.732481.223041.23481.987441.96561.989121.61616
11.793620.92555
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 2.5 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]37370.1280.1280.1280.1280.1270.1270.1260.1250.1240.1190.1120.1040.0960.080.0640.0510.1040.1040.1040.1040.1040.1040.1030.1030.1020.0990.0950.090.0840.0730.0610.051
0.020480.08736
0000000000
0.040320.17304
0.040.173040.119040.514080.152320.665280.250881.11720.24961.1340.399361.834560.3841.83960.378881.895880.301921.58508
2.336811.0191218.38294
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 2.6 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
1000.1150.1150.1150.0950.0950.0950.0184
000.0798
00
[***********]70.1140.1140.1140.1130.1120.1110.1070.1020.0960.0890.0750.0620.050.0950.0950.0940.0940.0940.0930.090.0870.0830.0780.0690.0580.049
000000
0.036160.157920.035840.157920.106560.468720.136960.60480.228481.023120.23041.04580.370241.70352
0.361.73880.367041.802640.2961.52292
2.1860810.3059617.19391
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 2.7 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]37370.1030.1030.1030.1030.1030.1030.1020.1020.1010.0970.0930.0880.0820.0710.0590.0490.0870.0870.0870.0860.0860.0860.0860.0860.0850.0830.080.0770.0730.0640.0580.047
0.01648
00000
0.032640.032640.096960.124160.208320.21120.341120.34080.349280.290082.043680.07308
000000.144480.144480.42840.557760.94080.97021.594321.61281.802641.46076
9.7297216.20478
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
m = 2.8 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k Ip Is αki Ip(1-α) ki Is
σ
z
[***********]37370.0940.0940.0940.0930.0930.0930.0930.0920.0910.0890.0850.0810.0770.0670.0560.0470.080.080.080.0790.080.0790.0790.0790.0780.0760.0740.0710.0680.0610.0530.045
0.01504
00000
0.029760.029440.087360.113920.19040.19440.320320.32160.331520.278241.9120.0672
000000.132720.132720.393120.510720.870240.89461.485121.53721.647241.3986
9.0694815.11479
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 2.9 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]37370.0850.0850.0850.0850.0850.0850.0850.0840.0840.0810.0790.0750.0710.0630.0540.0460.0730.0730.0730.0730.0730.0730.0730.0730.0720.0710.0690.0660.0630.0570.050.044
0.0136
000000.02720.026880.080640.103680.17696
0.180.295360.30240.319680.272321.798720.06132
000000.122640.122640.362880.477120.811440.83161.375921.43641.5541.36752
8.5234814.20736
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
240.16
Is
αki Ip
(1-α) ki Is
m = 3.0 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
10.07800.07800.07800.07800.07800.07820.07820.07760.07780.075140.073150.07260.066300.059370.051370.0440.0680.01248
0.06800.06800.06800.06800.0680
0.0670.024960.0670.024640.0670.073920.0650.0960.0640.163520.0620.1680.0590.274560.0540.28320.0480.301920.042
0.260481.683680.05712
000000.112560.112560.337680.43680.752640.78121.288561.36081.491841.305368.03712
13.3796
桩基沉降计算
桩侧摩阻力沿桩身线性增
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
即上部结构荷载327.8
附加应力计算表 μ=0.4
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷
L
桩端阻力比α
250.174
Is
αki Ip
(1-α) ki Is
m = 1.1 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]2921.319.38614.88810.1596.5064.0842.5861.1270.5710.1970.1230.0970.0830.0640.0490.0363.3673.042.922.5142.1171.7721.4481.0780.8130.4630.3040.2170.1640.1010.0650.043
3.7062
000
2.2640880.7106160.8999280.3921960.3974160.2742240.1926180.1350240.3466080.334080.3580920.18165610.192752.781142
000
3.4972841.4636722.3920961.7808562.6861523.0595042.2599361.4339363.2511362.502782.254981.030022
30.393521.28667
即上部结构荷载327.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
25
0.174
Is
αki Ip
(1-α) ki Is
m = 1.2 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
1000212245.3955.2694.9124.3913.7873.1742.6051.6911.0841.4871.4711.4271.3591.2741.181.0830.8980.7390.93873
000
1.3178760.5522760.906540.5884680.7544641.228262
000
2.1046480.974681.7891161.4834962.441656
[1**********]0.4030.1990.1280.0960.0670.050.0370.4670.3160.2270.1710.1060.0690.046
0.5609760.3116340.1781760.4008960.349740.36540.1867027.4118783.0859362.3491441.5000163.3899042.626682.3937481.101884
26.4691717.76993
即上部结构荷载327.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
25
0.174
Is
αki Ip
(1-α) ki Is
m = 1.3 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]292.442.4152.3422.2262.0771.9071.7251.3651.0470.5210.2780.170.1180.0730.0520.0390.9040.8990.8860.8660.8380.8050.7680.6890.6080.4340.3120.2310.1760.110.0720.049
0.42456
000
0.7227960.3318180.60030.475020.7287120.7252320.4353480.236640.4927680.381060.3800160.1967946.1310640.746704
000
1.3843760.664931.2687361.1382282.0088322.8678722.3194081.5264483.4890242.72582.4978241.17374623.81193
15.7045
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
即上部结构荷载327.8
L
桩端阻力比α
25
0.174
Is
αki Ip
(1-α) ki Is
m = 1.4 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
1000211.4021.3941.371.3321.2811.220.6290.2439480.5195540.627000.622000.613000.6010.4457880.9928520.5870.212280.484862
[**************].150.9990.8450.5220.3180.2040.140.0820.0560.040.570.5320.4890.3830.2930.2260.1770.1130.0750.052
0.40020.3476520.588120.7266240.4979880.2839680.584640.428040.4092480.201845.3703360.941640.8788641.6156562.5308642.1781621.4934083.5088482.800142.60191.245608
21.7923614.24629
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 1.5 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]37370.9180.9150.9050.8890.8680.8410.810.7380.660.4690.320.220.1560.090.060.0430.4720.4710.4690.4640.4580.4510.4420.4210.3970.3310.2680.2150.1730.1140.0770.054
0.14688
000000.25920.236160.63360.600320.71680.5280.648960.4320.35520.254564.811680.39648
000000.742560.707282.000882.224323.151682.7093.778322.87282.393161.67832
22.654837.80456
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 1.6 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
1000.6540.6520.6470.3720.3710.370.10464
000.31248
00
[***********]70.6390.6290.6150.5990.5620.5190.4040.3010.2210.1640.0970.0640.0450.3680.3640.360.3550.3430.3280.2850.2410.20.1650.1130.0790.056
000
0.191680.179840.498240.517120.674240.53040.682240.46560.378880.26644.489280000.59640.576241.653121.91522.834162.523.60362.84762.455321.74048
21.054635.15831
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 1.7 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]37370.4920.4910.4890.4850.4790.4710.4620.4410.4160.3440.2730.2120.1640.1020.0680.0480.3030.3030.3020.30.2990.2960.2930.2850.2750.2470.2150.1840.1560.1110.0790.057
0.078720.25452
0000000000
0.147840.492240.141120.47880.399361.3860.440321.659840.611522.52840.50882.31840.682243.407040.48962.79720.402562.455320.284161.77156
4.1862419.5493232.66936
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
m = 1.8 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k Ip Is αki Ip(1-α) ki Is
σ
z
[***********]37370.3860.3860.3840.3820.3780.3740.3690.3560.340.2930.2440.1980.1590.1040.070.050.2530.2530.2530.2520.250.2490.2460.2410.2350.2150.1920.1680.1450.1070.0780.057
0.06176
00000
0.118080.113920.32640.375040.546560.47520.661440.49920.41440.2963.8880.21252
000000.413280.404881.18441.44482.257922.11683.16682.69642.424241.77156
18.093630.25523
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 1.9 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]37370.3130.3120.3120.310.3080.3050.3020.2930.2830.2520.2170.1820.1510.1030.0720.0520.2160.2160.2150.2140.2140.2120.2110.2070.2030.1890.1710.1530.1350.1030.0770.058
0.050080.18144
0000000000
0.096640.354480.093760.347760.271681.023120.322561.270080.486082.010960.43681.92780.628162.94840.49442.59560.426242.393160.307841.80264
3.6142416.8554428.17424
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
240.16
Is
αki Ip
(1-α) ki Is
m = 2.0 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
10.25900.25900.25900.25800.25600.25420.25220.24660.23980.218140.192150.166260.142300.101370.072370.0530.1860.04144
0.18600.18600.18600.18500.1840
0.1830.080640.180.078720.1770.229440.1670.279040.1540.430080.1390.39840.1250.590720.0980.48480.0750.426240.057
0.313763.353280.15624
000000.307440.30240.892081.122241.811041.75142.732.46962.3311.77156
15.64526.14902
降计算
表 μ=0.4
线性增长分布
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
取长期效应作用下的单桩平均附加荷载）
即上部结构荷载842.8
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 2.1 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]37370.2190.2190.2190.2180.2170.2160.2140.210.2050.190.1710.1510.1320.0980.0720.0530.1630.1630.1630.1630.1620.1610.1610.1590.1560.1480.1380.1270.1150.0930.0730.056
0.035040.13692
0000000000
0.068480.270480.06720.267120.19680.786240.24320.994560.383041.622880.36241.60020.549122.51160.47042.34360.426242.268840.313761.74048
3.1156814.5429225.83797
即上部结构荷载842.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 2.2 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
1000002260.1880.1880.1880.1880.1870.1860.1850.1820.1780.1440.1440.1440.1440.1430.1430.1420.1410.1390.03008
000000.05920.058240.170880.12096
000000.238560.236880.70056
[1**********]370.1670.1530.1380.1220.0940.0710.0540.1330.1250.1160.1070.0870.070.055
0.213760.342720.33120.507520.45120.420320.319682.90480.893761.471.46162.336882.19242.17561.7094
13.536624.05697
即上部结构荷载842.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 2.3 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]37370.1640.1640.1640.1630.1630.1620.1610.1590.1570.1480.1370.1250.1130.0890.0690.0530.1290.1290.1280.1280.1280.1280.1270.1260.1250.120.1140.1060.0990.0820.0670.054
0.026240.10836
0000000000
0.051520.213360.050880.211680.150720.630.189440.80640.306881.34064
0.31.33560.470082.162160.42722.06640.408482.082360.313761.67832
2.695212.6352822.43147
即上部结构荷载842.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 2.4 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
1000000.1440.1440.1440.1440.1430.1430.1160.1150.1150.1150.1150.1150.02304
000000.09744
00000
[**************]70.1420.1410.1390.1320.1240.1140.1040.0840.0670.0520.1140.1140.1120.1090.1040.0980.0910.0780.0640.052
0.045440.045120.133440.168960.277760.27360.432640.40320.396640.307842.507680.191520.191520.564480.732481.223041.23481.987441.96561.989121.61616
11.793620.92555
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 2.5 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]37370.1280.1280.1280.1280.1270.1270.1260.1250.1240.1190.1120.1040.0960.080.0640.0510.1040.1040.1040.1040.1040.1040.1030.1030.1020.0990.0950.090.0840.0730.0610.051
0.020480.08736
0000000000
0.040320.17304
0.040.173040.119040.514080.152320.665280.250881.11720.24961.1340.399361.834560.3841.83960.378881.895880.301921.58508
2.336811.0191218.38294
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 2.6 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
1000.1150.1150.1150.0950.0950.0950.0184
000.0798
00
[***********]70.1140.1140.1140.1130.1120.1110.1070.1020.0960.0890.0750.0620.050.0950.0950.0940.0940.0940.0930.090.0870.0830.0780.0690.0580.049
000000
0.036160.157920.035840.157920.106560.468720.136960.60480.228481.023120.23041.04580.370241.70352
0.361.73880.367041.802640.2961.52292
2.1860810.3059617.19391
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 2.7 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]37370.1030.1030.1030.1030.1030.1030.1020.1020.1010.0970.0930.0880.0820.0710.0590.0490.0870.0870.0870.0860.0860.0860.0860.0860.0850.0830.080.0770.0730.0640.0580.047
0.01648
00000
0.032640.032640.096960.124160.208320.21120.341120.34080.349280.290082.043680.07308
000000.144480.144480.42840.557760.94080.97021.594321.61281.802641.46076
9.7297216.20478
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
m = 2.8 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k Ip Is αki Ip(1-α) ki Is
σ
z
[***********]37370.0940.0940.0940.0930.0930.0930.0930.0920.0910.0890.0850.0810.0770.0670.0560.0470.080.080.080.0790.080.0790.0790.0790.0780.0760.0740.0710.0680.0610.0530.045
0.01504
00000
0.029760.029440.087360.113920.19040.19440.320320.32160.331520.278241.9120.0672
000000.132720.132720.393120.510720.870240.89461.485121.53721.647241.3986
9.0694815.11479
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
24
0.16
Is
αki Ip
(1-α) ki Is
m = 2.9 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
[***********]37370.0850.0850.0850.0850.0850.0850.0850.0840.0840.0810.0790.0750.0710.0630.0540.0460.0730.0730.0730.0730.0730.0730.0730.0730.0720.0710.0690.0660.0630.0570.050.044
0.0136
000000.02720.026880.080640.103680.17696
0.180.295360.30240.319680.272321.798720.06132
000000.122640.122640.362880.477120.811440.83161.375921.43641.5541.36752
8.5234814.20736
即上部结构荷载792.8
单桩沉降计算荷载 Q ( 取长期效应作用下的单桩平均附加荷载）
L
桩端阻力比α
240.16
Is
αki Ip
(1-α) ki Is
m = 3.0 (m = z / L ，L 为桩长 ， z 为自承台底算起的计算点的深度 )
各圆环内的桩数k
Ip
σ
z
10.07800.07800.07800.07800.07800.07820.07820.07760.07780.075140.073150.07260.066300.059370.051370.0440.0680.01248
0.06800.06800.06800.06800.0680
0.0670.024960.0670.024640.0670.073920.0650.0960.0640.163520.0620.1680.0590.274560.0540.28320.0480.301920.042
0.260481.683680.05712
000000.112560.112560.337680.43680.752640.78121.288561.36081.491841.305368.03712
13.3796