1. 3 June 2008 1 Rapid Replacement of the Hood Canal Bridge Approach Spans Joseph Merth, P.E. Bridge Design Engineer 3 June 2008

2. 2 Overview  Introduction  Current Project  Approach Design  Approach Construction  Challenges West Approach East Approach Floating Structure

3. 3 June 2008 3 Location Olympic Peninsula Seattle Hood Canal Bridge Puget Sound

4. 3 June 2008 4 Location The Hood Canal Bridge provides the vital transportation link between the northeast Olympic Peninsula and Kitsap, King, Pierce and Snohomish counties Hood Canal Bridge Hood Canal

5. 3 June 2008 5

6. 6 Hood Canal Bridge

7. 3 June 2008 7 Hood Canal Bridge

8. 3 June 2008 8 West Half Floating Structure East Half Floating Structure Draw Span East Approach West Approach Transition Span Transition Span

9. 3 June 2008 9 Bridge Facts  Length – 7869 feet (Longest floating bridge over salt water)  Floating portion – 6530 feet  Max water depth – 340 feet  Tidal Variation – 16.5 feet  Center draw span opening – 600 feet

10. 3 June 2008 10 Bridge History  Original Construction – January 1958  Open to traffic – 12 August 1961

11. 3 June 2008 11 West Half Fails  February 13, 1979  Sustained winds of 85mph  120mph gusts

12. 3 June 2008 12 West Half Replacement  Reopened Oct. 25 th, 1982  Post-tensioned pontoons  Increased anchor size

13. 3 June 2008 13 Current Project Replace Approaches (completed) Replace Transition Spans Replace East Half Pontoons (6 to 8 wk. closure) Widen West Half Superstructure From 28’ to 40’ (completed)

14. 3 June 2008 14 Approaches  Provide fixed link from shore to floating structure  Help resist longitudinal wind and wave forces from the floating structure Wind/Wave Forces Floating Structure Approach Spans Transition Span Tidal Movement

15. 3 June 2008 15 Original West Approach  2 – span haunched steel PL Girder  190’ length  Buttress added for West half replacement Buttress

16. 3 June 2008 16 Original East Approach  6 – span haunched steel PL Girder  643’ length  Wind/Wave forces – Pier 4 Pier 4

17. 3 June 2008 17 Approach Retrofit  Original Retrofit Requirement  Deck Replacement  Seismic Retrofit  Pier 4 retrofit (add buttress wall)  Required 6-8 week closure WestEast

18. 3 June 2008 18 Approach Replacement  Replace entire approaches (superstructure/substructure)  Build to current standards – 40’ roadway, seismic  Ability to widen to 4 lanes (60’) in the future

19. 3 June 2008 19 Typical Section 6’ Dia. Column 10’ Dia. Shaft 40’ Roadway Prestressed Girder

20. 3 June 2008 20 West Approach Elevation  1 span (W83G Girders)  154’ total length CL Pier 1 CL Pier 2 154’

21. 3 June 2008 21 East Approach Elevation 609’ CL Pier 5CL Pier 6CL Pier 7 CL Pier 8CL Pier 9 Pier 10  5 spans (W74G Girders)  609’ total length

22. 3 June 2008 22 Replacement Challenges  Limited closure – extended weekend  Construct superstructure adjacent to existing approach  Distribute wind/wave forces into East Approach

23. 3 June 2008 23 Rolling Scheme

24. 3 June 2008 24 Rolling Scheme Prior to Rollover

25. 3 June 2008 25 Rolling Scheme Prior to Rollover

26. 3 June 2008 26 Rolling Scheme Prior to Rollover

27. 3 June 2008 27 Rolling Scheme Prior to Rollover

28. 3 June 2008 28 Rolling Scheme During Rollover

29. 3 June 2008 29 Rolling Scheme During Rollover

30. 3 June 2008 30 Rolling Scheme During Rollover

31. 3 June 2008 31 Rolling Scheme During Rollover

32. 3 June 2008 32 Rolling Scheme During Rollover

33. 3 June 2008 33 Rolling Scheme After Rollover

34. 3 June 2008 34 Rolling Scheme After Rollover

35. 3 June 2008 35 Rolling Scheme After Rollover

36. 3 June 2008 36 Wind/Wave Forces

37. 3 June 2008 37 Hinge Diaphragm

38. 3 June 2008 38 Hinge Diaphragm

39. 3 June 2008 39 Hinge Diaphragm

40. 3 June 2008 40 Hinge Diaphragm

41. 3 June 2008 41 Hinge Diaphragm

42. 3 June 2008 42 Hinge Diaphragm Longitudinal Stop Longitudinal Bearing

43. 3 June 2008 43 Hilman Roller Rolling Assembly A A Section A-A Rolling Plate Hilman Roller Temp. Elast. Brg.

44. 3 June 2008 44 Hilman Rollers  5 spans  800 to 1500 kips DL/Pier  7600 kips Total  2 Hilman rollers/span (300 or 500 ton capacity) East Approach  1 span  1000 kip DL/Pier  2000 kips Total  2 Hilman rollers/span (300 ton capacity) West Approach

45. 3 June 2008 45 Construction

46. 3 June 2008 46 Work Trestle  Trestle and Falsework scheme included in Contract  Contractor required to submit for review and approval  Falsework system designed for ½ seismic acceleration (0.15g)

47. 3 June 2008 47 Work Trestle  58,000 ft 2  260 – 2’ Diameter Piles  4 months to construct East Approach

48. 3 June 2008 48 Substructure  12 – 10’ Diameter Shafts  5 ½ Months Construction  Epoxy Coated Rebar – Entire Structure East Approach

49. 3 June 2008 49 Superstructure

50. 3 June 2008 50 Hydraulic Jacking – Horizontal  West Approach – 2 synchronized jacks  East Approach – 6 synchronized jacks  Max horizontal force/jack – 30 to 80 kips  Max ¼” differential horizontal movement between adjacent piers during rolling New Bridge - Original Position New Bridge - After Rollover

51. 3 June 2008 51 Hydraulic Jacking – Horizontal Rolling Plate Jacking Rod

52. 3 June 2008 52 The Rollover

53. 3 June 2008 53 Hydraulic Jacking – Vertical

54. 3 June 2008 54 Hydraulic Jacking – Vertical

55. 3 June 2008 55 Hydraulic Jacking – Vertical

56. 3 June 2008 56 Hydraulic Jacking – Vertical

57. 3 June 2008 57 Hydraulic Jacking – Vertical Rolling Plate

58. 3 June 2008 58 Hydraulic Jacking – Vertical  Jacking performed pier by pier  10 synchronized jacks interior piers, 5 at end piers  Max relative differential movement between jacks = ¼”  Max relative differential movement between piers = 2”  Pressure system used for vertical jacking

59. 3 June 2008 59 East Approach Aerial Photos Before During After

60. 3 June 2008 60 Approach Closure Schedule West Approach Thursday (11 Aug 05) Friday (12 Aug 05) Saturday (13 Aug 05) 8:00PM Close Bridge 4:00AM Exist. Bridge Rolled 6:00PM New Bridge Rolled 10:20PM Bridge Opened to Traffic East Approach Sunday (21 Aug 05) Monday (22 Aug 05) Tuesday (23 Aug 05) 8:00PM Close Bridge 4:00PM Exist. Bridge Rolled 12:00AM New Bridge Rolled 8:40PM Bridge Opened to Traffic 51 hrs 49 hrs

61. 3 June 2008 61 Closure Challenges

62. 3 June 2008 62 Abutment and Approach Slabs  Precast Abutment Endwall  Precast Approach Slabs

63. 3 June 2008 63 Abutments

64. 3 June 2008 64 Abutments Crossbeam

65. 3 June 2008 65 Abutments Cast-in-place Endwall

66. 3 June 2008 66 Abutments

67. 3 June 2008 67 Abutments Precast Endwall

68. 3 June 2008 68 Abutments

69. 3 June 2008 69 Precast Approach Slab Abutments

70. 3 June 2008 70 Precast Abutment Endwall Construction Cast-in-Place EndwallPrecast Endwall Cast-in-place Endwall Precast Endwall

71. 3 June 2008 71 Precast Abutment Endwall Construction Precast Backwall Backfill Voids

72. 3 June 2008 72 Precast Approach Slab  6 Sections  25’ x 8’ x 1’-1”

73. 3 June 2008 73 Expansion Joints

74. 3 June 2008 74 750 kips Lessons Learned Unequal Bearing Loads

75. 3 June 2008 75 Lessons Learned Unequal Bearing Loads

76. 3 June 2008 76 Lessons Learned Unequal Bearing Loads

77. 3 June 2008 77 Lessons Learned Unequal Bearing Loads

78. 3 June 2008 78 Lessons Learned Unequal Bearing Loads 300 kips/bearing Design Load.

79. 3 June 2008 79 Lessons Learned Unequal Bearing Loads

80. 3 June 2008 80 Lessons Learned  Unequal Bearing Loads  Jacking and shimming required Prior to Shimming After Shimming Design DL = 300 kips Estimated DL = 500 kips

81. 3 June 2008 81