建筑地基靜載荷、穩(wěn)定性驗(yàn)算、地下水位降深計(jì)算、涌水量計(jì)算

附錄A地基靜載荷試驗(yàn)

A.0.1地基土靜載荷試驗(yàn)技術(shù)要求應(yīng)符合現(xiàn)行國家標(biāo)準(zhǔn)《巖土工程勘察規(guī)范》GB50021的

規(guī)定。旦應(yīng)采用慢速維持荷載法。

A.0.2靜載荷試驗(yàn)應(yīng)布置在有代表性的地點(diǎn)，每棟建筑物不應(yīng)少于3點(diǎn)，當(dāng)場地內(nèi)巖土體

不均時，應(yīng)適當(dāng)增加試驗(yàn)點(diǎn)數(shù)。

A.0.3巖石地基應(yīng)采用圓形剛性承壓板，直徑為0.3m：天然土質(zhì)地基承壓板面積不應(yīng)小于

0.25nA對于軟土不應(yīng)小于0.5nf；人工地基應(yīng)按需檢驗(yàn)土層的厚度確定，且不應(yīng)小于LOn?,

對「夯實(shí)地基，不宜小于2.0m2；單樁復(fù)合地基應(yīng)按一根樁承擔(dān)的處理面積確定，多樁復(fù)合

地基按實(shí)際樁數(shù)所承擔(dān)的處理面積確定。

A.0.4試驗(yàn)主要影響深度宜取壓板直徑的2.（）倍，當(dāng)?shù)鼗u價(jià)深度超過影響深度時，應(yīng)調(diào)整

壓板尺寸或試驗(yàn)深度。當(dāng)試驗(yàn)土層厚度小于影響深度，試驗(yàn)結(jié)果應(yīng)考慮下臥層的影響。

A.0.5當(dāng)符合下列條件之一時，可終止試驗(yàn)：

1承壓板周邊的土田現(xiàn)明顯側(cè)向擠出，周邊巖土出現(xiàn)明顯隆起或徑向裂隙持續(xù)發(fā)展；

2本級荷載的沉降量大于前級沉降量的5倍，荷載與沉降曲線出現(xiàn)明顯陡降；

3在某級荷載下24h沉降速率不能達(dá)到相對穩(wěn)定標(biāo)準(zhǔn)：

4總沉降量與壓板寬度（或直徑）之比大于等于0.06.

A.0.6承載力特征值的確定應(yīng)符合下列規(guī)定：

1當(dāng)〃-S曲線上有比例界限時，取該比例界限所對應(yīng)的荷載值：

2對于土基當(dāng)極限荷載小于比例界限的荷載值的2倍時，取極限荷載值的一半：對于

巖基取極限荷載值的三分之一值和比例界限荷載值兩者的小值；極限荷載值為符合終止試驗(yàn)

條件的前?級荷載值：

3當(dāng)不能按上述兩款要求確定時，可取s/〃=0.01?0.015所對應(yīng)的荷載值，但其值不

應(yīng)大于最大加載量的一半；

4取各點(diǎn)試驗(yàn)實(shí)測值的平均值作為該土層的地基承載力特征值。當(dāng)實(shí)測值的極差超過

平均值的30%,應(yīng)分析差異原因，增加檢測點(diǎn)數(shù)，結(jié)合工程經(jīng)驗(yàn)按本規(guī)范式（463-1）確定

試驗(yàn)巖土層的特征值。

A.0.7淺層平板載荷試驗(yàn)變形模量可按式（A.0.7-1）計(jì)算，深層平板載荷試驗(yàn)和螺旋板載荷

試驗(yàn)可按式（A.0.7-2）計(jì)算。

包（A.0.7-1）

s

EQ=CO——（A.0.7-2）

s

式中：1一地基土變形模量（MPa）；

一剛性承壓板形狀系數(shù)，圓形取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,粉質(zhì)黏土取0.38,黏土

取0.42）；

“一承壓板宜徑或邊長（m）；

〃一比例界限壓力（kPa）,當(dāng)〃-5曲線無直線段時，取極限荷載的一半;

s—與〃對應(yīng)的沉降（mm）：

3一與試驗(yàn)深度和土類有關(guān)的系數(shù)，可按表A.0.7選用；

表A.0.7計(jì)算系數(shù)G

碎石土砂土粉土粉質(zhì)黏土黏土

小乙

0.300.4770.4890.4910.5150.524

0.250.4690.4800.4820.5060.5k

0.200.4600.4710.4740.4970.505

0.150.4440.4540.4570.4790.487

0.100.4350.4460.4480.4700.478

0.050.4270.4370.4390.4610.468

0010418047Q0431045204sq

注：為承壓板直徑和承壓板底面深度之比。

A.0.8地基豎向?qū)崪y基床系數(shù)按式（A.0.8-1）計(jì)算，并應(yīng)按式（A.0.8-2）修正為基準(zhǔn)基床系

數(shù)：

降=p/s(A.O.8-1)

(A.O.8-2)

式中：K、“一實(shí)測基床系數(shù)（kN/m3）；

K,一基準(zhǔn)基床系數(shù)；

A—實(shí)際使用承壓板面積（m2）；

附錄B標(biāo)準(zhǔn)貫入試驗(yàn)、重型動力觸探錘擊數(shù)修正

B.0.1當(dāng)采用標(biāo)準(zhǔn)貫入試驗(yàn)、重型圓錐動力觸探試驗(yàn)時，當(dāng)桿長大于3m時，錘擊數(shù)應(yīng)按下

式修正：

N63.5(N)=aN3N)

(B.0.1)

式中：263.5一修正后的動力觸探擊數(shù)；

N一修正后的標(biāo)準(zhǔn)貫入試驗(yàn)；

?一修正系數(shù)。按表B.0.1取值；

N：3.5一實(shí)測動力觸探錘擊數(shù)；

N'一實(shí)測標(biāo)準(zhǔn)貫入試驗(yàn)錘擊數(shù)。

表B.0.1修正系數(shù)

桿長＜m)￡369121518212d30105080

a10.920.86().810.770.730.700.670.620.560.520.38

B.0.2重型動力觸探試驗(yàn)每次最小觸探深度不宜小于0.5m,實(shí)測擊數(shù)的統(tǒng)計(jì)應(yīng)剔除錐尖虛

土、大顆粒及超前滯后等為素產(chǎn)生的異常值，且應(yīng)符合下列規(guī)定：

1采用沖擊鉆探時，當(dāng)實(shí)測擊數(shù)小于等于10擊，應(yīng)剔除前30cm的擊數(shù)；當(dāng)實(shí)測擊數(shù)

大于10擊時，應(yīng)剔除前20cm的擊數(shù)；

2采用泥漿護(hù)壁I可轉(zhuǎn)鉆進(jìn)時，當(dāng)實(shí)測擊數(shù)小于等于10擊時，應(yīng)剔除前20cm的擊數(shù);

當(dāng)實(shí)測擊數(shù)大于10擊時，應(yīng)剔除前10cm的擊數(shù)。

B.0.3標(biāo)準(zhǔn)貫入試驗(yàn)采用回轉(zhuǎn)鉆進(jìn)，并保持孔內(nèi)水位略高于地下水位。當(dāng)孔壁不穩(wěn)定時，可

采用泥漿護(hù)壁，鉆至試驗(yàn)標(biāo)高以上15cm處，清除孔底殘土后再進(jìn)行試驗(yàn)。

附錄C承載力特征值、內(nèi)摩擦角及變形模量經(jīng)驗(yàn)值

c.o.i根據(jù)室內(nèi)物理性指標(biāo)標(biāo)準(zhǔn)值確定粉土、黏性土地基承載力特征值時，應(yīng)符合表C.0.1-

1?表CO.1-3的規(guī)定。

表C.O.1-1粉土承載力特征值/k(kPa)

含水量卬(%)

孔隙比e101520253035

0.5380360(335)

0.6280270250(240)

0.7220210195185(175)

0.8170160150140(135)

0.9140130120110100(95)

1.011010095908580

注：有括號者僅供內(nèi)插用。

表C.0.1-2黏性土承載力特征值工卜(kPa)

液性指數(shù)乙

孑L隙比e

00.250.50.751.01.20

0.5425400360(330)

0.6350330295265(235)

0.7275265235210180140

0.8225210190170140105

0.918017016014010575

1.01501401301058545

1.11301058575

注：有括號者僅供內(nèi)插用。

表C.0.1-3淤泥和淤泥質(zhì)土承載力特征值/ak(kPa)

天然含水量卬(％)35404550556575

/ak75706555504030

C.0.2根據(jù)修正后標(biāo)準(zhǔn)費(fèi)入、動力觸探錘擊數(shù)的標(biāo)準(zhǔn)值及靜力觸探錐尖阻力標(biāo)準(zhǔn)值確定地

基承載力特征值時，應(yīng)符合表C.0.2-1?表C0.2-5的規(guī)定。

表C.021重型動力觸探擊數(shù)N63.5確定碎石土、砂土承載力特征值以卜(kPa)

碎石土

中、粗、礫砂粉、細(xì)砂

3190120KX)

4250160140

5300200175

6350240205

8450320250

10550400290

12600480320

1670()640365

20850800400

25900850—

301000900—

注：1本本表適用于沖、洪積成因的碎石土、砂土。對碎石土，小()不大于30mm,不均勻系不大于120；

對中、粗砂，不均勻系數(shù)不大于6：對礫砂，不均勻系數(shù)不大于20：

2沈陽城區(qū)礫砂承載力特征值nJ?參照碎石十.取值。

表C.0.2-2標(biāo)準(zhǔn)貫入試驗(yàn)擊數(shù)N確定中粗砂及粉、細(xì)砂承載力特征值工上(kPa)

N51015202530354045

中、粗砂120180250280310340380420460

粉、細(xì)砂90140180200230250270290310

表C.0.2-3標(biāo)準(zhǔn)貫入度試驗(yàn)擊數(shù)N確定黏性土、粉土承載力特征值￡k(kPa)

N37911131517192123

90150180210240270300330360390

表C.0.2-4靜力觸探錐尖阻力qc確定承載力特征值（kPa）

(1c淤泥質(zhì)土著性土飽和粉土粉、細(xì)砂中、粗砂

0.3607570

0.5759575

0.78011580100

0.98512585105

1.19013590110130

1.39514595115140

1.5—155110120150

2.0—160130125160

3.0—170170135200

4.0———145240

5.0———160260

6.0———180280

12.0———240340

表C.0.2-5靜力觸探錐尖阻力仇.確定砂土摩擦角和變形模量

靜力觸探錐尖阻力生摩擦角變形模量

(0)(MPa)

(MPa)

0.0?2.529?32<10

2.5?5.032?3510?20

5.0-10.035?3720?30

10.0-20.037?4030?60

>20.040?4260?90

表C.0.2-6輕型觸探擊數(shù)Wo確定地基承載力特征值/ak（kl>a）

N\。1015202530354045506080

黏性土、粉

80120150180200210220230240——

土

中、粗、礫

100130170200240280310350390480600

砂

素填土7085100110120130140————

注：表中素填土僅指由拈性土和粉土組成的且堆積年齡超過5年素填土。

C.0.3利用煤肝石做建筑地基時，其承載力特征值和變形指標(biāo)可按表C.0.3-1及表C.D.3-

2確定：

表C.0.3-1動力觸探擊數(shù)外5確定煤肝石承載力特征值和變形模量

N05357911131520

￡k(kPa)13()15018020024028()320430

《

9.711.413.315.518.020.924.232.3

(Mpa)

注：I本表適用于填埋10年以上的煤肝石；

2煤砰石中可燃部位應(yīng)完成消火、封閉處理。

表C.0.3-2瑞利波速匕確定煤肝石承載力特征值和變形模量

Vr(m/s)承載力特征值f.lk(kPa)變形模量七0(MPa)

15016012.0

17020015.0

19025019.0

21028021.0

C.0.4根據(jù)瑞利波速確定碎石土及礫砂的地基承載力特征值和變形模量應(yīng)符合表C.0.4的

規(guī)定。

表C.0.4瑞利波速匕確定碎石土及礫砂的地基承教力特征值＜k(kPa)、變形模量(MPa)

Vr(m/s)220240280300320360400450

310380530600680770850920

碎石土

E。22.526.535.042.050.058.063.580.0

九270330480560650720800WO

礫砂

E。20.024.534.840.045.050.756.074.4

C.0.5根據(jù)修正后動力觸探錘擊數(shù)的平均值確定碎石土、砂土變形模最、內(nèi)摩擦角標(biāo)準(zhǔn)值

時，應(yīng)符合表C.0.5的規(guī)定。

表C.0.5重型動力觸探擊數(shù)確定碎石土、砂土的變形琪量（MPa）.內(nèi)摩擦角①

碎石土礫、粗、中砂粉、細(xì)砂

N63.5擊數(shù)E。E。

9<PEo(MPa)(p

(MPa)(MPa)

214.332.08.530.05.421.0

419.733.513.732.09.623.0

625.235.019.034.013.825.0

830.736.024.335.418.027.0

1036.237.029.636.522.129.0

1241.638.034.837.426.330.4

1447.139.040.138.230.531.0

1652.640.045.438.834.632.0

1858.141.050.739.538.833.0

2063.542.056.040.043.034.0

2569.045.061.242.5——

>3090.048.080.045.0——

注：1本表適用于沖、洪積成因的碎石土、砂土。對碎石土，成）不大于30mm,不均勻系不大于120；對

中、粗砂，不均勻系數(shù)不大于6；對礫砂，不均勻系數(shù)不大于20：

2碎石、角礫的變形模晝，可按擊數(shù)相同的卵石、圓礫的變形模量適當(dāng)下調(diào)：

3當(dāng)考慮地下水影響，對地下水位以下土層內(nèi)摩擦角一般應(yīng)降低1°?3°（細(xì)粒土取最大值，粗粒

土取小值）。

附錄D附加應(yīng)力系數(shù)。、平均附加應(yīng)力系數(shù)2

D.0.1矩形面積上均布荷載作用下角點(diǎn)的附加應(yīng)力系數(shù)a(表D.0.1-1)、平均附加應(yīng)力

系數(shù)a(表D.0.1-2)o

表D.o.i-i矩形面積上均布荷載作用下角點(diǎn)附加應(yīng)力系數(shù)a

Ub

z/b

1.01.21.41.61.82.03.04.05.06.010.0條形

0.00.2500.2500.2500.2500.2500.2500.2500.2500.2500.2500.2500.250

0.20.2490.2400.2490.2490.2490.2490.2490.2490.2490.2490.2490.249

0.40.2400.2420.2430.2430.2440.2440.2440.2440.2440.2440.2440.244

0.60.2230.2280.2300.2320.2320.2330.2340.2340.2340.2340.2340.234

0.80.2000.2070.2120.2150.2160.2180.2200.2200.2200.2200.2200.220

1.00.1750.1850.1910.1950.1980.2000.2030.2040.2040.2040.2050.205

1.20.1520.1630.1710.1760.1790.1820.1870.1880.1890.1890.1890.189

1.40.1310.1420.1510.1570.1610.1640.1710.1730.1740.1740.1740.174

1.60.1120.1240.1330.1400.1450.1480.1570.1590.1600.1600.1600.160

1.80.0970.1080.1170.1240.1290.1330.1430.1460.1470.1480.1480.148

2.00.0840.0950.1030.1100.1160.1200.1310.1350.1360.1370.1370.137

2.20.0730.0830.0920.098().1040.108().121().1250.1260.1270.1280.128

2.40.0640.0730.0810.0880.0930.0980.1II0.1160.1180.1180.1190.119

2.60.0570.0550.0720.0790.0840.0890.1020.1070.1100.1110.1120.112

2.80.0500.0580.0650.0710.0760.0800.0940.1000.1020.1040.1050.105

3.00.0450.0520.0580.0640.0690.0730.0870.0930.0960.0970.0990.099

3.20.0400.0470.0530.0530.0630.0670.0810.0870.0900.0920.0930.094

3.40.0360.0420.0430.0530.0570.0610.0750.0810.0850.0860.0880.089

3.60.0330.0380.0430.0480.0520.0560.0690.0760.0800.0820.0840.084

3.80.0300.0350.0400.0440.0480.0520.0650.0720.0750.0770.0800.080

4.00.0270.0320.0360.0400.0440.0480.0060.0670.0710.0730.0760.076

4.20.0250.0290.0330.0370.0410.0440.0560.0630.0670.0700.0720.073

4.40.0230.0270.0310.0340.0380.0410.0530.0600.0640.0660.0690.070

4,60.0210.0250.0280.0320.0350.0380.0490.0560.0610.0630.0660.067

4.80.0190.0230.0260.0290.0320.0350.0460.0530.0580.0600.0640.064

5.00.0180.0210.0240.0270.0300.0330.0430.0500.0550.0570.0610.062

6.00.0130.0150.0170.0200.0220.0240.0330.0390.0430.0460.0510.052

7.00.0090.0110.0130.0150.0160.0180.0250.0310.0350.0380.0430.045

8.00.0070.0090.0100.0110.0130.0140.0200.0250.0280.0310.0370.039

9.00.0050.0070.0080.0090.0100.0110.0160.0200.0210.0260.0320.035

10.00.0050.0060.0070.0070.0080.0090.0130.0170.0200.0220.0280.032

12.00.0030.0040.0050.0050.0060.0060.0090.0120.0140.0170.0220.026

1400(X)20.0030003()0040.0040.0050(X)70(X)9n.oi10013OOIX0.023

16.00.0020.0020.0030.0030.0030.0040.0050.0070.0090.0100.0140.020

18.00.0010.0020.0020.0020.0030.0030.0040.0060.0070.0080.0120.018

20.00.0010.0010.0020.0020.0020.0020.0040.0050.0060.0070.0100.016

25.00.0010.0010.0010.0010.0010.0020.0020.0030.0040.0040.0070.013

30.00.0010.0010.0010.0010.0010.0010.0020.0020.0030.0020.0050.011

35.00.0000.0000.0010.0010.0010.0010.0010.0020.0020.0020.0040.009

40.0O.(XX)().(X)00.0(X)0.(X)0().()010.001().(X)I().(X)I0.001O.(X)20.0030.008

注：/一基礎(chǔ)長度（m）：匕一基礎(chǔ)寬度（m）：z一計(jì)算點(diǎn)離基礎(chǔ)底面垂直距離（m）。

表D.0.1-2矩形面積上均布荷載作用下角點(diǎn)的平均附加應(yīng)力系數(shù)a

\(//;

1.01.21.41.61.82.02.42.83.23.64.05.010.0

z/K

0.00.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.2500

0.20.24960.24970.24970.24890.24980.24980.24980.24980.24980.24980.24980.24980.2498

0.40.24740.24790.24810.24830.24830.24840.24850.24850.24850.24850.24850.24850.2485

0.60.24320.24370.24440.24480.24510.24520.24540.24550.24550.24550.24550.24550.2455

0.80.23460.23720.23870.23950.24000.24030.24070.24080.24090.24090.24100.24100.2410

1.00.22520.22910.23130.23260.23350.23400.23460.23490.23510.23520.23520.23530.2353

1.20.21490.21990.22290.22840.22600.22680.22780.22820.22850.22860.22870.22880.2289

1.40.20430.21020.21400.21640.21800.21910.22040.22110.22150.22170.22180.22200.2221

1.60.19390.20060.20490.20790.20990.21130.2130().21380.21430.21460.21480.2150().2152

1.80.18400.19120.19600.19940.20180.20340.20550.20660.20730.20770.20790.20820.2084

2.0017460.18220.18750.19120.19380.19580.19820.19960.20040.20090.20120.20150.2018

2.20.16590.17370.17930.18330.18620.18830.19110.19270.19370.19430.19470.19520.1955

2.40.15780.16570.17150.17570.17890.18120.18430.18620.18730.18800.18850.18900.1895

2.60.15030.15830.16420.16860.17190.17450.17790.17990.18120.18200.18250.18320.1838

2.80.14330.15140.15740.16190.16540.16800.17170.17390.17530.1763().17690.17770.1784

3.00.13690.14490.15100.1556().15920.16190.16580.16820.16980.1708().17150.1725().1733

3.20.13100.13900.14500.14970.15330.15620.16020.16280.16450.16570.16640.16750.1685

3.40.12560.13340.13940.14410.14780.15080.15500.15770.15950.16070.16160.16280.1639

3.60.12050.12820.13420.13890.14720.14560.15000.15280.15480.15610.15700.15830.1595

3.80.11580.12340.12930.13400.13780.14080.14520.14820.15020.15160.15260.15410.1554

4.00.11140.11890.12480.12940.13320.13620.14080.14380.14590.14740.14850.15000.1516

4.20.10730.11470.12050.12510.12890.13190.13650.13960.14180.14340.14450.14620.1479

4.40.10350.11070.11640.12100.12480.12790.13250.13570.13790.13960.14070.14250.1444

4.60.10000.10700.11270.11720.12090.12400.12870.13190.13420.13590.13710.13900.1410

4.80.09670.10360.10910.11360.11730.12040.12500.12830.13070.13240.13370.13570.1379

5.00.09350.10030.10570.11020.11390.11690.12160.12490.12730.12910.13040.13250.1348

5.20.09060.09720.10260.10700.11060.11360.11830.12170.12410.12590.12730.12950.1320

5.40.08780.09430.09960.10390.10750.11050.11520.11860.12110.12290.12430.12650.1292

5.60.08520.09160.09680.10100.10460.10760.11220.11560.11810.12000.12150.12380.1266

5.80.08280.08900.09410.09830.10180.10470.10940.11280.11530.11720.11870.12110.1240

6.00.08050.08660.09160.09570.09910.10210.1067O.ilOI0.11260.11460.116：0.11850.1216

6.20.07830.08420.08910.09320.09660.09950.10410.10750.11010.11200.11360.11610.1193

6.40.07620.08200.08690.09090.09420.09710.10160.10500.10760.10960.111：0.11370.1171

6.60.07420.07990.08470.08860.09190.09480.09930.10270.10530.10730.10880.11140.1149

6.80.07230.07790.08260.08650.08980.07260.09700.10040.10300.10500.10660.10920.1129

7.00.07050.07610.08060.08440.08770.09040.09490.09820.10080.10280.10440.10710.1109

7.20.068X0.07420.0787n.(K75()0857O.O8R40.0928()09620.09R70l(M)X010230.105101090

7.40.06720.07250.07690.08060.08380.08650.09080.09420.09670.09880.10040.10310.1071

7.60.06560.07090.07520.07890.08200.08460.08890.09220.09480.09680.09840.10120.1054

7.80.06420.06930.07360.07710.08020.08280.08710.09040.09290.09500.09660.09940.1036

8.00.06270.06780.07200.07550.07850.08110.08530.08860.09120.09320.09480.09760.1020

8.20.06140.06630.0705O.U7390.07690.07950.09370.08690.08940.09140.09310.09590.1004

8.40.06010.06490.06900.07240.07540.07790.08200.08520.08780.08930.09140.09430.0938

8.60.05880.06360.06760.07100.07390.07640.08050.08360.08620.08820.08980.09270.0973

8.80.05760.06230.06630.06960.07240.07490.07900.08210.08460.08660.08820.09120.0959

9.20.05540.05990.06370.06700.06970.7210.07610.07920.08170.08370.08530.08820.0931

9.60.05330.05770.06140.6450.06720.06960.07340.07650.07890.08090.08250.08550.0905

10.00.05140.05560.05920.06220.06490.6720.07100.07390.07630.07830.07990.08290.0880

10.40.04960.0537().05720.06010.06270.6490.06860.07160.07390.07590.07750.0804().0857

10.80.04790.05190.05530.05810.06060.6280.06640.06930.07170.07360.075：0.07810.0834

11.20.04630.05020.05350.05630.05870.06090.06440.06720.06950.07140.07300.07590.0813

11.60.04480.04860.05180.05450.05690.05900.06250.06520.06750.06940.07090.07380.0793

12.00.04350.04710.05020.05290.05520.05730.06060.06340.06560.06740.06900.07190.0774

12.80.04090.04440.04740.04990.05210.05410.05730.05990.06210.07390.06540.06820.0739

13.60.03870.04200.04480.04720.04