Tunnel T80 across Pir Panjal Mountain Range: The Longest Transportation Tunnel In India

4,010 views
3,855 views

Published on

The Presentation Covers the General Technical Features of Tunnel T 80 across Pir Panjal Mountain Range, for Kashmir Rail Link. This presentation was made at Civil Engineering Society, IIT Kanpur on 30th September 2013.

Published in: Education, Technology, Business
3 Comments
9 Likes
Statistics
Notes
No Downloads
Views
Total views
4,010
On SlideShare
0
From Embeds
0
Number of Embeds
0
Actions
Shares
0
Downloads
712
Comments
3
Likes
9
Embeds 0
No embeds

No notes for slide

Tunnel T80 across Pir Panjal Mountain Range: The Longest Transportation Tunnel In India

  1. 1. WELCOME YOU TO PIRPANJAL RAILWAY TUNNEL SITE THE LONGEST TRANSPORTATION TUNNEL IN INDIA
  2. 2. 2 • Location Overview • Salient Features of The Tunnel • Construction Approach • Pre-construction Planning • Usage Of NATM in T-80 • Construction Activities • Quality Assurance • Environment Issues • Social Impact PRESENTATION COVERS
  3. 3. LOCATION OVERVIEW
  4. 4. 4 ALIGNMENT PLAN JAMMU-UDHAMPUR-SRINAGAR-BARAMULLA RAIL LINK QAZIGUN D SADUR A ANANTNAG BIJBEHARA PUNZGA M AWANTIPORA KAKPORA PAMPOR E SRINAGA R BUDGA M RAJWANSHE R PATTAN HAMRE SOPORE BARAMULLA BANIHA LARPINCHALA BHATTA LOALE KOHLISANGALDAN BARALA BASAND A--DHAR REASI KATRA CHAKARWAH UDHAMPUR SALAL RAMNAGAR ROAD MANWA L SANGAR BAJALT A JAMM U SURUKOT PIR PANJAL RAIL TUNNEL Length 11100 mts. South portal photo SOUTH PORTAL
  5. 5. 5
  6. 6. 6 SALIENT FEATURES OF T-80 • Total length – 11 Km • Adit – 774 m (58 m2 exc. Area) • Shaft : 55 m depth , 12 m dia • Maximum overburden - 1.10 Km • Tunnelling method :NATM (New Austrian Tunneling Method) • Completed Cost – 1150 Crores • Approx. 440 m below existing Jawahar Road Tunnel(2.75km) • Underground excavation : 10 lac cubic meter • Cross section Area : Excavation : 67 to 78 m2 , Finished Tunnel : 48 m2 • Investigation Bore Holes depth upto 640 m
  7. 7. 7 SALIENT FEATURES OF T-80 (Contd.) • 3 m wide road in tunnel for maintenance, emergency rescue & relief. • High mid point & sloping in both directions for drainage. • Provision of system for ventilation, fire fighting & safety monitoring. • Adit & shaft for parallel working, to be used for ventilation, maintenance & emergency relief during service. • Extensive instrumentation for monitoring during tunneling • Consultants : M/s Geoconsult-RITES JV
  8. 8. 8 MANY FIRSTS • The Longest Transport Tunnel In The Country (11Km) • Highest ‘Over- burden’ of 1100M • Deepest ‘Drill holes’ for Geotechnical Investigations 640M • First Large Scale Use of ‘New Austrian Tunneling Method (NATM)’ in India • First Use of ‘Road header’ for ‘Tunnel Excavation’ in Railway Tunneling
  9. 9. CONSTRUCTION APPROACH
  10. 10. 10 APPROACH TO CONSTRUCTION NO ADIT
  11. 11. 11 Vertcal Shaft 55m deep, 12m dia Cross Passage 55 m Adit 788 m APPROACH TO CONSTRUCTION WITH SHAFT AND ADIT
  12. 12. 12 Tunnel Cross Section: STRUCTURAL GAUGE
  13. 13. 13 TUNNELS SECTIONS USED ON KONKAN TRACK
  14. 14. 14 TYPICAL RAILWAY TUNNEL SECTION USED ON JAMMU- UDHAMPUR RAIL LINK SHOTCRETE(25mm+WIRE MESH +50mm) OR 50mm SFRS 300 TH. C.C. LINING ISHB 150 @ 500 C/C 50mm TH. R.C.C. LAGGING Min. EXCAVATION LINE 75Ø @ 2000 C/C MS PLATE 12mm THICK ISHB150-2NOS. INVERT STRUT ISHB150 @ 500mm ISHB200 @ 750 C/C 1676 R2600 43701312 150 150 Max. 150(max) 50M20 1 in 40 RAIL LEVEL FINISH LINE PAY LINE 150 TH. FROM Min. EXCAVATION 25 mm Ø 3 to 5m ROCK BOLTS AS PER SITE REQUIREMENT ISHB 150 @ 750 c/c PRESSURE RELIEF HOLES 5m DEEP @ 3m c/c LONGITUDINALLY AS PER SITE REQUIREMENT 150 PAY LINE MIN. EXCAV. LINE BASE PLATE 12mm THICK R3000 ISHB150@500c/c SHOTCRETE25mm+ WIREMESH+50mmOR50mmSFRS 50TH.R.C.C.LAGGING 150 PRESSURERELIEFHOLES5m DEEP@3mc/cLONGITUDINALLY ARASPERSITEREQUIREMENT BACKFILLINGM-10 50 FINISHLINE 300TH.CONC.LININGM-20 150 100 900 BLOWER 8Ø @ 150 C/C 50 675 150 100 65 675 25mmØ3mto5m ROCKBOLTAS PERSITE REQUIREMENT SEC.ATA-A 75
  15. 15. 15 LOADING DIAGRAM FOR TUNNEL TOP PRESSURE-15000KG/M AND SIDE PRESSURE-5000KG/M
  16. 16. 16 BENDING MOMENTS DIAGRAM FOR D-SHAPE TUNNEL TOP PRESSURE-15000KG/M AND SIDE PRESSURE-5000KG/M MAX BENDING MOMENT = 137KN-M
  17. 17. 17 BENDING MOMENT DIAGRAM FOR ELLIPITCAL TUNNEL TOP PRESSURE 15000KG/M AND SIDE PRESSURE 5000KG/M MAX. BENDING MOMENT = 35.80KN-M
  18. 18. COMPARISION BETWEEN D-SHAPED AND ELLIPTICAL TUNNEL DESCRIPTION MAX. AXIAL FORCE MAX. BENDING MOMENT MAX. SHEAR FORCE MAX. DISPLACEMENT WITH TOP PRESSURE 15000 KG/M & SIDE PRESSURE 5000 KG/M D-SHAPED TUNNEL 412.5KN 137KN-M 15129 KG 0.083 M ELLIPTICAL TUNNEL 567 KN 35.80KN-M 9025 KG 0.024 M WITH TOP PRESSURE 15000 KG/M D-SHAPED TUNNEL 412.5KN 48.10 KN-M 8565 KG 0.03 M ELLIPTICAL TUNNEL 639 KN 35.65 KN-M 9635 KG 0.028 M
  19. 19. 19 CONSTRUCTION METHOD SELECTION • DRILL AND BLAST • ROAD HEADER • TUNNEL BORING MACHINE (TBM)
  20. 20. 20 DRILL AND BLAST • CONVENTIONAL, ART WHICH COMES WITH EXPERIENCE • GOOD IN HARD ROCKY STRATA • WITH EXPERIENCE, CAN DELIVER GOOD PROGRESS • NON CONTINUOUS- CYCLE INVOLVES VARIOUS ACTIVITIES IN SEQUENCE • MAY SPRING SUDDEN SURPRISES
  21. 21. 21 ROAD HEADER • CONTINUOUS ADVANCE- LESS SURPRISES • MORE CONTROLLED EXCAVATION- LESS OVERBREAK/CAVITY FORMATION • SUITABLE FOR MEDIUM HARD ROCK • CAN BE WITHDRAWN MID WAY TO GIVE WAY FOR OTHER METHODS
  22. 22. 22 TUNNEL BORING MACHINE • CONTINUOUS ADVANCE • CIRCULAR SECTION • NOT SUITABLE UNDER SQUEEZING CONDITIONS • CANNOT BE WITHDRAWN MIDWAY TO GIVE WAY TO OTHER METHODS
  23. 23. 23 WHY NO TBM • Likelihood of Mixed Geology • Heavily Faulted Areas and/or Wide Fault Zones • High Squeezing Anticipated in middle with High Overburden (1100 mts.) • Heavy Water Flow in Lime Stone Zone with High overburden • TBM may be Trapped by Ground Movement Behind the Face
  24. 24. PRE-CONSTRUCTION PLANNING
  25. 25. 25 PRE-CONSTRUCTION PLANNING • Engagement of Consultant – QCB System Of tendering • Survey and Investigation • Head start by Taking up ADIT and shaft works in advance • Tender Planning – Key dates – Multi Method Approach • Road Header/ D&B
  26. 26. 27 USAGE OF NATM IN T-80 • Suitable for poor and Varying Geology of Himalayan Region • X-Section designed to develop Maximum Self Supporting Capacity • Face Mapping, Probe Hole & Instrumentation data input for Initial Support Design – RESS – Primary Support System • Resilient enough to Accept the deformations and readjustment of stresses and Strong enough to take the loads • Deformation Monitoring to assess the stress redistribution, and stabilization before final lining
  27. 27. 28 INSTRUMENTATION To provide early information about tunnel behaviour in order to optimize excavation & support activities during construction and to recognize the requisite remedial measures. Instrumentation data is basic input of the NATM, the observational approach. Instrumentation in Pir Panjal Tunnel: Optical 3 D monitoring: With bi-reflex targets to monitor deformation in tunnel on daily basis Extensometers: To measure stresses in surrounding rock mass Radial Pressure Cells: To measure pressure of rockmass on shotcrete lining Shotcrete Strain meter: To monitor stresses in shotcrete lining Piezometer: To monitor hydrostatic pressure during tunneling
  28. 28. 29 CONSTRUCTION ACTIVITES • Open excavation & portal development • Tunnel mining & primary lining • Water-proof membrane installation + drainage system. • Secondary lining. • Ventilation, system and safety installations • Track laying
  29. 29. 30 QUALITY ASSURANCE • Laid down responsibilities, procedures and checklists for various activities through: –CPM, CQM, SH&EM –PPM, PSM –Organogram –QAP –ITP
  30. 30. 31 QUALITY ASSURANCE (contd…) • Availability of relevant documentation and defining the manner of execution of various activities • Maintaining compliance through appropriate monitoring • Ensuring adequate support facilities for successful & scheduled execution of work. • Availability of competent/trained personnel to carry out various activities • Compliance of statutory/regulatory requirements related to safety, environment etc.
  31. 31. 32 Quality Assurance (contd…) Check Lists and Forms for Process Control During Execution of Works: • Required Excavation and Support Sheet (RESS) • ATSS/ Shift Report/Blasting clearance report/ R/Bolt Installation report • Shotcrete testing by Penetrometer test, Core crushing test, thickness verification etc. • Geological mapping (Geological face mapping sheet) • Lining Air Permeability Test • All Material Testing at Site Lab
  32. 32. 33 ENVIRONMENT ISSUES • Identified Muck Dumping areas • Recycling of Excavated Rocks – aggregate for concrete constn. • Effluent Settling Tank – Fit for agriculture discharge • Ventilation during Construction Stage – Gas Analyser for air quality monitoring • Controlled Blasting below Inhabited areas • Lined Waterproof Tunnel – No long term impact on water table/ Aquifers
  33. 33. 34 SOCIAL IMPACT • All weather link, Alternate to Jawahar Tunnel • Even at Construction stage, given a boost to – local construction-industry – Employment – Transportation business • A boost to Local economy of Banihal
  34. 34. 35 Time Line
  35. 35. 36 PIR PANJAL TUNNEL- EXCAVATION PROGRESS Year Excavation (mts.) Remarks 2006 722 Two Faces 2007 1876 Start From 4 Faces 2008 2475 2009 2533 2010 1739 Two Faces after Jan’10 2011 947 High overburden, Squeezing, Shale 2012 63
  36. 36. 40 Miles to go…… “A thing should be made as simple as possible, but not simpler”. Einstein
  37. 37. 41 THANKS !
  38. 38. 42 ENGAGEMENT OF CONSULTANT • Investigations for Tunneling Methodology Assessment • Initial Design – Usage of NATM – Usage of Water proof Membrane for Semi Dry Tunnel – Development of 4-Arc Tunnel X-Section – Additional Access through ADIT and Shaft – Portal Location Review • Real Time Monitoring / Instrumentation and Design Support
  39. 39. 43 INVESTIGATIONS & PLANNING 2003 Geological L-Section Profile Submitted by M/s RITES based on GSI data.- Used to decide the Bore hole Location. 2003-04 Bore holes by RITES/ MECL- To Confirm Geological Mapping inference 2004 Consultants engaged in Feb. 2004 Geological Surface Mapping along the entire alignment by - For Detailed Geological Section 2004 Data input for Tendering and a Decision Support System for ADIT and Shaft decision – Adit & Shaft Work Awarded in June 2004 2004 Detailed Topographical Survey for Portal Location 2005 Main Tunnel Construction Work Awarded in August 2005
  40. 40. 44
  41. 41. 45
  42. 42. 46
  43. 43. BASIC PRINCIPLES OF NATM • Rock Mass is the major load bearing member • Primary Support shall  maintain the integrity & strength of Rock Mass  light, have good and area contact (shotcrete)  strengthen Rock Mass (bolt, grouting)  provide protection to workers (steel rib, mesh)  installed quickly • Provide always an effective ring closure, if necessary by an invert if rock is not suitable
  44. 44. BASIC PRINCIPLES OF NATM (Contd.) • Rounded shape of Cross-Section • Continuous control of system behaviour by monitoring • Inner lining shall be installed only after balance of stresses („zero“ deformation)
  45. 45. 49
  46. 46. 503D Monitoring Targets
  47. 47. 51
  48. 48. 52
  49. 49. 53 EXTENSOMETER
  50. 50. 54 FACE MAPPING
  51. 51. 55 PROBING SHEET
  52. 52. 56
  53. 53. 57
  54. 54. 58
  55. 55. 59 Deformation Monitoring in Primary Lining Before start of Secondary Lining
  56. 56. 60
  57. 57. 61
  58. 58. 62Charging of Face
  59. 59. 63Ventilation Duct
  60. 60. 64Mucking
  61. 61. 65Wire mesh & Lattice Girder Erection
  62. 62. 66 Face sealing Face sealing by Shotcrete
  63. 63. 67Drilling for Forepoling
  64. 64. 68 Rock Bolting
  65. 65. 69 TUNNEL MINING Activity Cycle Time (hr.) 2 mt. RC IV Cycle time (hr.) 1.25 mt. RC V Drilling & Excavation 1.7 0.9 Charging , Blasting & Defuming 2.7 1.5 Mucking 1.1 0.8 Wire Mesh & Lattice Girder 2.4 2.3 Shotcrete 0.9 0.8 Rock Bolting 1.8 1.0 Preparation of new face 0.3 0.3 Maintenance 1.6 1.1 Forepoling 1.6 1.7 Total 14.1 10.4
  66. 66. 70
  67. 67. 71 Kicker Beam Casting
  68. 68. 72 Geotextile Fixing
  69. 69. 73 PVC Membrane Fixing
  70. 70. 74Membrane Stitching
  71. 71. 75 Reinforcement for Overt Lining
  72. 72. 76 Reinforcement Cage for Inner Lining
  73. 73. 77Concrete Lining Gantry
  74. 74. 78 View of Finished Lining Concrete
  75. 75. 79 Profile Checking with Total Station
  76. 76. 80Core Cutting
  77. 77. 81Testing of Joints (Membrane)
  78. 78. 82 Sedimentation Tank
  79. 79. 83 Effluent Quality Test Report
  80. 80. 84

×