岩土工程勘察-用变形模量估算天然和复合地基最终沉降量

1、附录 L用变形模量估算天然和复合地基最终沉降量对筏形和箱型基础，地基最终平均沉降量可按下式估算：ns=s pbii 1（ L.0.1）E0ii 1式中s 地基最终平均沉降量（mm）；s 沉降经验系数，根据地区经验确定，对花岗岩残积土s 可取 1；p 对应于荷载效应准永久组合时的基底平均压力（kPa），地下水位下列扣除水浮力；b 基础底面宽度（m）；i、 i 1 沉降应力系数，与基础长宽比（l / b ）和基底至第 i 层和第 i1 层（岩）土底面的距离 z 有关，可按表确定；E0i 基底下第i 层土的变形模量（MPa），可通过载荷试验或地区经验确定；考虑刚性下卧层影响的修正系数，可按表确定。表

2、 L.0.1-1按 E0 估算地基沉降应力系数i2z圆形基础矩形基础 n l / b条形基础mb 2rn10b1.01.41.82.43.25.00.00.0000.0000.0000.0000.0000.0000.0000.0000.40.0670.1000.1000.1000.1000.1000.1000.1040.80.1630.2000.2000.2000.2000.2000.2000.2081.20.2620.2990.3000.3000.3000.3000.3000.3111.60.3460.3800.3940.3970.3970.3970.3970.4122.00.4110.44

3、60.4720.4820.4860.4860.4860.5112.40.4610.4990.5380.5560.5650.5670.5670.6052.80.5010.5420.5920.6180.6350.6400.6400.6873.20.5320.5770.6370.6710.6960.7070.7090.7633.60.5580.6060.6760.7170.7500.7680.7720.8314.00.5790.6300.7080.7560.7960.8020.8300.8924.40.5960.6500.7350.7890.8370.8670.8830.9494.80.6110.6

4、680.7590.8190.8730.9080.9321.0015.20.6240.6830.7800.8840.9040.9480.9771.0505.60.6350.6970.7980.8670.9330.9811.0181.0956.00.6450.7080.8140.8870.9581.0111.0561.1382476.40.6530.7190.8280.9040.9801.0311.0921.1786.80.6610.7280.8410.9201.0001.0651.1221.2157.20.6680.7360.8520.9351.0191.0881.1521.2517.60.67

5、40.7440.8630.9481.0361.1091.1801.2858.00.6790.7510.8720.9601.0511.1281.2051.3168.40.6840.7570.8810.9701.0651.1461.2291.3478.80.6890.7620.8880.9801.0781.1621.2511.3769.20.6930.7680.8960.9891.0891.1781.2721.4049.60.6970.7720.9020.9981.1001.1921.2911.43110.00.7000.7770.9081.0051.1101.2051.3091.45611.00

6、.7050.7860.9121.0221.1321.2301.3491.50612.00.7100.7940.9331.0371.1511.2571.3841.550注： 1l与b 分别为矩形基础的长度与宽度（m）；2 z 为基础底面至该层土底面的距离（ m）；3 r 为圆形基础的半径（ m）。表修正系数mzn0.5 m 11 m 22 m 33 m 5m 50 m 0.5b1.000.950.900.800.750.70L.0.2按变形模量 E0 预测沉降时，沉降计算深度zn 可按下式确定：zn(zmb)（ ）式中zn 沉降计算深度（m）；zm 与基础长宽比有关的经验值，按表确定；折减系数，

7、按表确定；调整系数，按表确定。表 L.0.2-1z m 值和折减系数l / b1234 5zm11.612.412.512.713.20.420.490.530.601.00248表 L.0.2-2调整系数土类碎石土砂土粉土黏性土、花岗岩残积土软土0.300.500.600.751.00当无相邻荷载影响，基础宽度在30m范围内时， 基础中点的地基沉降计算深度也可按下式计算：zn =b(2.50.4ln b)（ L.0.2-2）L.0.3 对扩展基础、条形基础按变形模量E0 预测地基沉降时，可按下列公式估算：snp0 i hi（ L.0.3-1）i1 E0ip0iai ( pkpc )（ L.0

8、.3-2）式中s地基最终沉降量（mm）；E0i 基底下第 i层土的变形模量 (MPa) ；hi 第 i 层土的厚度（ m）；沉降计算经验系数，对花岗岩类的土岩层可取0.8 ；对其他土层宜根据实测资料和工程经验确定；p0i 第 i 层中点处的附加压力（kPa）；pk 对应于荷载效应标准永久组合基础底面的平均压力（kPa）；pc 基础底面以上土的自重压力标准值（kPa）；a 矩形基础和条形基础均布荷载作用下中心点竖向附加应力系数，可根据表L.0.3确定， l、b 分别为基础底面的长度和宽度，zi 为基础底面至第i 层土中点的距离。表 L.0.3矩形基础和条形基础均布荷载作用下中心点竖向附加应力系数

9、 a （ Boussinesq 解）l / b2z / b1.21.41.61.82345610条形1基础01.0001.0001.0001.0001.0001.0001.0001.0001.0001.0001.0001.0000.20.9940.9950.9960.9960.9970.9970.9970.9970.9970.9970.9970.9970.40.9600.9680.9720.9740.9750.9760.9970.9970.9970.9970.9970.9970.60.8920.9100.9200.9260.9300.9320.9360.9360.9370.9370.9370.

10、9370.80.8000.8300.8480.8590.8660.8700.8780.8800.8810.8810.8810.8812491.00.7010.7400.7660.7820.7930.8000.8140.8170.8180.8180.8180.8181.20.6060.6510.6820.7030.7170.7270.7480.7530.7540.7550.7550.7551.40.5220.5690.6030.6280.6450.6580.6850.6920.6940.6950.6960.6961.60.4490.4960.5320.5580.5780.5930.6270.63

11、60.6390.6400.6420.6421.80.3880.4330.4690.4960.5170.5340.5730.5850.5900.5910.5930.5932.00.3360.3790.4140.4410.4630.4810.5250.5400.5450.5470.5490.5502.20.2930.3330.3660.3930.4160.4330.4820.4990.5050.5080.5110.5112.40.2570.2940.3250.3520.3740.3920.4430.4620.4700.4730.4770.4772.60.2260.2600.2900.3150.33

12、70.3550.4080.4290.4380.4420.4460.4472.80.2010.2320.2600.2840.3040.3220.3770.4000.4100.4140.4190.4203.00.1790.2080.2330.2560.2760.2930.3480.3730.3840.3890.3950.3963.20.1600.1870.2100.2320.2510.2670.3220.3480.3600.3660.3730.3743.40.1440.1690.1910.2110.2290.2440.2990.3260.3390.3450.3530.3543.60.1310.15

13、30.1730.1920.2090.2240.2780.3050.3190.3270.3350.3373.80.1190.1390.1580.1760.1920.2060.2590.2870.3010.3090.3180.3204.00.1080.1270.1450.1610.1760.1900.2410.2690.2850.2930.3030.3064.20.0990.1160.1330.1480.1630.1760.2250.2540.2700.2780.2900.2924.40.0910.1070.1230.1370.1500.1630.2110.2390.2550.2650.2770.

14、2804.60.0840.0990.1130.1270.1390.1510.1970.2260.2420.2520.2650.2684.80.0770.0910.1050.1180.1300.1410.1850.2130.2300.2400.2540.2585.00.0720.0850.0970.1090.1210.1310.1740.2020.2190.2290.2440.2486.00.0510.0600.0700.0780.0870.0950.1300.1550.1720.1840.2020.2087.00.0380.0450.0520.0590.0650.0720.1000.1220.

15、1390.1500.1710.1798.00.0290.0350.0400.0460.0510.0560.0790.0980.1130.1250.1470.1589.00.0230.0280.0320.0360.0410.0450.0640.0810.0940.1050.1280.14010.00.0190.0220.0260.0300.0330.0370.0530.0670.0790.0890.1120.12612.00.0130.0160.0180.0210.0230.0260.0380.0480.0580.0660.0880.10614.00.0100.0120.0130.0150.0170.0190.0280.0360.0440.0510.0700.09116.00.0070.0090.0100.0120.0130.0150.0220.0280.0340.0400.0570.07918.00.0060.0070.0080.0090.0100.0120.0170.0230.0280.0320.0470.07120.00.0050.0060.0070.0080.0090.0090.0140.0180.0230.0270.0400.06425.00.0030