Effect of underground tunnelling by (TBM) on foundations of existing structures

1. Eng. Kishor K. Ade
A DISSERTATION ON
Effect of Underground Tunnelling by (TBM) on
Foundations of Existing Structures
By
Kishor K. Ade
M.E. (Structures)
(5057)
Under guidance of
Dr. Prof. Mrs. B. S. Karkare
&
Mrs. G. R. Chillal
Vishwakarma Institute Of Information Technology,
Pune

2. Eng. Kishor K. Ade
CONTENTS
 Introduction
 Literature Review
 Need of Project
 Aim and Objectives
 Methodology
 Parametric Study
 Results and Discussion
 Conclusion
 Publications
 References

3. Eng. Kishor K. Ade
INTRODUCTION
 Underground Tunnelling is an artificial underground
passage to by pass obstacles
 Underground tunnel construction has been rapidly
increasing worldwide
 Most of the projects are located in urban areas
 A few projects have been completed and some are under
construction
 The use of tunnelling for utility, such as water supply,
sewage disposal and metro rail

4. Eng. Kishor K. Ade
CLASSIFICATION OF TUNNELLING
Flowchart-1 Classification of Tunnelling

5. Eng. Kishor K. Ade
UNDERGROUND TUNNELLING METHODS
Flowchart-2 Underground tunnelling method
Fig-1 Main Parts of TBM

6. Eng. Kishor K. Ade
TUNNEL BORING MACHINE
• Tunnel boring machine (TBM) is a machine used to excavate
tunnels with a circular cross section through a variety of soil
and rock strata
• It can bore through anything from hard rock to sand
• TBM has the advantages of limiting the disturbance to the
surrounding ground and producing a smooth tunnel wall.
 EARTH PRESSURE BALANCE METHOD
(EPB)
• Earth balance pressure (EPB) tunnel shields are used in
excavating and advancing tunnels through any type of soft
ground or soil condition

7. Eng. Kishor K. Ade
 the design and analysis of
structures
Different Component Parts of Underground Tunnelling
Fig-2 Component parts of tunnel

8. Eng. Kishor K. Ade
HOW IT WORKS

9. Eng. Kishor K. Ade
LITERATURE REVIEW
Sr no Author Study Description
1 M. Abdel-Meguid
(2003)
3D Effects of Surface
Construction Over Existing
Subway Tunnels
Three-dimensional elasto-plastic finite element
method was used to simulate the construction
of an existing part of Toronto subway tunnels
and the response of the lining to the
construction of Phase III of York-Mills Centre
over the tunnels. The analysis allowed the
calculation of the tunnels deformation, the
lining distortion, and stresses in both
transverse and longitudinal directions.
2 L.Q. Zhang 2005 A displacement-based back-
analysis method for rock mass
modulus and horizontal in situ
stress in tunneling
The DBBA method presented in this paper has
been developed to back-analyze the elastic
modulus of rock mass and the horizontal in
situ stress perpendicular to the axis of an
underground opening, by using immediate
displacements induced by the excavation of
the tunneling face. This indirect method can be
used as a supplement to the present field test
methods.
The back-analysis technique is ideally suitable
for good rock mass conditions.
.

10. Eng. Kishor K. Ade
CONT…….
Sr no Author Study Description
3 Hsiung, B.C.B
(2010)
Analysis and Construction of
Cross Passage of Delhi Metro
Project Background The contract was located at
south end of Qutab Minar Line of Delhi metro
project comprises 5260 m of tunnel, with 4 cut-
and-cover stations. The inner and outer diameter
of the running tunnel is 5.6 and 6.35m
respectively. Lining of the tunnel was erected by
7- pieces 2750mm reinforcement concrete
segment. Four earth- pressure- balance (EPB)
tunnel boring machines (TBM) were used to
construct these tunnels. The diameter and length
of the shield varies from 6.52m to 6.54m and
from 7.7m to 8.8m.
4 Giovanni Barla
(2013)
Time-Dependent Modeling of
Tunnels in Squeezing
Conditions
The numerical analysis of tunnels in rock masses,
which exhibit a squeezing behavior, is
considered, with reference to the use of two
elastovisc oplastic constitutive laws implemented
in finite-difference and finite-element codes.
Because of the fact that in the most severe
squeezing conditions time dependence is
observed during excavation and may last for a
long time, both the reinforcement of the tunnel
face and the support of the tunnel section are to
be considered at the design and construction
stages.
.

11. Eng. Kishor K. Ade
NEED OF PROJECT
 The growth of many cities has resulted in the need for
increased infrastructure. As urban space become more
limited.
 The subsurface structures such as tunnels are becoming
more efficient in providing the required infrastructure.
 The cities like Mumbai, Delhi are facing the problem of
land. They already have constructed lots of roads, bridges
and building So that there is no availability of land for
the further infrastructure

12. Eng. Kishor K. Ade
CONT…….
 Recently Delhi government has made the rule of even and
odd combination for the vehicles just because of the
problem of traffic and pollution.
 To avoid for all this problem the underground tunnel is
best solution.

13. Eng. Kishor K. Ade
AIM AND OBJECTIVES
 Aim:-
To study the Unaffected depth of underground tunneling on existing
foundations.
 Objectives:-
To find the unaffected depth of tunnelling in different soil strata for
different type of foundations.
To Study the displacement of existing foundations due to tunnelling.
.

14. Eng. Kishor K. Ade
Software Information
 Midas GTS NX software is based on finite element analysis
 It can handle the entire range of geotechnical design application
Fig-3 Software information

15. Eng. Kishor K. Ade
FOUNDATION SETTLEMENT
 Problem 9 - A Square footing 1.2 X 1.2 m rests on a saturated
clay layer 4m deep. wL =30% , unit weight saturated =17.8
KN/m3, W = 28% and G = 2.68, Determine the settlement if
footing carries a load of 300 KN.
Where,
σo = Initial Overburden pressure at the
middle of clay layer
SC = Consolidation Settlement
µ = Poisson’s Ratio
H = Thickness of clay layer
W = Water Content
G = Specific gravity of soil solids
CC = Compression Index.
WL = Liquid limit in%
FOUNDATION SETTLEMENT
Dr. S. K. Prasad
Professor of Civil Engineering
S. J. College of Engineering, Mysore
Pg. No. 18

16. Eng. Kishor K. Ade
Software Results
43.86mm
Displacement

17. Eng. Kishor K. Ade
Comparison
 Book Results = 48.50mm
 Software Results = 43.86mm
 Difference between book and software results are = 4.64mm

18. Eng. Kishor K. Ade
METHODOLOGY
Data
collection
Create model
Placing of
foundations
Pressure load on
foundations
Self weight of
soil
To give the Boundary
conditions
Analyse the model for 15m
depth from bottom of the
foundations to the tunnel crown
Similarly Repeat the
analysis for the 20m and
25m depth of tunnel crown.
Check
Results
Model is
Safe
Start
Change the
material properties
Stop
YES
NO
Flowchart-3 Methodology

19. Eng. Kishor K. Ade
Comparison
 Book Results = 48.50mm
 Software Results = 43.86mm
 Difference between book and software results are = 4.64mm

20. Eng. Kishor K. Ade
Comparison
Reference- SBC of different Soil Strata as per IS 1904-1978

21. Eng. Kishor K. Ade
Material Properties
Table No.1
Material Properties of Ground Medium
Depth
(M) Strata
Dry Unit
Wt.
(kN/m3
)
Sat. unit
wt
(kN/m3
)
Poisons
Ratio
(μ)
Elastic
Modulus
E (kN/m2
)
Angle of
Friction
Ø
Cohesion
C
(kN/m2
)
15
20
25
Hard
Murrum
19 20 0.2 150000 39 0
15
20
25
Soft
murrum
18 20 0.4 52000 27 0
15
20
25
Shadu 16 20 0.49 9000 0 38
Reference: Material Properties - Some Useful Numbers on the Engineering Properties of Materials
)Geologic and Otherwise) GEOL 615

22. Eng. Kishor K. Ade
CONT…….
Table No.2
Material Properties of Structural Medium
Sr. No. Material Type Elastic Modulus
E (kN/m2
)
Unit Weight (kN/m3
)
1 Segment 21 X 106
24
2 Steel 20 X 108
78
3 Grout 10 X 106
22.5
4 Concrete )M20) 22.36 X 106
25
Structural Properties- Midas References

23. Eng. Kishor K. Ade
Type of shallow foundations
Fig-4 Shallow Foundation Fig-5 Raft Foundation

24. Eng. Kishor K. Ade
Comparison
 Total Load on Shallow Foundation is 5995.78 T
(B + G + 11 Stories)
 Total Load on Raft Foundation is 5397.50 T.
(B + G + 4 Stories)
 Load is converted in pressure and it applied on individual
foundations on models.

25. Eng. Kishor K. Ade
Size of model
Fig- 6 Shallow Foundation- (50m X 30m X40m(
(B X D X L(
Fig-7 Raft Foundation-
(30X 50 X 50(
Tunnel Dimension
External Diameter of Tunnel = 7.4 m
Internal Diameter of Tunnel = 6.8 m
Shield Thickness = 0.3m
Reference- All Standard dimensions are taken w.r.t. Delhi metro train tunnel.

26. Eng. Kishor K. Ade
Flowchart for Analysis
Flowchart No.2 For Analysis

27. Eng. Kishor K. Ade
Different depth of tunnel crown
A- It shows 15m depth of bottom of the foundation to the depth of top
of the tunnel crown
B- It shows 20m depth of bottom of the foundation to the depth of top
of the tunnel crown
C- It shows 25m depth of bottom of the foundation to the depth of top
of the tunnel crown
Fig-8 Depth of underground tunnel

28. Eng. Kishor K. Ade
Hard Murrum
 Displacement for Shallow foundation at 15m depth of tunnel
crown
 Displacement at construction stage eleven
Note- Different colour shows displacement at particular portion

29. Eng. Kishor K. Ade
CONT…….
 Displacement for Shallow foundation at 20m depth of tunnel
crown
 Displacement at construction stage eleven

30. Eng. Kishor K. Ade
CONT…….
 Displacement for Shallow foundation at 25m depth of tunnel
crown
 Displacement at construction stage eleven

31. Eng. Kishor K. Ade
Hard Murrum
 Displacement for Raft foundation at 15m depth of tunnel
crown
 Displacement at construction stage five
Note- Different colour shows displacement at particular portion

32. Eng. Kishor K. Ade
CONT…….
 Displacement for Raft foundation at 20m depth of tunnel
crown
 Displacement at construction stage five

33. Eng. Kishor K. Ade
CONT…….
 Displacement for Raft foundation at 25m depth of tunnel
crown
 Displacement at construction stage five

34. Eng. Kishor K. Ade
RESULTS FOR RAFT FOUNDATION
Fig.4 Fig.5
Fig.6

35. Eng. Kishor K. Ade
IS Code 1904-1986

36. Eng. Kishor K. Ade
RESULTS AND DISCUSSION
 For Shallow Foundation
 The displacement of existing Shallow foundation due to
underground tunnelling on hard murrum is 61.91mm at
15m depth of tunnel crown. Displacement of foundation
should not exceed 70mm as per IS Code 1904-1986. Hence it is
not suitable to construct the underground tunneling, because
it is nearest to the existing foundation and foundation may be
disturbed.
 Similarly displacement of existing Raft foundation at 20m and
25m depth of tunnel crown is 59.14mm and 58.01mm
respectively.

37. Eng. Kishor K. Ade
CONT…….
 The displacement of existing Shallow foundation due to
underground tunnelling on soft murrum is 61.91mm at 15m
depth of tunnel crown. Displacement of foundation should
not exceed 70mm as per IS Code 1904-1986. Hence it is not
suitable to construct the underground tunneling, because it is
nearest to the existing foundation and foundation may be
disturbed.
 Similarly displacement of existing Raft foundation at 20m and
25m depth of tunnel crown is 59.14mm and 58.01mm
respectively.

38. Eng. Kishor K. Ade
CONT…….
 The displacement of existing Shallow foundation due to
underground tunnelling on Shadu strata is 61.91mm at 15m
depth of tunnel crown. Displacement of foundation should
not exceed 70mm as per IS Code 1904-1986. Hence it is not
suitable to construct the underground tunneling, because it is
nearest to the existing foundation and foundation may be
disturbed.
 Similarly displacement of existing Raft foundation at 20m
and 25m depth of tunnel crown is 59.14mm and 58.01mm
respectively.

39. Eng. Kishor K. Ade
CONT…….
 For Raft Foundation
 The displacement of existing Raft foundation due to
underground tunnelling on hard murrum is 61.91mm at
15m depth of tunnel crown. Displacement of foundation
should not exceed 70mm as per IS Code 1904-1986. Hence it is
not suitable to construct the underground tunneling, because
it is nearest to the existing foundation and foundation may be
disturbed.
 Similarly displacement of existing Raft foundation at 20m
and 25m depth of tunnel crown is 59.14mm and 58.01mm
respectively

40. Eng. Kishor K. Ade
CONT…….
 The displacement of existing Raft foundation due to
underground tunnelling on soft murrum is 61.91mm at 15m
depth of tunnel crown. Displacement of foundation should
not exceed 70mm as per IS Code 1904-1986. Hence it is not
suitable to construct the underground tunneling, because it is
nearest to the existing foundation and foundation may be
disturbed.
 Similarly displacement of existing Raft foundation at 20m
and 25m depth of tunnel crown is 59.14mm and 58.01mm
respectively.

41. Eng. Kishor K. Ade
CONT…….
 The displacement of existing Raft foundation due to
underground tunnelling on Shadu strata is 61.91mm at 15m
depth of tunnel crown. Displacement of foundation should
not exceed 70mm as per IS Code 1904-1986. Hence it is not
suitable to construct the underground tunneling, because it is
nearest to the existing foundation and foundation may be
disturbed.
 Similarly displacement of existing Raft foundation at 20m
and 25m depth of tunnel crown is 59.14mm and 58.01mm
respectively.

42. Eng. Kishor K. Ade
CONCLUSION
 The underground tunnel construction is suitable for Raft
Foundation on hard Murrum and Soft Murrum up to
20m to 25m depth of the bottom of foundation to the
depth of top of the tunnel Crown.
 The underground tunnel construction is suitable for Shallow
Foundation on hard Murrum and Soft Murrum up to 20m to
25m depth of the bottom of the tunnel Crown. Displacement
of foundation is not exceed 50mm as per IS Code 1904-1986.
 The underground tunnel construction is not suitable for
Shallow and Raft Foundations on shadu strata up to 15m,
20m and 25m.

43. Eng. Kishor K. Ade
PUBLICATIONS
 Kishor K. Ade, B. S. Karkare, G. R. Chillal, “Effect of
Underground Tunnelling by (TBM) on existing
Structures”, Civil engineering post graduation
conference- PGCON 2015, MAEER’s MIT Pune.
 2. Kishor K. Ade, B. S. Karkare, G. R. Chillal, “Effect
of Underground Tunnelling by (TBM) on Raft
foundation”, Smarter cities – India 2015 : Smarter
solution for a better tomorrow (SCI 2015)

44. Eng. Kishor K. Ade
REFERENCE
 M. Abdel-Meguid, R. K. Rowe, and K. Y. Lo (2003), “3D Effects
of Surface Construction Over Existing Subway Tunnels.”
ASCE, the International Journal of Geomechanics Volume 2,
Number 4, 447–469 (2002).
 L.Q. Zhang, Z.Q. Yue, Z.F. Yang, J.X. Qi, F.C. Liu, (2005)“A
displacement-based back-analysis method for rock mass
modulus and horizontal in situ stress in tunneling – Illustrated
with a case study. Science direct, Tunnelling and Underground
Space Technology 21 (2006) 636–649
 Hsiung, B.C.B. Tsai, Y.Y. Tsai, C.C. (2010) “Analysis and
Construction of Cross Passage of Delhi Metro” Indian
Geotechnical Conference – 2010, GEO trendz December 16–18,
2010 IGS Mumbai Chapter & IIT Bombay.

45. Eng. Kishor K. Ade
CONT…….
 Gordon T. K. Lee and Charles W. W. Ng, M.ASCE, “Effects of
Advancing Open Face Tunneling on an Existing Loaded Pile”
ASCE, Journal of Geotechnical and Geoenvironmental
Engineering, Vol. 131, No. 2
 K. H. Park (2003), “Elastic Solution for Tunneling-Induced
Ground Movements in Clays” ASCE, International Journal of
Geomechanics, Vol. 4, No. 4, December 1, 2004.
 Guilhem Mollon; Daniel Dias; and Abdul-Hamid Soubra (2010),
“Face Stability Analysis of Circular Tunnels Driven by a
Pressurized Shield” ASCE journal of Geotechnical and
Geoenvironmental Engineering, Vol. 136, No. 1

46. Eng. Kishor K. Ade
CONT…….
 R.C.K. Wong and P. K. Kaiser (1991) “ Performance Assessment
of tunnels in Cohesions less” ASCE, Journal of Geotechnical
Engineering, Vol. 117, No 12.
 Sang-baik Woo, Jong-ho Park, Hong-Sung Lee, Yong-Ki Choi,
“Recovery Execution in Collapsed Face of Soil-Tunnel Entrance
When One-Way Driving” Midas Journals
 A. Pourtaghi , M.A. Lotfollahi-Yaghin (2011) “Wavenet ability
assessment in comparison to ANN for predicting the maximum
surface settlement caused by tunneling” Tunnelling and
Underground Space Technology
 G. Girmscheid and Cliff Schexnayder, F.ASCE (2003), “Tunnel
Boring Machines” ASCE Practice Periodica

47. Eng. Kishor K. Ade
Thank You…