LCWS2013 (Asian Region) CFS 12th November 2013 1 Experimental Hall 3D deformation analysis Asian...

LCWS2013 (Asian Region) CFS

12th November 2013

1

Experimental Hall 3D deformation analysis

Asian Region Design

CONVENTIONAL FACILITIESAND SITING


12 November 2013

Contents

Study 1 : Excavation analysis

Evaluate the distribution of loosened zone around E/H TDR designed E/H dimension Parametric study because rock mass properties and initial

ground stress are under now investigation

Study 2 : Bedrock displacement installing Detector

Evaluate the influence of vertical displacement at E/H bottom floor and surrounding area by push-pulling of detectors

Detectors are heavy but lighter than excavated rock mass weight.

Behavior of displacement is almost elastic. Total weight of excavated rock mass : 350,000 tons at least

950m2 x 142m x 2.65 ton/m3= 357,000 tons Detectors weight : 25,000 tons

2



12 November 2013

Design of Experimental Hall of Asian site

3

Cavern Dimension

Main hall H 42.0mW 25.0mL 142.0m

Alcoves H20.5mW 20.0mL 12.5m

UT cavern H 13.5mW 15.0mL 70.0m


142m

25m

42m

142m Main Cavern Alcoves ILD

Upper AT

Lower AT

Lower AT

Alcoves SiD

Beam tunnel

20m 20m

Utility Cavern

18m 20.5m

25m

12.5m

12.5m


12 November 2013

Analysis conditions• Analysis method :

– 3D Elastic FEM analysis considering excavation step– Deformation modulus at fractured elements reduced to

one-100th by every excavation step considering plasticity.

• Model size : – H450m x W900 x L900m– Overburden : 200m

4

450m

900m

200m


Y

Y

X

X

Z

Z


12 November 2013

Assumption of Rockmass properties

High class Middle class Lower classDensity 26.5 kN/m3 26.5 kN/m3 26.5 kN/m3

Deformation modulus 10.0 GPa 5.0 GPa 2.5 GPaPoisons ration 0.3 0.3 0.3Shear strength 4.0+σtan60° MPa 2.5+σtan55° MPa 1.2+σtan45° MPa

Deformation modulus for analysis set to three classes “H, M, L” considering candidate site rock condition. Share strength is assumed by relationship between properties of previous other granite investigation.

0 2 4 6 8 100

1

2

3

4

5

Deformation modulus GPa

Cohe

sion

MPa

0 2 4 6 8 100

10

20

30

40

50

60

70


Angl

e of

inte

rnal

fricti

on d

eg

0 2 4 6 8 100

1

2

3

4

5

6


P-w

ave

velo

sity

km/s

0 2 4 6 8 100

1

2

3

4

5


S-w

ave

velo

sity

km/s

5

Predicted P wave velocity



12 November 2013

Borehole logging test at investigation borehole near E/H site

6

P-wave velocity logging

Planned installation depth

Electrical logging


Value of electrical resistivity

m/sec Ω m2/m

Spacing electrodes are 0.25-4.0m


12 November 2013

Ground stress

Case σxBeam line

σyE/H axis

σzVertical

Isotropic Stress-A 1 1 1Anisotropic Stress-B 2 2 1

Stress-C 2 1 1Stress-D 1 2 1

• Isotropic case but Anisotropic cases– Horizontal stress is larger than vertical stress in case of candidate site condition by

some reports• Desirable for E/H direction and max. principle stress direction are same

σx

σz

σy

σy

σx

σz

7



12 November 2013 8

Ground stress test at investigation borehole near E/H site

Horizontal stress is larger than vertical stress 1.2-1.8 times

Longitudinal direction of E/H


Direction N E S W NK = σH/σzGround stress MPa

Dep

th m

Dep

th m


12 November 2013

Loosened zone around cavern

Loosening around cavern is caused by stress releasing and blasting.

notes

Blasting Usually 1-2m from cavern surfaceControlled blasting methods- Presplit blasting- Smooth blasting- Cushion blasting

Stress releasing

Depend on- Cavern size- Rock properties- Initial stress

In case of large cavern, loosened area by stress releasing is wider.

Definition of loosened zone by stress releasingLoosened zone 1.0 < sf. <1.2 plastic not elasticFractured zone Sf. < 1.0

Shear Strain

Elastic zone

Plastic zoneShea

r St

ress

Fracturing stress F/S

Hard rock case

Rock characteristics are almost elastic. Y/S is very near F/S

Yield stress Y/S

9


stressshear

strengthshearsffactorSafty

_

_:_


12 November 2013

Excavation procedure (Bench program)

1st stepInitial stress analysis

2nd stepUpper A/T and Arch of E/H

3rd stepLower A/T and Evc/T

4th stepBench of E/H middle part

5th stepArch of alcoves

6th stepBench of E/H bottom part

Excavation analysis is by six steps as shown on a figure, to roughly understand the variation of stress and deformation on each step. Actual excavation procedure will be more complicated.

10


25.000 25.000 25.000

25.000 25.000 25.000


12 November 2013

Excavation procedure (Bench program)

1st stepInitial stress analysis

2nd stepUpper A/T and Arch of E/H

3rd stepLower A/T and Evc/T

4th stepBench of E/H middle part

5th stepArch of alcoves

6th stepBench of E/H bottom part

11



12 November 2013

Displacement

12

x:y:z=1:1:1x:y:z=2:2:1x:y:z=2:1:1x:y:z=1:2:1

2 3 4 5 6 7 8 9 10 110

20

40

60

80

100

120

140

160

180

200

Stress AStress BStress CStress D

Deformation modulus (GPa)

Disp

lace

men

t (m

m)

B3 sectionVertical displacement of Arch

B3 sectionVertical displacement of Arch

2 3 4 5 6 7 8 9 10 110

20

40

60

80

100

120

140

160

180

200

Stress AStress BStress CStress D


Disp

lace

men

t (m

m)

B3 sectionSide wall displacement

B3 sectionSide wall displacement

x:y:z=1:1:1x:y:z=2:2:1x:y:z=2:1:1x:y:z=1:2:1

A１

B １ B2 B3

B １ B2 B3

A１

• In case of stress B and C, side wall displacement will be larger relatively.

• Because ground stress of cross section direction is larger.

• But displacements in good rock condition are absolutely small in each case.



12 November 2013

2 3 4 5 6 7 8 9 10 110

5

10

15

Stress-A

Stress-B

Stress-C

Stress-D


Wid

th o

f loo

send

are

a (m

)

2 3 4 5 6 7 8 9 10 110

5

10

15

20

25

Stress-A

Stress-B

Stress-C

Stress-D


Wid

th o

f loo

send

are

a (m

)

2 3 4 5 6 7 8 9 10 110

1

2

3

4

5

6

Stress-A

Stress-B

Stress-C

Stress-D


Wid

th o

f loo

send

are

a (m

)

Distribution of loosened zone

13


Section B3arch

Section B3arch

Section B3Side wall

Section B3Side wallSection A1

End wallSection A1End wall

x:y:z=1:1:1

x:y:z=2:2:1

x:y:z=2:1:1

x:y:z=1:2:1

x:y:z=1:1:1

x:y:z=2:2:1

x:y:z=2:1:1

x:y:z=1:2:1

x:y:z=1:1:1

x:y:z=2:2:1

x:y:z=2:1:1

x:y:z=1:2:1

X

Z

Y

Y

X

Z


12 November 2013

Loosened zone / Section A1 / H-class

14


Section A1Stress-A x:y:z=1:1:1


Section A1Stress-B x:y:z=2:2:1


Section A1Stress-C x:y:z=2:1:1


Section A1Stress-D x:y:z=1:2:1


3.6m

4.7m

1 . 2 m

1 . 2 m


12 November 2013

Loosened zone / Section A1 / M-class

15


1.2m

1.2m

6.8m

5.6m

1.6m










12 November 2013

Loosened zone / Section A1 / L-class

16


8.8m

4.9m

3.7m

10.8m

4.1m

1.8m

3.8m

6.6m










12 November 2013

Loosened zone / Section B1 / H-class

17


1.2m

1.2m

Section B1Stress A x:y:z=1:1:1Section B1Stress A x:y:z=1:1:1

Section B1Stress B x:y:z=2:2:1Section B1Stress B x:y:z=2:2:1

Section B1Stress C x:y:z=2:1:1Section B1Stress C x:y:z=2:1:1

Section B1Stress D x:y:z=1:2:1Section B1Stress D x:y:z=1:2:1

1. 2 m

1. 2 m


12 November 2013

Loosened zone / Section B1 / M-class

18


1.8m

4.7m

1.6m

5.3m

1.6m






12 November 2013

Loosened zone / Section B1 / L-class

19


2.6m

7.3m

4.1m

9.4m

4.1m

13.4m

4.1m

6.5m






12 November 2013

Loosened zone / Section B3 / H-class

20







12 November 2013

Loosened zone / Section B3 / M-class

21


1.2m

6.7m　





4.9m

1.2m


12 November 2013

Loosened zone / Section B3 / L-class

22


1.8m

7.5m

4.9m

12.4m

20.3m

3.7m

4.1m

9.4m






12 November 2013

Analysis conditions• Estimation of displacement distribution around E/H

by installing or push-pulling Detectors.• Rock mass deformation modulus : 5 GPa• Analysis method : 3D Elastic FEM analysis• Displacement is inversely proportional to

deformation modulus because of elastic analysis.• Model size :

– H450m x W900 x L900m– Overburden : 200m

23

450m

900m

200m

Study 2 : Displacement by Detectors movement

ILD Detector

SiD Detector


12 November 2013

Subject 2： Loading condition (Detector position)

Detector ILD or SiD

ILDILD off-lineSiD on-line

SiD

Loading condition LSO

Concrete pallet20m*20m*t3mConcrete slabt=3m

ILD SiD

Loading condition LOS

Both off-line

ILD SiD

Loading condition OLS

ILD on-lineSiD o ｆｆ -line

ILD weight : 15,000 tonsSiD weight : 10,000 tons

• Detectors are installed on concrete pallets.

• Thickness of concrete pallets are assumed as 3m.

• Detector weight are loaded on the pallet as a uniformly-distributed load

SiD

Loading condition OOS

SiD installation

ILD

Loading condition LOO

ILD installation

24



12 November 2013

LOO OOS LOS OLS LSO

ILD 1.16mmSiD ---

ILD ---SiD 0.63mm

ILD 1.20mmSiD 0.69mm



Base concrete slab displacement by placing detectors

25

Max displacement of ILD is 1.28mm, “OLS” case : ILD online caseMax displacement of SiD is 0.84mm, “LSO” case : SiD online case


Rock mass Deformation modulus : 5GPaConcrete Young’s modulus :25GPa


12 November 2013 26

Displacement distribution of E/H bottom level

-200 -150 -100 -50 0 50 100 150 200-2.0

-1.5

-1.0

-0.5

0.0

0.5

Bottom Level Line-Y00

LOOOOSLOSLSOOLS

y-axis (m)

Verti

cal d

ispla

cem

ent (

mm

)


Deformation modulus : 5GPa


12 November 2013

Vertical displacement distribution at each level

27

Top Level YOT

Bottom Level YOO

BT Level YOB

-200 -150 -100 -50 0 50 100 150 200-0.5

-0.4

-0.3

-0.2

-0.1

0.0

0.1

Beam line Level Line-Y0B L

OO

y-axis (m)

Verti

cal d

ispla

cem

ent (

mm

)

-200 -150 -100 -50 0 50 100 150 200-0.5

-0.4

-0.3

-0.2

-0.1

0.0

0.1

Top Level Line-Y0T L

OO

y-axis (m)

Verti

cal d

ispla

cem

ent (

mm

)

-200 -150 -100 -50 0 50 100 150 200-0.5

-0.4

-0.3

-0.2

-0.1

0.0

0.1

Bottom Level Line-Y00 L

OO

y-axis (m)

Verti

cal d

ispla

cem

ent (

mm

)

-200 -150 -100 -50 0 50 100 150 200-2.0

-1.5

-1.0

-0.5

0.0

0.5

Bottom Level Line-Y00 L

OO

y-axis (m)

Verti

cal d

ispla

cem

ent (

mm

)

Experimental hall

Experimental hall

Experimental hall

Experimental hall

Bottom level displacement is largerDisplacement outside E/H is almost same




12 November 2013

28


Vertical displacement distribution at each cross section

-200 -150 -100 -50 0 50 100 150 200-0.5

-0.4

-0.3

-0.2

-0.1

0.0

0.1

Beam line LevelLine-XBS

LOOOOSLOSLSOOLS

x-axis (m)

Verti

cal d

ispl

acem

ent (

mm

)

-200 -150 -100 -50 0 50 100 150 200-0.5

-0.4

-0.3

-0.2

-0.1

0.0

0.1

Bottom Level Line-X0S

LOOOOSLOSLSOOLS

x-axis (m)

Verti

cal d

ispl

acem

ent (

mm

)

-200 -150 -100 -50 0 50 100 150 200-0.5

-0.4

-0.3

-0.2

-0.1

0.0

0.1

Beam line LeveiLine-XB0

LOOOOSLOSLSOOLS

x-axis (m)Ve

rtica

l dis

plac

emen

t (m

m)

-200 -150 -100 -50 0 50 100 150 200-0.5

-0.4

-0.3

-0.2

-0.1

0.0

0.1

Bottom Level Line-X00

LOOOOSLOSLSOOLS

x-axis (m)

Verti

cal d

ispl

acem

ent (

mm

)

-200 -150 -100 -50 0 50 100 150 200-0.5

-0.4

-0.3

-0.2

-0.1

0.0

0.1

Beam line LevelLine-XBL LOO

OOSLOSLSOOLS

x-axis (m)

Verti

cal d

ispl

acem

ent (

mm

)

-200 -150 -100 -50 0 50 100 150 200-0.5

-0.4

-0.3

-0.2

-0.1

0.0

0.1

Bottom Level Line-X0L

LOOOOSLOSLSOOLS

x-axis (m)

Verti

cal d

ispl

acem

ent (

mm

)

ILD alcove section

Beam line section

ILD alcove section

SiD alcove section

SiD alcove section

Beam line section


12 November 2013

Relative displacement between “LSO” and “OLS” at Beam line elevation

29

Beam line

The area that displacement more than 0.02mm is within around 100m from the beam line.


mm


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