1. SEISMIC PERFORMANCE OF TUNNEL LINING UNDER LONG DISTANT EARTHQUAKE EFFECTS
International Conference of Earthquake Engineering and Seismology
By:
A. Adnan, M. Z. Ramli & Yousef Karimi Vahed
Faculty of Civil Engineering, Universiti Teknologi Malaysia, Johor, Malaysia
S.K. Che Osmi
School of Mechanical, Aerospace and Civil Engineering,
University of Manchester, United Kingdom

2. PRESENTATION OUTLINE Research problem and Research activities
Overview of Research Background: Seismic design of tunnel
Methodology
Free Vibration Analysis (FVA)
Time history Analysis (THA)
Response Spectrum Analysis (RSA)
Conclusion

3. RESEARCH PROBLEM RESEARCH ACTIVITIES
skeptical about the performance of underground structures - safest shelters during earthquakes.
tunnel structures has received considerably less attention than that of surface structures.
enhanced awareness of seismic hazards for tunnel
understanding of factors influencing the seismic behaviour of tunnel.
RESEARCH ACTIVITIES
To develop full model on tunnel lining including geometric and material properties of soils.
To analyze the model with linear analysis using Free Vibration Analysis (FVA), Response Spectrum Analysis (RSA) and Time History analysis (THA).

4. SEISMIC DESIGN OF TUNNEL
Design Approach :
Deformation Method for Underground Structures
Types of Deformations ([1],[3]):
Axial and Curvature Deformations: occur when the seismic waves with soil particles movement is parallel to the tunnel axis cause alternating compression and tension
Bending Deformations: are generated by the components of seismic waves that produce motions perpendicular to the longitudinal axis.
Ovaling or Racking Deformations: develop when shear waves propagate normal or nearly normal to the tunnel axis. 1 2 3
[1] Hashash, Youssef M. a., Jeffrey J. Hook, Birger Schmidt, and John I-Chiang Yao “Seismic Design and Analysis of Underground Structures.” Tunnelling and Underground Space Technology 16(4):247–93. Retrieved (
[2] Pitilakis, Kyriazis, and Grigorios Tsinidis “Performance and Seismic Design of Underground Structures.” Pp. 279–340 in Earthquake Geotechnical Engineering Design, Geotechnical, Geological and Earthquake Engineering, vol. 28, Geotechnical, 115 Geological and Earthquake Engineering, edited by Michele Maugeri and Claudio Soccodato. Cham: Springer International Publishing. Retrieved June 7, 2014 (
[3] Wang, Jaw-Nan Seismic Design of Tunnels : A Simple State-of-the-Art Design Approach. Parsons Brinckerhoff Inc.
Figure 1 Simplified deformation modes of tunnels due to seismic waves [2]

5. SMART TUNNEL SMART : Stormwater Management and Road Tunnel
Innovative and cost-effective solution: (1) flash floods (2) severe traffic congestion
Geometrical description: 9.7km long , 11.83m internal diameter bored tunnel, 3km of highway tunnel with two decks.
Figure 3 Tunnel Segmental Cross Section
Figure 2 Motorway Tunnel Cross Section
Figure 4 Geometry of the tunnel project with an indication of the soil layers

6. 2D Dynamic Analysis (LINEAR)
METHODOLOGY
Pre-Processing
Tunnel model
Soil Model
Load Model
2D Dynamic Analysis (LINEAR)
Free Vibration analysis
Response Spectrum Analysis (RSA)
Time history Analysis (THA)
Post-Processing
- Result and analysis
- Conclusion
- Recommendation
Figure 5 Research design flowchart

7. METHODOLOGY Table 1 Material properties of soil and tunnel model
Clay
Silt
Sand
Gravel
Precast Segment
Element type
Solid
Plate
Material model
Mohr-Coulomb
Elastic
Material behavior
Drained
Structure
Unit weight,
γdry, γwet [kN/m3] 18 20 24
Modulus of Elasticity, E [kN/m2]
9 x103
8 x103
9x104
12 x104
Normal stiffness, EA 1.4x107 kN/m
Flexural rigidity, EI
1.43 x105 kNm2/m
Poison Ratio, v
0.25
0.33
0.2
Cohesion, C [kN/m2] 25 31 -
Figure 5 Soil-tunnel Model
Figure 6 Ground Acceleration at Kuala Lumpur Site, PGA = 0.19g for THA
Figure 7 Response Spectrum for RSA 

8. FREE VIBRATION ANALYSIS
Figure 8 Mode Shapes of the model
Table 2 Period with various mode shapes
MODE
PERIOD
Mode 1
1.0512
Mode 2
0.7225
Mode 3
0.4683
Mode 4
0.4482

9. TIME HISTORY ANALYSIS (THA)
Figure 9 The maximum axial force of the lining at Frame 27
Figure 10 The maximum shear force of the lining at Frame 32

10. TIME HISTORY ANALYSIS (THA)
Figure 11 The maximum moment of the lining at Frame 34
Table 3 Maximum member forces value
Type of forces
Value
Location
Time
Axial Forces
60.99 kN
Frame 27
33 Sec
Shear Forces
8.841 kN
Frame 32
31 Sec
Moment
15.13 kNm
Frame 34
36 Sec

11. TIME HISTORY ANALYSIS (THA)
Figure 12 Displacement between 2 nodes
The maximum displacement is 3.48mm at 12.8 sec
Figure 13 Displacement to show the ovaling effect

12. RESPONSE SPECTRUM ANALYSIS (RSA)
Figure 14 The maximum axial force of the lining at Frame 33
Figure 15 The maximum shear of the lining at Frame 5
Table 4 Maximum member forces value for Response Spectrum analysis
Type of forces
Value
Location
Axial Forces
99.43 kN
Frame 33
Shear Forces
17.35 kN
Frame 5
Moment
22.44 kNm
Figure 16 The maximum moment of the lining at Frame 5

13. DESIGN CAPACITY SUMMARY OF THE RESULTS Type of forces Value
Table 5 Design Capacity of the SMART tunnel
Type of forces
Value
Axial Forces
58,238 kN
Shear Forces
548 kN
Moment
150,148 kNm
SUMMARY OF THE RESULTS
Table 6 Summary of lining member forces analysis for SMART Tunnel
Type of forces
Time History Analysis
Response Spectrum Analysis
Design Capacity
Time History Analysis Demand Percentage (%)
Response Spectrum Analysis Demand Percentage (%)
Axial Forces
61 kN
99.43 kN
58,238 kN
0.10
0.17
Shear Forces
9.1kN
17.35 kN
548 kN
1.66
3.17
Moment
15 kNm
22.44 kNm
150,148 kNm
0.01

14. CONCLUSION It can be concluded that:
Response of underground structures are largely depending on the surrounding medium (soil or rock).
Most of the heavier damages occurred when:
The peak ground acceleration was greater than 0.5 g
The earthquake magnitude was greater than 7.0
The epicentral distance was within 25 km.
The tunnel was embedded in weak soil.
The tunnel lining was lacking in moment resisting capacity
The tunnel was embedded in or across an unstable ground including a ruptured fault plane.

15. Thank you Acknowledgments
Prof Dr Azlan Adnan (Faculty of Civil Engineering, Universiti Teknologi Malaysia, Johor, Malaysia)
E- Seer UTM
Family and friends