;

20090626

J

ABAQUS

BP

ABAQUSI

DOFORMAT l 0N CALUCAT 1 0N OF S0 l L MASS ON EXCAVAT I NG PROCESS

OF DEEP FOUNDAT 1 0N P I T

Abstract

Currentlysupporting structure always be the main object to

study the deformation under earth pressure for the deformation

problem of soi l mass on excavating process of deep foundation pit

It is no way to consider the deformation and damage of soil mass

behind supporting structureDuring the monitor process of

displacementmonitoring personal cannot make a true judgement about

the security of pit according to monitoring dataSo choosing the

soil mass of foundation pit to be investigated in this paper to study

the law of deformation and damage development of soil mass is really

-

signiflcance

Based on the existing research resultsthe influence of residual

shear strength ratioexcavation measurement and excavation depth

to loadoff stress of the soil mass of foundation pit was discussed

in this paperThe results of calculation formula show that the

values considered above factors are between the impact of results

does not consider the range of excavation measurement and not

considering the impact of residual shear strength ratioDetailed

analysis the soil damage due to unloading of soil stressthe

calculation results show that the location of the greatest damage

of soil mass are 23 times about the excavating depththe level of

soi l damage rapidly reduced below the excavation faceAccording to

the impact of the excavation depththe affected areasthe

calculation formula of damage and the level of soil unloading stress

the soil deformation formula for calculating the displacement is

derivedTo take practical project for an exampleapplied the ABAQUS

analysis software and BP neural network back analyzed the soil

parameterCombined with the formula of this papersafety limits

of displacement and soil damage is calculated Comprehensive

analysis shows that the results of this study have certainly

significance on the design and construction of foundation pit

KEY WORDSdeep foundation pit influence depth ABAQUS back

analysishorizontal displacementdamage

y5

()

q,t

11

1L 1

200220071241

475

200572112

24

200512012201020

5004

112

12

n

b1

HL

1

121

3

2050gjerrumEide60

2070Baladi(1968)

Duncun(1970)

19901(DH)08

l

19991 2001

133212001

3

056133

622008n

10

2

n13(2008)

2O25

02-05

2

1

1-1

Tab1i Study documents of the loadoff stress influence depth of pit excavation

122

n2q

TopolnickiM

nhkloNakase

n

(1995)

1

(1999)

182

j

1987FrantziskonisDesai

1990ZhangValliappan

Cauchy

1

1988

1993

()

=1exp() (11)

=a++n+)(1-2)ti nvDs)

a6=++=q-e3

,,hHN

q

=-(+cg]exp(c-g] c-3

()1996

4

"

1998

1999

H1

123

Kavangh1971

3GiodaMaier

1980(Sakurai)1974

911976Kirstem

b0J1979

Sakuraim1

1981f=0

1983

1990

1992

1993

1994

1994

Bayesian

b1995

b61

13

(1)

(2)

(3)

(4)

(5)ABAQUSBP

6

21

"

(1)

(2)()3

3

(3)

(1776)(1857)Terzaghi

7

j

m

(4)

22

221

(1)

E

(2)E

(3)

E

E

Er EoIJ

L

L

21

Fig2l The relation between earth pressure and displacement

8

_-It

2-1

}

h

2=Koyh (21)

KJKo=lsin(

)

y kNm3

hq=yh

222

22=7h=Koyh

2-2

Fig22 Lateral earth pressure distribution before excavation

j!}Ij

2-32-3

(1)

(2)

q=+cr2 (22)

=O"I+0 (23)

23(C)

9

(a) (b)

+

2-3

Fig23 Lateral earth pressure distribution after excavation

223

(c)

2-4

l

f

o-2-4Fig2-4 The state of limit equilibrium in halfspace

O"l

U

cr2K07z

yK

c2fr

JllD 2)(2-4)

cr2z

=y2cx-i

=YzKo (2-5)

o-=yzK2c,f-K>o

0"2=yzK=()+2c (26)

K

EtKa-=tan2(45)

25

[

2c]-r

e=_

(!I L2-5

Fig24 The distribution of critical horizontal loadoff stress in excavation depth

23

-y?-j--L

P(z)= (27)

8I Z

(z)

=2xb

f$dpz=2 x 3yHz311

26

Fig26 The distribution of loadoff stress

(2-9)

P(z)f =2-6(a)A2-6(b)Imax 'A

AZ

B2-6(a)B

2-6(c)

[9]

12

-H-

90R=017

R

-5-

=O190n=O012R=O168(210)

24

A BVZdC

Z

{ 5} s+

i

{

L L

ArE=_]

5+

Z

?

^B

'zAC

Z

Z

p- --k,"Jr

L=cH+tan(45)2000H

Caspe2-8(C)

2-8(C)AA

IBB

CC28(c)

=(H+)tan(45)z

(zm(45(zH)

1

l(+ )(z )

AB

C

AB=-'-XO"BBC=0

25

[4][4]

(qcr3)

j

(0"l--0-3)exp(C'3)ptpa

BC

q

(2-16)

n

Do=A(i)(qG3)

Do

(2-17)

(2-16)(2-17)

t7z-18)=== IE (1D0)E

E

26

261

Do

16

-drt-

HAO"2(25) (26)

D0AO"2(219)2-9

2c1

o

1Ky

yz

Fig2-9 The distribution of critical horizontal load-off stress of pit

=7H

I KoYz(KoP(z)>Korz)ZxO"=

1"- j

x

(214)

f2(215)

263

(I)

(25) (26) (219)aa"2

,,o-22

Kz(zho)

K(

=mec](2_26

2(1) (2-27)

==1-v2)Ao-2 (2_28)=8(-U2) 29

(-)lj 3

F 3

==+ (232)

19

,r- -t-

vz=+(t1)

210

27

2-10

Fig2-10 Displacement calculation process of soil mass

(233)

(1)

(2)

(3)

20

(

(4)[4]

(5)

21

ABAQUS

31 ABAQUS

ABAQUS

ABAQUS

ABAQUS(

)

ABAQUS

ABAQUS

ABAQUS

ABAQUS

m1

32

ABAQUS

321

322

-N

24

Frde Hkulhawy

5001000

323

(

)()

ABAQUS

324

325

24

(3000m)

33 ABAQUS

ABAQusCAE()ABAQUSStandard()

ABAQuSViewer()ABAQUSCAEABAQUS

ABAQUS

ABAQuSStandard

ABAQUS

ABAQUSViewer

XY

34

3

n"ABAQUS

ABAQUS

D-PD-PMohrCoulombb

341 Mohr-aoulomb

Mohr-Coulomb

(Rateindependent)ABAQUSMohr-Coulomb

Mohr-Coulomb

F=RgP tanC=0 (31)

(O)

gPMohrCoulomb

C

r3

ocos(30)=jr3

MohrCoulombC

ABAQUSCAEMohr-CoulombPlasticityHardening

Plasticitye|f

(Deriatoric eccentricity)

j

=3-sinee (32)= L0ZJ3+sinABAQUSMohrCoulombe

O5

DruckerPrager

F=tptanY-d=0

d

f

343 Creep and Drucker-Prager Plasticity

(3-3)

ABAQUSDruckerPrager

344(ca1ay)

KHRoscoe1958

Poorooshasb1963

Cal ladine

1963RoscoeSchofieedThuraivajah

"

""

28

j

345(Modifled-Cap Model)

D-Pcap

35ABAQUS

351

ABAQUS

ABAQUS

()

ABAQUS

ABAQUS

352

ABAQUS

ABAQUS

ABAQUS

ABAQUS

30

j

36

ABAQUS

ABAQUS

ABAQUS

ABAQUS

3l

BP

41

411

a

()()()

b

C

32

1987"

32

3(Hypoelastic)

3(Incremental)

1(Endoctronic)

9(EPl)

10(EP2)

6(EP)

i00

"

20

401

70

b4

33

j

()()

412

"

()(

)

()21

41

H l I4-1

Fig41 The sketch map about normal analysis and back analysis

413

Gioda

(Beyes)(Calman)

34

80

42

421

(Artificial Neural NetworkANN)

1920

Herman Yon HelmholtsErnst Mach

Ivan Pavlov

2040Warren McCullochWalter Pitts

2050 Frank Rosenblatt

4050

35

80

1982

JHopfield1984JHopfieldHopfield

TSP1985

HopfieldBoltzmann1986

RumelhartBP19908090

1991

422

90

1989Flood

19901991Moselhi

Wong1992Basheer and

Najjar19961Ghaboussi1992

1995EllisBP

Zhu1998RNN(Recurrent Neural Network)

1Goh(1994)BP

9l

1

90

1996

1997BP

1998

1999

1

BP(abckpropagation)

BP

41

Tab41 Study documents of using ANN solve geotechnical engineering projects in China

37

43 BP

431 BP

BP

1

38

j

2050

1974Paul

Werboss

2080David RumelhartGeoffrey HintonRonald

williamsDavid ParkerYann Le Cun

(Parallel Distributed Processing)

BP

(1)

(2)

(3)

(4)

BP

(1)

(2)

(3)

432 BP

BP(4-2)

""

""

"

"

(1)BP

BP4-3(x)(Y)

39

-H-

(Z)()

4-2 BP

Fig42 The training process of BP model of netural network

43 BP

Fig4-3 The basic structural of BP netural network

i)ll()372m

())1y2Yi

ala2ain

D102Dfokk

-Ye

()q2k

i

netJ=q (41)

qi

Wff

_

Oj=f(netJ) (42)

J

S

BPS

(=i (4-3)BP

(2)

(a)

(b)[l1]

(c)(X)x

(d)Ag

=((((xW1)w2))wL) (44)

W1W2WL

41

L

(3)

(a)

Ep=(y--a^)2 (45)k=l

(4-6)

N

(b)

@+1)=)+)=(f)+2)+I Ll-1)(4-7)

()=+=+=+ (4_8)

pP

[01]

f

oplf

J

---fj'(netpj)(yz) (49)

2(P0)11

k

k+1

42

(4-10)

pE

llE

ZZ+1

H_2 j1 (4-1 1)

(C)

434 BP

BP

BP

BP

BP

m

BP

Levenberg-Marquardt()

BP

(1)

43

g- t-Jr

(2)

BP

(f)=(t-1)-(1-y)czcS?tj()f (412)

(f)=(f1)-(1y) (413)

(3)

0F

(a)E(t+1)>(1+f)E(f) (g-15)E(t+1)=E(f)

=aP(0

-9"Ff-J

51

5850m

63m87m63m

87m63m03m

450mm25m55m25-1

>

6"3)

C'2)

o

51

Fig51 The distributed ichnography of monitoring sites

5l

5-1

Tab51 Engineering geological data

(1-l

45

80

5m 1620L=909011010

4060kN7m 16m 2028L=9

0901101260-150kN5

m 1620L=9090-11012

40-100kNC20lOOmm65@200()

63m4

52 ABAQus

521

MohrCoulomb

ABAQUS

432m4lOOm

32mX lOOm

ABAQUS

5-2

5-2

Tab52 Simulation parameters of soil layer

CPE4embedded()

B2120xlOPaO31

00081925m2(Tie)

CPE4

26302x1010Pa0167

522

()

(1-1)+o15

(I-2)

(2-1)

(2-2)15lJ-3

(2-3)

(31)

(3-2)3lJ-45

(3-3)

(4-1)

(42)45-1]-63

(4-3)

(5-1)

(5-2)-63lJ-87

53

47

3m63m

5-3

5-2

-3m63m5-4

-3m63m6-5

5-45-3

BP5-5

5-3

Tab53 Values of soil parameters in simulations

48

j

5-4

Tab54 Simulation results

(mm) (mm)

=Q =! 3Q 1 5 =!=1 3

1 00 216 353 395 00 167l 312l 4469

2 00 054 095 621 00 1255 2066 3047

3 00 175 277 697 00 648 1253 1925

4 00 053 016 300 00 076 178 552

5 00 046 012 359 00 106 269 744

R 00 076 125 572 00 1055 1737 2550

7 00 16l 231 643 00 484 99l 1624

8 00 134 248 326 00 1336 268 3784

9 00 084 134 554 00 959 1596 2405

10 00 167 309 749 00 814 167 2489

1 1 00 17l 27 666 00 578 1129 1796

100 167 239 613 00 452 878 1468

13 00 164 263 617 00 479 969 1580

14 00 042 012 222 00 033 091 336

15 00077 111 399 00 137 323 703

16 00 122 18 523 00 26 569 1087

17 00 057 088 398 00 12 308 727

5-35-45-556

5-6

Tab56 Back anlysis results about soil parameters

49

F-

54

5-6

5-7

Tab57 The parameters of soil layer

0

5-2

Fig5-2 Displacement curves

5757ja

[4]

52

50

0

2

4

6

8

{

3-6m

52

5-25-4a

-}

fHJ90

zF(z)

C^2

AO"2(F(z)&zH)

KoYzF(z)(F(z)

60 kN==12rexl5m

278kPa333 kPa333 kPa333 kPa

(2-28)(2-31)(232)(51)(5-2)6m

5-3(a)

0 10 20 30 40 0 50 100 150 200

5-3

Fig5-3 Displacement curves under actual condition

5-3(a)4

6m

53(a)40ram

53(b)6m

5m-6m100ram

150ram

4

6m

"

5-4b

5-4a

b

52

o

2

4

6

8

0

2

4

6

8

52535-4

00 O2 04 O6 08 1O

54

Fig54 Dage anlysis soil mass

55

(228)(231)(232)(51)(5-2)

z

56

53

0

2

4

6

8

M

ABAQUS

BP

-- j

61

ABAQUS

BP

(1)ABAQUS

(2)BP

(3)

(4)

(5)J

(6)

62

ABAQUSBP

55

(1)ABAQUS

(2)BP

(3)

(4)

(5)

(6)

[1]J19981 8(003)222225

[2]J199812(002)59

[3]fJ199517(004)7176

[4]M2000[5]J199921(001)

2125

[6]J1990

[7]J199978(4)3941

[8]J200125(005)3638

[9]J200122(004)490493

[10]J200814(002)205209

[11]J200811(003)5255

[12]J20053(001)2123

[13]J199819(004)4145[14]J199818(001)

2426

[15]Top01nicki MGudehus G Mazurkiewicz BKObserved stressstrain behaviour of

remoulded saturated clay under plane strain conditionsJGeotechnique1 990

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sample disturbanceJSoils and foundations198525(1)5264

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[19]}J1999010)1-6

[20]J200033(004)3541

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International journal of solids and structures198723(6)751767

q-I-

[23]Wrohua ZValliappan SAnalysis of random anisotropic damage mechanics problems of

rock massJRock Mechanics and Rock Engineering199023(2)91112

[24]J199610(003)1-6[25]J

199820(005)5863

[26]J1990200_-208[27]J2002004)

5763

[28]Kavanagh KT,Clough RWFinite element applications in the characterization of elastic

solidsJInt J Solids Struct197 17(1 123

[29]Sakurai SDetermination of Initial Stresses and Mechanical Properties of Viscoelastic

Under-Ground MediumMStorming Media1974

[30]Kirsten HADEng E MSAIMM MP,et a1Determination of rock mass elastic moduli byback analysis of deformation measurementsF1976CAA Balkema

[3 1]Sakurai SAbe SA design approach tO dimensioning underground openingsF'1979

CAachen[sn]

[32]J19812(2024

[33]1996ME[34][J20031(005)

2933

[35]BayesianJ199413(003)219228

[36][J1996

12(003)354358

[37][J2003

[38][J200315(003)5355[39]J200103)

[40]J()200332(009)2629

[41]Caspe MSSurface settlement adjacent to braced open cutsJJSMFDASCE1966

92(5159

[42][J

199119(001)5966

[43]J]1996004)3 135

[44]J200033(004)5155

[45]ABAQUSM2006

[46]M1983[47]J199618(004)9597

[48]D2008[49]J200011(003)3441

[50]J19921(002)4348

58

j

[51][M2004

[52]D2001[53]J199828(004)

488498

[54]J199312(003)232239

[55]Hagan MT,Demuth HBBeale MHM2002

[563 Flood IKartam NNeural networks in civil engineeringIPrinciples and understanding

JJournal of Computing in Civil Engineering19948(2)131148

[573 Ellis GW,Yao CZhao Ret a1Stressstrain modeling of sands using artificial neural

networksJJournal of Geotechnical Engineering1995121(5)429435

[58]Zhu JHZaman MMAnderson SAModeling of soil behavior with a recurrent neural

networkJCanadian Geotechnical Journal199835(5)858872

[593 Goh ATCSeismic liquefaction potential assessed by neural networksJJournal of

Geotechnical Engineering1994120(14671467

[60]J

199111(002)3947

[61]J2004

24(00 1)8488

[623BPJ2001

34(006)6062

1[J]

()

2ABAQUS

[J]2009115(3)7576

3[J]

()()

!

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!

1

61

20096

(3)

1. []20082. []20043. []2007

http://d.wanfangdata.com.cn/Thesis_Y1598734.aspx

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1.11.1.11.1.2

1.21.2.11.2.21.2.3

1.3

2.12.22.2.12.2.22.2.3

2.32.42.52.62.6.12.6.22.6.3

2.7

3.1 ABAQUS3.23.2.13.2.23.2.33.2.43.2.5

3.3 ABAQUS3.43.4.1 Mohr-Coulomb3.4.2 Drucker-Prager3.4.3 Creep and Drucker-Prager Plasticity3.4.4(Cam-clay)3.4.5(Modified-Cap Model)

3.5ABAQUS3.5.13.5.2

3.6

BP4.14.1.14.1.24.1.3

4.24.2.14.2.2

4.3 BP4.3.1 BP4.3.2 BP4.3.4 BP

4.4

5.15.2 ABAQUS5.2.15.2.2

5.35.45.55.6

6.16.2