3 june 2008 1 rapid replacement of the hood canal bridge approach spans joseph merth, p.e. bridge...
TRANSCRIPT
3 June 2008 1
Rapid Replacement of the Hood CanalBridge Approach Spans
Joseph Merth, P.E.Bridge Design Engineer
3 June 2008
3 June 2008 2
Overview Introduction Current Project Approach Design Approach Construction Challenges
West Approach
East Approach
Floating Structure
3 June 2008 3
Location
OlympicPeninsula
Seattle
Hood CanalBridge
Puget Sound
3 June 2008 4
Location
Hood CanalBridge
Hoo
d C
anal
3 June 2008 5
3 June 2008 6
Hood CanalBridge
3 June 2008 7
Hood Canal Bridge
3 June 2008 8
West HalfFloatingStructure
East HalfFloatingStructure
DrawSpan
EastApproach
WestApproach
TransitionSpan
TransitionSpan
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
3 June 2008 10
Bridge History Original Construction – January 1958 Open to traffic – 12 August 1961
3 June 2008 11
West Half Fails
February 13, 1979 Sustained winds of 85mph 120mph gusts
3 June 2008 12
West Half Replacement
Reopened Oct. 25th, 1982 Post-tensioned pontoons Increased anchor size
3 June 2008 13
Current Project
Replace Approaches(completed)
Replace Transition Spans
Replace EastHalf Pontoons(6 to 8 wk. closure)
Widen West Half SuperstructureFrom 28’ to 40’ (completed)
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/WaveForces
FloatingStructure
ApproachSpans
TransitionSpan
TidalMovement
3 June 2008 15
Original West Approach
2 – span haunched steel PL Girder 190’ length Buttress added for West half
replacement
Buttress
3 June 2008 16
OriginalEastApproach
6 – span haunched steel PL Girder
643’ length Wind/Wave forces –
Pier 4
Pier 4
3 June 2008 17
Approach Retrofit Original Retrofit Requirement
Deck Replacement Seismic Retrofit Pier 4 retrofit (add buttress wall)
Required 6-8 week closure
West East
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
3 June 2008 19
Typical Section
6’ Dia.Column
10’ Dia.Shaft
40’Roadway
PrestressedGirder
3 June 2008 20
West Approach Elevation
1 span (W83G Girders) 154’ total length
CL Pier 1 CL Pier 2
154’
3 June 2008 21
East Approach Elevation
609’
CL Pier 5 CL Pier 6 CL Pier 7 CL Pier 8 CL Pier 9
Pier 10
5 spans (W74G Girders) 609’ total length
3 June 2008 22
Replacement Challenges Limited closure – extended weekend
Construct superstructure adjacent to existing approach
Distribute wind/wave forces into East Approach
3 June 2008 23
RollingScheme
3 June 2008 24
Rolling SchemePrior to Rollover
3 June 2008 25
Rolling SchemePrior to Rollover
3 June 2008 26
Rolling SchemePrior to Rollover
3 June 2008 27
Rolling SchemePrior to Rollover
3 June 2008 28
Rolling SchemeDuring Rollover
3 June 2008 29
Rolling SchemeDuring Rollover
3 June 2008 30
Rolling SchemeDuring Rollover
3 June 2008 31
Rolling SchemeDuring Rollover
3 June 2008 32
Rolling SchemeDuring Rollover
3 June 2008 33
Rolling SchemeAfter Rollover
3 June 2008 34
Rolling SchemeAfter Rollover
3 June 2008 35
Rolling SchemeAfter Rollover
3 June 2008 36
Wind/Wave Forces
3 June 2008 37
Hinge Diaphragm
3 June 2008 38
Hinge Diaphragm
3 June 2008 39
Hinge Diaphragm
3 June 2008 40
Hinge Diaphragm
3 June 2008 41
Hinge Diaphragm
3 June 2008 42
Hinge Diaphragm
LongitudinalStop
LongitudinalBearing
Bearing
3 June 2008 43
Hilman Roller
Rolling AssemblyA
A
Section A-ARollingPlate
HilmanRoller
Temp.Elast.Brg.
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
3 June 2008 45
Construction
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)
M OVE EXIS T . S UP ERS T RUCT URE A ND S LIDENEW S UP ERS TRUCTURE INT O P LA CE .
¢ S R 10 4
¢ COLUMN & S HA F T ¢ COLUMN & S HA F T
20 '-10 ½" 20 '-10 ½"
S TAGE 4
13 .5 High Wat er
M .L.L.W. E l. 0 .0
R/ W line
R/ W LineP ile Cap S ect ion
2' Diam. S t eel P ileS t eel G irder s
T imber Deck P lanks
Temporary S t eelCrossbeamExt ens ion
Temp. s t eel P iles
Exis t ing S upers t ruct ure t o be removed
Exis t ing P ier t o beremoved
New S upers t ruct ure
New Crossbeam
New S upers t ruct ure cons t ruct edon Crossbeam Ext ens ion
10 ' ø Dr illed S haf t
New 6 ' ø Column
Exis t ing CanalBot t om
Temporary Concret eCrossbeam Ext ens ion
Temporary CrossbeamS uppor t s
3 June 2008 47
Work Trestle 58,000 ft2
260 – 2’ Diameter Piles 4 months to construct
East Approach
3 June 2008 48
Substructure 12 – 10’ Diameter Shafts 5 ½ Months Construction Epoxy Coated Rebar –
Entire Structure
East Approach
3 June 2008 49
Superstructure
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
3 June 2008 51
Hydraulic Jacking – Horizontal
RollingPlate
JackingRod
3 June 2008 52
The Rollover
3 June 2008 53
Hydraulic Jacking – Vertical
3 June 2008 54
Hydraulic Jacking – Vertical
3 June 2008 55
Hydraulic Jacking – Vertical
3 June 2008 56
Hydraulic Jacking – Vertical
3 June 2008 57
Hydraulic Jacking – Vertical
RollingPlate
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
3 June 2008 59
East Approach Aerial Photos
Before During After
3 June 2008 60
Approach Closure Schedule
West Approach
Thursday(11 Aug 05)
Friday(12 Aug 05)
Saturday(13 Aug 05)
8:00PMClose Bridge
4:00AMExist. Bridge Rolled
6:00PMNew Bridge Rolled
10:20PMBridge Openedto Traffic
East Approach
Sunday(21 Aug 05)
Monday(22 Aug 05)
Tuesday(23 Aug 05)
8:00PMClose Bridge
4:00PMExist. Bridge Rolled
12:00AMNew Bridge Rolled
8:40PMBridge Opened to Traffic
51 hrs 49 hrs
3 June 2008 61
Closure Challenges
3 June 2008 62
Abutment and Approach Slabs
Precast Abutment Endwall Precast Approach Slabs
3 June 2008 63
Abutments
3 June 2008 64
Abutments
Crossbeam
3 June 2008 65
Abutments
Cast-in-placeEndwall
3 June 2008 66
Abutments
3 June 2008 67
Abutments
PrecastEndwall
3 June 2008 68
Abutments
3 June 2008 69
PrecastApproachSlab
Abutments
3 June 2008 70
Precast Abutment Endwall Construction
Cast-in-Place Endwall Precast Endwall
Cast-in-placeEndwall
Precast Endwall
3 June 2008 71
Precast Abutment Endwall Construction
PrecastBackwall Backfill
Voids
3 June 2008 72
Precast Approach Slab
6 Sections 25’ x 8’ x 1’-1”
3 June 2008 73
ExpansionJoints
3 June 2008 74
750 kips 750 kips
Lessons LearnedUnequal Bearing Loads
3 June 2008 75
Lessons LearnedUnequal Bearing Loads
3 June 2008 76
Lessons LearnedUnequal Bearing Loads
3 June 2008 77
Lessons LearnedUnequal Bearing Loads
3 June 2008 78
Lessons LearnedUnequal Bearing Loads
300 kips/bearing Design Load.
3 June 2008 79
Lessons LearnedUnequal Bearing Loads
3 June 2008 80
Lessons Learned Unequal Bearing Loads Jacking and shimming required
Prior to Shimming
After Shimming
Design DL = 300 kipsEstimated DL = 500 kips
3 June 2008 81