Militaryyg Pontoon Bridge -...
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Floating Bridges Corps of Engineers Field Manual War Department 1909 War Department 1909 Military Pontoon Bridge
Transcript of Militaryyg Pontoon Bridge -...
Floating Bridges
Corps of Engineers Field ManualWar Department 1909War Department 1909 Military Pontoon Bridgey g
Hood Canal Transverse Pontoon OptionBersoysund Floating Bridgey g g
Nordhordland Floating Bridgeg gContinuous Pontoon Load Sharing
Insert picture of Truss and A-frameInsert picture of Truss and A-frame
4 car train is 370’ long
Continuous Pontoon Load Sharing
Insert picture of Truss and A-frameInsert picture of Truss and A-frame
HCB Suspension Bridge – Main Span = 6600 ft.p g pBack Spans = 1100 ft.Tower Height = 810 ft.
Price = $3.5 to 4.0 billion
Akashi Kaikyo, Japan – Main Span = 6527 ft. (Current World Record)
WEST APPROACHEAST APPROACH
Current Floating Design (Span Length = 7034.5 ft.)
Tacoma Narrows BridgeTacoma Narrows Bridge
H d C l S i B id
Main Span = 6600 ft.Back Spans = 1100 ft.
Comparison of Alternative Bridge
Hood Canal Suspension Bridge Tower Height = 810 ft.Akashi Kaikyo, Japan – Main Span = 6527 ft. (Current World Record)
Comparison of Alternative BridgeStyles at Hood Canal 15
Submerged, Floating, Tension-Leg Tunnel
Homer HadleyHomer Hadley Lacey V. MurrowLacey V. MurrowPontoon Length…5811 ft.Pontoon Length…5811 ft. Pontoon Length…6603 ft.Pontoon Length…6603 ft.
Pontoon width…..…75 ft.
Roadway Width 106 ft
Pontoon width…..…75 ft.
Roadway Width 106 ft
Pontoon Width…….60 ft.
Roadway Width 56 ft
Pontoon Width…….60 ft.
Roadway Width 56 ftRoadway Width.…106 ft.
Max. Lake Depth.…..195 ft.
Roadway Width.…106 ft.
Max. Lake Depth.…..195 ft.
Roadway Width……56 ft.Roadway Width……56 ft.
SR-90
Pontoon Length…….7578 ft.
Pontoon Width 60 ftPontoon Width…………60 ft.
Roadway Width………..54 ft.
Draw Span Opening….200 ft.
Max. Lake Depth……..200 ft.
Evergreen Point at SR-520
Pontoon Length……...7450 ft.
Pontoon Width…………60 ft.
Roadway Width………..30 ft.
Draw Span Opening…..600 ft.
Max. Canal Depth…….330 Ft.
Hood Canal at SR-104
Pontoon Length 360 ftPontoon Length…..360 ft.
Pontoon Width…...95.5 ft.
R d Width 48 ftRoadway Width……48 ft.
Bascule Lift Span…256 ft.
1st Ave. South at SR-99Channel Depth……...35 ft.
Typical Pontoon Layout
Pontoon Roll in Service
SR-520 Floating Bridge & East Approach
��
Pontoon Layout
West360’ x 75’240’ x 75’ 50’ x 98’
Interim (4 lane) – 10 SSP’s 60’ x 98’
Future (6 + 2 HCT) – 30 additional SSP’s 50’ x 98’
Ultimate (6 lane) – 44 additional SSP’s 50’ x 98’ East
Floating Bridge Designg g g
� Construction sites and pontoon launch methods. Large pontoons can weigh 6 000 to 12 000 tons without6,000 to 12,000 tons withoutsuperstructure.
� Pontoon Outfitting & Moorage sites� Pontoon Outfitting & Moorage sites� Transport restrictions such as available
draft, locks, and open water transport., , p p� Marine vessel navigation requirements.� Treatment of roadway runoff.y
Pontoon Construction Site
Pontoon OutfittingPontoon Outfitting
Floating Bridge Designg g g� Beam on elastic foundation verticallyy
(water buoyancy).� Beam on elastic supports horizontally
(anchor cable support)(anchor cable support).� 1 Year Storm - Service Level.� 100 Year Storm Extreme Event� 100 Year Storm - Extreme Event.� Marine vessel collision.� Allowable Stress Design to control crack� Allowable Stress Design to control crack
width (i.e. leakage).� Accommodate tidal or lake level� Accommodate tidal or lake level
changes.
Construction and Other Design TolerancesDesign Tolerances� Theoretical Draft is increased by 4% to y
allow for formwork expansion and other possible construction inaccuracies.Pontoons are designed to accommodate� Pontoons are designed to accommodateenough ballast to adjust freeboard by 3 inches. This ballast is to compensate for punplanned increases in pontoon draft.
� Balanced floatation to prevent pontoon hogging due to creephogging due to creep.
Corrosion Protection for Lake Washington BridgesWashington Bridges.
� 1 ½” concrete cover on exterior surface.� 3” concrete cover on roadway surface
1 ½” concrete + 1 ½” MC Overlay.� 1” concrete cover every where else.� Epoxy coated rebar in top matt of
roadway deck onlyroadway deck only.� Micro Silica & Fly Ash added to concrete
mixmix.� Cathodic protection on anchor cable
system.y
Corrosion Protection for Hood Canal BridgeHood Canal Bridge.
� 2” concrete cover on exterior surface.� 2 1/2” concrete cover on roadway
surface.� 1” concrete cover every where else.� Epoxy coating of all rebar.� Micro Silica & Fly Ash added to concrete
mix.� Cathodic protection on anchor cable� Cathodic protection on anchor cable
system.
Damage Controlg
� Flooding of any two adjacent cells.Flooding of any two adjacent cells.� Flooding of all cells across the width of
the pontoon.p� Complete separation of the pontoon
structure by a transverse or diagonaly gfracture.
� Severing of any one anchor cable.g y� Water tight hatches interior & exterior.� Bilge alarms & piping.Bilge alarms & piping.
Table 4. Allowable Maximum Motions due to Enviromental Loads
M iType of Deflection or Motion
MaximumAllowable Value
Units
Roll 0 5 degreesRoll 0.5 degrees
Roll Acceleration 2.0 deg./sec.2
ll k d /Roll Jerk 2.5 deg./sec.3
Heave Acceleration 2.0 ft/sec.2
Heave Jerk 2.5 ft/sec.3
Sway Acceleration 2.0 ft/sec.2
Sway Jerk 2.5 ft/sec.3
Archimedes PrinciplepBuoyant Force = Weight of water displaced
Buoyant Force = H2OBuoyant Force = H2O
Buoyant Force
StabilityB.F. = Buoyant ForceC G C t f G itC.G. = Center of Gravity
W&W = Wind and Wave Force
W&W
C.G.C.G.W&W
B.F.
B.F.
STABILITY MEASUREMENTS
¢
M = METACENTER
¢KG = HEIGHT OF CENTER OF GRAVITY ABOVE KEEL
GM = METACENTRIC HEIGHT
BM = METACENTRIC RADIUS FOR SMALL ANGLES OF HEEL
GM
BM
G CENTER OF GRAVITY
7'-0
"FR
EEBO
ARD
G = CENTER OF GRAVITY
B = CENTER OF BUOYANCY11'-0
"DR
AFT
KG
K = KEEL
3.0' 3.
6'
34.0'
40.0
'
BUOYANT FORCE
M
M=1
0.09
'
BUOYANT FORCE
G¢
4'BM
=22.
01' G
M=
Z
B B' 18.0
'
B=6.
82'
KG=
18.7
4
RIGHTING MOMENT FOR 5° HEEL = 10.09' * SIN(5° ) * 50.7 K/ FT = 44.6 K-FT/ FT ( GZ)
Pontoon Freebody Diagramy g Stability Check
Stability Check Anchor Gallery Sectiony
Probabilistic Wind Speedsp
Significant Wave Heightsg g Node Map for Structural Modelp
HYDROSTATIC FORCES
TENSION
COMPRESSION
0 0 0 4 " MAXIMUM CRACK WIDTH FOR SERVICE CONDITION0 .0 0 4 " MAXIMUM CRACK WIDTH FOR SERVICE CONDITIONBASE ON MAXIMUM STEEL STRESS OF 14 ,0 0 0 ps i
ION
TENSION
FORCES
MPRESSION
WIND&
WAVEFO
COMP
TENSION
COMPRESSION
CO
TENSION
0 .0 1" MAXIMUM CRACK WIDTH FOR 10 0 YEAR STORM
ECCENTRICECCENTRICLOADING
DIAGDIAGONALTENSION
R 4
235+
88.8
7
NTOO
NX
233+
08.8
7
233+
36.8
7
POIN
T23
5+60
.87
232+
83.53
ER 5
. 236
+16.
87
ER 6 23
7+30
.00
¢ PI
ERST
A. 2
¢ PO
NST
A. 2
+0.47%+2.76% +0.96% +1.56%
A.P.A.P.A.P. A.P.
STA
. 2
¢ PA
NEL
PA.
P. S
TA. 2
A.P.
STA
. 2
¢ PI
EST
A.
¢ PI
EST
A.
+2%A.P.
M.H.W. +9.4
EAST TRANSITION SPAN @ HIGH WATER
230.0' (70.105) CHANNEL
52.9
'(16
.135)
50.7'
(15.4
53)
EAST TRANSITION SPAN @ HIGH WATER
PIER
5TA
. 236
+16.
87
ER 4
A. 2
35+8
8.87
PIER
6A.
237
+30.
00
ONTO
ONX
A. 2
33+0
8.87
A. 2
32+8
3.53
A. 2
33+3
6.87
POIN
TA.
235
+60.
87
¢P
STA
¢ PI
EST
A
¢P
STA
¢ PO
STA.
+2.76%+3.34% +2%
A.P.
A.P.A.P.A.P.
A.P.
STA
A.P.
STA
¢ PA
NEL
A.P.
ST A
+2.23%+4.32%
EAST TRANSITION SPAN @ LOW WATER
M.L.L.W. EL. 0.0
230.0' (70.105) CHANNEL 61.4
'(18
.720)
51.5'
(15.72
3)
Transition Span
36” Dia.20” Dia.
36 Dia.
42” Dia.24” Dia.
4 12 Strand( 5”) P T Tendons in each
A709 GR HPS 70W for top chord, bottom h d l d l d d l
4-12 Strand(.5”) P-T Tendons in each chord.
chord,longitudinal strut and diagonals.
A7099 GRR HPSS 500 WW forr floorr beamsA709 GR HPS 50 W for floor beams.
APII 2YY GRR 600 forr jointt canss andd A-FrameAPI 2Y GR 60 for joint cans and A Frame.
Truss & A-FrameHood Canal Transition Span Truss
Typical Pontoon Construction SequenceSequence Pontoon Mock-up Projectp j
� Develop construction sequence� Develop and test concrete mix designs in labp g
� Strength� Elastic modulus� Permeability� Shrinkage� Autogenous shrinkage� Creep
� Develop thermal control and cure plan� Develop concrete forming system� Field testing of construction methods and
materials
Testing Methodologyg gy
� Focus on paste propertiesocus o paste p ope t es� Use LVM coarse & fine aggregates
Use LVM mix design as benchmark� Use LVM mix design as benchmark� Parameters evaluated:
� Chloride permeability� Heat of hydrationy� Compressive strength� Economics� Economics
Testing Methodology (cont.)g gy ( )
� 2 w/cm ratios: 0 33 0 36� 2 w/cm ratios: 0.33, 0.36� 9 mix designs:
1 B h k (LVM) @ / 0 33� 1 Benchmark (LVM) @ w/cm = 0.33� 4 @ w/cm = 0.33� 4 @ w/cm = 0.36
� Ternary bindersy� Primary – Portland Cement� Secondary – Fly ash Slag� Secondary Fly ash, Slag� Ternary – Silica Fume, Metakaolin
Concrete Mix Designsg
Cost Analysis (cont.)y ( )Cost Analysis and Rapid Chloride Permeability
14.00
16.00
18.00
350
400
450
Cou
lom
bs
8.00
10.00
12.00
Cos
t, $
/ ksi
200
250
300
e Pe
rmea
bilit
y,
2.00
4.00
6.00
C
50
100
150
Rap
id C
hlor
ide
0.00
LVM-1 CFS-2 CFM-3 CSS-4 CSM-5 CFS-6 CFM-7 CSS-8 CSM-9
0
1 day 2 days 7 days 14 days RCP
