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1、附录A地基静载荷试验A.0.1地基土静载荷试验技术要求应符合现行国家标准岩土工程勘察规范GB50021的规定。且应采用慢速维持荷载法。A.0.2静载荷试验应布置在有代表性的地点，每栋建筑物不应少于3点，当场地内岩土体不均时，应适当增加试验点数。A.0.3岩石地基应采用圆形刚性承压板，直径为0.3m；天然土质地基承压板面积不应小于0.25m对于软土不应小于0.511人工地基应按需检验土层的厚度确定，且不应小于LOn?,对于夯实地基，不宜小于20;单桩复合地基应按一根桩承担的处理面积确定，多桩复合地基按实际桩数所承担的处理面积确定。A.0.4试验主要影响深度宜取压板直径的2.0倍，当地基评价深度超
2、过影响深度时，应调整压板尺寸或试验深度。当试验土层厚度小于影响深度，试验结果应考虑下卧层的影响。A.0.5当符合下列条件之一时，可终止试验：1承压板周边的土出现明显侧向挤出，周边岩土出现明显隆起或径向裂隙持续发展；2本级荷载的沉降量大于前级沉降量的5倍，荷载与沉降曲线出现明显陡降；3在某级荷载下24h沉降速率不能达到相对稳定标准；4总沉降量与压板宽度（或直径）之比大于等于0.06。A.0.6承载力特征值的确定应符合下列规定：1当p-s曲线上有比例界限时，取该比例界限所对应的荷载值；2对于土基当极限荷载小于比例界限的荷载值的2倍时，取极限荷载值的一半；对于岩基取极限荷载值的三分之一值和比例界限荷
3、载值两者的小值;极限荷载值为符合终止试验条件的前一级荷载值；3当不能按上述两款要求确定时，可取sb=O.OlO.OI5所对应的荷载值，但其值不应大于最大加载量的一半；4取各点试验实测值的平均值作为该土层的地基承载力特征值。当实测值的极差超过平均值的30%,应分析差异原因，增加检测点数，结合工程经验按本规范式（4.6.3-1）确定试验岩土层的特征值。A.0.7浅层平板载荷试验变形模量可按式（A.0.7-1）计算，深层平板载荷试验和螺旋板载荷试验可按式（A.0.72）计算。E0=Z0（l-z2）-（A.0.7-1）sE0=-（A.0.7-2）s式中：心一地基土变形模量（MPa）；/（）刚性承压板形
4、状系数，圆形取0.785；方形取0.886；一土的泊松比（碎石土取0.27,砂土取0.30,粉土取0.35,粉质黏土取0.38,黏土取0.42）；4一承压板直径或边长（m）；一比例界限压力（kPa）,当pS曲线无直线段时，取极限荷载的一半;$一与对应的沉降（mm）；3与试验深度和土类有关的系数，可按表A.0.7选用；表A.0.7计算系数d!z碎石土砂土粉土粉质黏土黏土0.300.4770.4890.4910.5150.5240.250.4690.4800.4820.5060.5140.200.4600.4710.4740.4970.5050.150.4440.4540.4570.4790.48
5、70.100.4350.4460.4480.4700.4780.050.4270.4370.4390.4610.4680.010.4180.4290.4310.4520.459注：Iz为承压板直径和承压板底面深度之比。A.0.8地基竖向实测基床系数按式（A.0.8-1）计算，并应按式（A.0.8-2）修正为基准基床系数：/Cvi=pls（A.0.8-1）(A.0.8-2)式中：KVi实测基床系数（kN/m3）；院一基准基床系数；人一实际使用承压板面积（m?）;附录B标准贯入试验、重型动力触探锤击数修正B.0.1当采用标准贯入试验、重型圆锥动力触探试验时，当杆长大于3m时，锤击数应按下式修正：M
6、n(N)=Q町5(M)(B.0.1)式中：635一修正后的动力触探击数；N一修正后的标准贯入试验；Ct修正系数。按表B.0.1取值；3.5实测动力触探锤击数；N一实测标准贯入试验锤击数。表B.0.1修正系数杆长(m)369121518212430405080a10.920.86().810.770.730.700.670.620.56().52().38B.0.2重型动力触探试验每次最小触探深度不宜小于0.5m,实测击数的统计应剔除锥尖虚土、大颗粒及超前滞后等因素产生的异常值，且应符合下列规定：1采用冲击钻探时，当实测击数小于等于10击，应剔除前30Cm的击数；当实测击数大于10击时，应剔除前
7、20Cm的击数；2采用泥浆护壁回转钻进时，当实测击数小于等于10击时，应剔除前20Cm的击数;当实测击数大于10击时，应剔除前IoCm的击数。B.0.3标准贯入试验采用回转钻进，并保持孔内水位略高于地下水位。当孔壁不稳定时，可采用泥浆护壁，钻至试验标高以上15Cm处，清除孔底残土后再进行试验。附录C承载力特征值、内摩擦角及变形模量经验值C.0.1根据室内物理性指标标准值确定粉土、黏性土地基承载力特征值时，应符合表COl-1表c.l3的规定。表C.0.1-1粉土承载力特征值k(kPa)孔隙比e含水量卬(%)1015202530350.5380360(335)0.6280270250(240)0.
8、7220210195185(175)0.8170160150140(135)0.9140130120110100(95)1.()110100959()858()注：有括号者仅供内插用。表C.0.1-2黏性土承载力特征值Elk(kPa)孔隙比e液性指数Il00.250.50.751.01.200.5425400360(330)0.6350330295265(235)0.72752652352101801400.82252101901701401050.9180170160140105751.015014013010585451.11301058575注：有括号者仅供内插用。表C.0.1-3淤泥和
9、淤泥质土承载力特征值.k(kPa)天然含水量VV(%)35404550556575k75706555504030C.0.2根据修正后标准贯入、动力触探锤击数的标准值及静力触探锥尖阻力标准值确定地基承载力特征值时，应符合表C.0.2表C.0.25的规定。表C.0.21重型动力触探击数N63.5确定碎石土、砂土承载力特征值ak(kPa)N635碎石土中、粗、砾砂粉、细砂319012010042501601405300200175635024020584503202501()5504002901260048032016700640365208508004002590085030100O900注：1本
10、本表适用于冲、洪积成因的碎石土、砂土。对碎石土,a不大于30mm,不均匀系不大于120；对中、粗砂，不均匀系数不大于6；对砾砂，不均匀系数不大于20：2沈阳城区砾砂承载力特征值可参照碎石土取值。表Co22标准贯入试验击数N确定中粗砂及酚、细砂承载力特征值J；k(kPa)N51015202530354045中、粗砂120180250280310340380420460粉、细砂90140180223025027029031()表C.023标准贯入度试验击数N确定黏性土、粉土承载力特征值Zlk(kPa)N379Il13151719212390150180210240270300330360390表C
11、.0.2-4管力触探锥尖阻力内确定承载力特征值(kPa)/淤泥质土黏性土饱和粉土粉、细砂中、粗砂0.36075700.5759575().78011580I(X)0.985125851051.190135901101301.395145951151401.5一155IlO1201502.0一1601301251603.0一1701701352004.0一一1452405.0一一一1602606.0一一一18028012.0一一一240340表C.0.2-5静力触探锥尖阻力qc确定砂土摩擦角和变形模量静力触探锥尖阻力qc(MPa)摩擦角(。)变形模量(MPa)0.02.5293220,04042
12、6090表C.0.2-6轻型触探击数Nlo确定地基承载力特征值Ak(kPa)NTo1015202530354045506080黏性土、粉土80120150180200210220230240中、粗、砾砂100130170200240280310350390480600素填土7085100HO120130140一注：表中素填土仅指由黏性土和粉土组成的且堆积年龄超过5年索填土。C.0.3利用煤砰石做建筑地基时，其承载力特征值和变形指标可按表C.0.3-1及表C.0.3-2确定：表C.0.3-1动力触探击数N635确定煤砰石承裁力特征值和变形模量N635357911131520Fak(kPa)130
13、150180200240280320430Eo(Mpa)9.711.413.315.518.020.924.232.3注：I本表适用于填埋10年以上的煤肝石：2煤砰石中可燃部位应完成消火、封闭处理。表C.O.军2瑞利波速匕确定煤肝石承载力特征值和变形模量Vr(ms)承载力特征值k(kPa)变形模量Eo(MPa)15016012.()1702(X)15.()19025019.021028021.0C.0.4根据瑞利波速确定碎石土及砾砂的地基承载力特征值和变形模量应符合表C.0.4的规定。表C.0.4瑞利波速匕确定碎石土及砾砂的地基承骤力特征值以(kPa)、变形模量1(MPa)Vf(ms)2202
14、40280300320360400450碎石土Ak310380530600680770850920。22.526.535.042.050.058.063.580.0砾砂k270330480560650720800870EU20.024.534.840.045.050.756.074.4C.0.5根据修正后动力触探锤击数的平均值确定碎石土、砂土变形模量、内摩擦角标准值时，应符合表C.0.5的规定。表C.0.5重型动力触探击数确定碎石土、砂土的变形模量(MPa)、内摩擦角N63.5击数碎石土砾、粗、中砂粉、细砂EO(MPa)EO(MPa)(PEo(MPa)214.332.08.530.05.421
15、.0419.733.513.732.09.623.0625.235.019.034.013.825.0830.736.024.335.418.027.0IO36.237.029.636.522.129.01241.638.034.837.426.330.41447.139.040.138.230.531.01652.640.045.438.834.632.01858.141.050.739.538.833.02063.542.056.040.043.034.02569.045.061.242.53090.048.080.045.0一注：1本表适用于冲、洪积成因的碎石土、砂土。对碎石土，40不大
16、于30mm,不均匀系不大于120；对中、粗砂，不均匀系数不大于6；对砾砂，不均匀系数不大于20：2碎石、角砾的变形模量，可按击数相同的卵石、圆砾的变形模量适当下调；3当考虑地卜水影响，对地F水位以下土层内摩擦角一般应降低13(细粒土取最大值，粗粒土取小值)。附录D附加应力系数。、平均附加应力系数ZD.0.1矩形面积上均布荷载作用下角点的附加应力系数a（表DQI-1）、平均附加应力系数工（表D.0.1-2）。表d.o.11矩形面积上均布荷载作用下角点附加应力系数az/bl/b1.01.21.41.61.82.03.04.05.06.010.0条形0.00.2500.2500.2500.2500.
17、2500.2500.2500.2500.2500.2500.2500.2500.20.2490.2400.2490.2490.2490.2490.2490.2490.2490.2490.2490.2490.40.2400.2420.2430.2430.2440.2440.2440.2440.2440.2440.2440.2440.60.2230.2280.2300.2320.2320.2330.2340.2340.2340.2340.2340.2340.80.2000.2070.2120.2150.2160.2180.2200.2200.2200.2200.2200.2201.00.1750.
18、1850.1910.1950.1980.2000.2030.2040.2040.2040.2050.2051.20.1520.1630.1710.1760.1790.1820.1870.1880.1890.1890.1890.1891.40.1310.1420.1510.1570.1610.1640.1710.1730.1740.1740.1740.1741.60.1120.1240.1330.1400.1450.1480.1570.1590.1600.1600.1600.1601.80.0970.1080.1170.1240.1290.1330.1430.1460.1470.1480.148
19、0.1482.00.0840.0950.1030.1100.1160.1200.1310.1350.1360.1370.1370.1372.20.0730.0830.0920.0980.1040.1080.1210.1250.1260.1270.1280.1282.40.0640.0730.0810.0880.0930.0980.1110.1160.1180.1180.1190.1192.60.0570.0550.0720.0790.0840.0890.1020.1070.1100.1110.1120.1122.80.0500.0580.0650.0710.0760.0800.0940.100
20、0.1020.1040.1050.1053.00.0450.0520.0580.0640.0690.0730.0870.0930.0960.0970.0990.0993.20.0400.0470.0530.0530.0630.0670.0810.0870.0900.0920.0930.0943.40.0360.0420.0430.0530.0570.0610.0750.0810.0850.0860.0880.0893.60.0330.0380.0430.0480.0520.0560.0690.0760.0800.0820.0840.0843.80.0300.0350.0400.0440.048
21、0.0520.0650.0720.0750.0770.0800.0804.00.0270.0320.0360.0400.0440.0480.0060.0670.0710.0730.0760.0764.20.0250.0290.0330.0370.0410.0440.0560.0630.0670.0700.0720.0734.40.0230.0270.0310.0340.0380.0410.0530.0600.0640.0660.0690.0704.60.0210.0250.0280.0320.0350.0380.0490.0560.0610.0630.0660.0674.80.0190.023
22、0.0260.0290.0320.0350.0460.0530.0580.0600.0640.0645.00.0180.0210.0240.0270.0300.0330.0430.0500.0550.0570.0610.0626.00.0130.0150.0170.0200.0220.0240.0330.0390.0430.0460.0510.0527.00.0090.0110.0130.0150.0160.0180.0250.0310.0350.0380.0430.0458.00.0070.0090.0100.0110.0130.0140.0200.0250.0280.0310.0370.0
23、399.00.0050.0070.0080.0090.0100.0110.0160.0200.0210.0260.0320.03510.00.0050.0060.0070.0070.0080.0090.0130.0170.0200.0220.0280.03212.00.0030.0040.0050.0050.0060.0060.0090.0120.0140.0170.0220.02614.00.0020.0030.0030.0040.0040.0050.0070.0090.0110.0130.0180.02316.00.0020.0020.0030.0030.0030.0040.0050.00
24、70.0090.0100.0140.02018.00.0010.0020.0020.0020.0030.0030.0040.0060.0070.0080.0120.01820.00.0010.0010.0020.0020.0020.0020.0040.0050.0060.0070.0100.01625.00.0010.0010.0010.0010.0010.0020.0020.0030.0040.0040.0070.01330.00.0010.0010.0010.0010.0010.0010.0020.0020.0030.0020.0050.01135.00.0000.0000.0010.00
25、10.0010.0010.0010.0020.0020.0020.0040.00940.00.0000.0000.0000.0000.0010.0010.0010.0010.0010.0020.0030.008注：/一基础长度（m）；L基础宽度（m）；Z一计算点离基础底面垂直距离（m）。表D.0.1-2矩形面积上均布荷载作用下角点的平均附加应力系数(Z?z/K1.01.21.41.61.82.02.42.83.23.64.05.010.00.00.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25
26、000.20.24960.24970.24970.24890.24980.24980.24980.24980.24980.24980.24980.24980.24980.40.24740.24790.24810.24830.24830.24840.24850.24850.24850.24850.24850.24850.24850.60.24320.24370.24440.24480.24510.24520.24540.24550.24550.24550.24550.24550.24550.80.23460.23720.23870.23950.24000.24030.24070.24080.24
27、090.24090.24100.24100.24101.00.22520.22910.23130.23260.23350.23400.23460.23490.23510.23520.23520.23530.23531.20.21490.21990.22290.22840.22600.22680.22780.22820.22850.22860.22870.22880.22891.40.20430.21020.21400.21640.21800.21910.22040.22110.22150.22170.22180.22200.22211.60.19390.20060.20490.20790.20
28、990.21130.21300.21380.21430.21460.21480.21500.21521.80.18400.19120.19600.19940.20180.20340.20550.20660.20730.20770.20790.20820.20842.0017460.18220.18750.19120.19380.19580.19820.19960.20040.20090.20120.20150.20182.20.16590.17370.17930.18330.18620.18830.19110.19270.19370.19430.19470.19520.19552.40.157
29、80.16570.17150.17570.17890.18120.18430.18620.18730.18800.18850.18900.18952.60.15030.15830.16420.16860.17190.17450.17790.17990.18120.18200.18250.18320.18382.80.14330.15140.15740.16190.16540.16800.17170.17390.17530.17630.17690.17770.17843.00.13690.14490.15100.15560.15920.16190.16580.16820.16980.17080.
30、17150.17250.17333.20.13100.13900.14500.14970.15330.15620.16020.16280.16450.16570.16640.16750.16853.40.12560.13340.13940.14410.14780.15080.15500.15770.15950.16070.16160.16280.16393.60.12050.12820.13420.13890.14720.14560.15000.15280.15480.15610.15700.15830.15953.80.11580.12340.12930.13400.13780.14080.
31、14520.14820.15020.15160.15260.15410.15544.00.11140.11890.12480.12940.13320.13620.14080.14380.14590.14740.14850.15000.15164.20.10730.11470.12050.12510.12890.13190.13650.13960.14180.14340.14450.14620.14794.40.10350.11070.11640.12100.12480.12790.13250.13570.13790.13960.14070.14250.14444.60.10000.10700.
32、11270.11720.12090.12400.12870.13190.13420.13590.13710.13900.14104.80.09670.10360.10910.11360.11730.12040.12500.12830.13070.13240.13370.13570.13795.00.09350.10030.10570.11020.11390.11690.12160.12490.12730.12910.13040.13250.13485.20.09060.09720.10260.10700.11060.11360.11830.12170.12410.12590.12730.129
33、50.13205.40.08780.09430.09960.10390.10750.11050.11520.11860.12110.12290.12430.12650.12925.60.08520.09160.09680.10100.10460.10760.11220.11560.11810.12000.12150.12380.12665.80.08280.08900.09410.09830.10180.10470.10940.11280.11530.11720.11870.12110.12406.00.08050.08660.09160.09570.09910.10210.10670.110
34、10.11260.11460.11610.11850.12166.20.07830.08420.08910.09320.09660.09950.10410.10750.11010.11200.11360.11610.11936.40.07620.08200.08690.09090.09420.09710.10160.10500.10760.10960.11110.11370.11716.60.07420.07990.08470.08860.09190.09480.09930.10270.10530.10730.10880.11140.11496.80.07230.07790.08260.086
35、50.08980.07260.09700.10040.10300.10500.10660.10920.11297.00.07050.07610.08060.08440.08770.09040.09490.09820.10080.10280.10440.10710.11097.20.06880.07420.07870.08250.08570.08840.09280.09620.09870.10080.10230.10510.10907.40.06720.07250.07690.08060.08380.08650.09080.09420.09670.09880.10040.10310.10717.
36、60.06560.07090.07520.07890.08200.08460.08890.09220.09480.09680.09840.10120.10547.80.06420.06930.07360.07710.08020.08280.08710.09040.09290.09500.09660.09940.10368.00.06270.06780.07200.07550.07850.08110.08530.08860.09120.09320.09480.09760.10208.20.06140.06630.07050.07390.07690.07950.09370.08690.08940.09140.09310.09590.10048.40.06010.06490.06900.07240.07540.07790.08200.08520.08780.08930.09140.09430.09388.60.05880.06360.06760.07100.07390.07640.08050.08360.08620.08820.08980.09270.09738.80.05760.06230.06630.06960.07240.07490.07900.08210.084
