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TECHNICAL SESSION 4
Post-Tensioned & Cable Stayed
Bridges
Moderator
John Crigler
VSLHanover, MC
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Provencher Bridge Cables: Design, Stressing and Construction
PTI Conference- May, 2004 Spans: 86 & 106 meters
Provencher Bridge:
Concrete Tower with steel skin
Top of tower 69 m above deck
Tower surface zinc metallized
Plaza supported on post-tensionedspline beams and cables
Three types of cables:
2 Pylon Balance cables
6 Plaza cables
36 Bridge cables
Cables sizes varied
from 9 to 19-0.6 strands
Strands were waxed and
PE sheathed
Plaza will accommodate a
glass enclosed restaurant
Plaza and Pylon Balance cables
Plaza Cables & Details
Having dinner next to a cable anchorage!
2004 PTI Technical C onf er ence Session 4 Khal ed Shawwaf - Pr ovencher Br idge Cabl es
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Plaza and Pylon Balance
cables
Back Stay cables installed
Second pair of back span cables
Tower shaft is hollow
concrete section with
outer steel shell and
pinnacle
Cables are anchored by
clevis-pin connector
plate
Tower Cable Anchorages:
Steel plate transmits the forces between opposite cables
Pin connection seems to provide high friction damping
Section Plan
Cable Anchorage at the Pylon- Clevis Type
Shown with non-replaceable strands
2 million cycles 160 Mpastress range
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Cable Anchorage at the Deck- StandardDYNA-GripSystem
PE pipe co-extruded white color
External Helix to supress rain-wind oscillations
Original Construction Method: Precast deck segments
Original Precast Construction Cycle (10 m deck length):
Two 3.75 meter typical segments plus one 2.5 m diaphragm segment
Erection frame supported by a temporary cable
Original Design: Deck layout and cross-section
* Diaphragm extends beyond box section to support cables
* Interior webs
Provencher Bridge, WinnipegCompleted October 2003
Redesign Features
Cast-in-place segmental
Back span on false-work
Main span: cantilever method
Five day construction cycle
Cable PE pipe with external helix
Lightweight and mobile form-traveler
Eliminate temporary cables
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Cast-in-Place Box Girder:
* Eliminate internal webs
* Adjust dimensions to match weight and stiffness of original section
* Typical cantilever segment : 10 meters
* Five day construction cycle
Provencher Bridge
Cable Anchor Block
Precast Cable Anchorage Block:
Eliminates forming during construction cycle
Complex and congested reinforcing steel Alignment of cable recess pipe
Precast Cable Anchorage Blocks
* Roughened interface joint
* High strength and quality concrete
* Shear friction design approach
Provencher Bridge Form Traveler
Construction Equipment is the key to successful segmental bridges!
Provencher Bridge- Form Traveler
Provencher Pedestrian Bridge Formtraveler
4
3
5
5
2
2
XY
Z
Complex 3DComputer Model
Many load cases
& boundaryconditions
Very light trussstructures witheasy adjustment
and advance
Provencher Bridge
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Provencher
Bridge
Formtraveler
First Cable- steep slopePrecast cable anchorage block- Fix in position and orientationTemporary floating support for cable extension- Transmit cable force to FT
Precast Block Bracket
Provencher
Bridge
Formtraveler
Last Cable- Flat slopePosition of floating cable anchorage moves to front of FTNo bracing for the top chords of the trusses
Main Hanger Support
Four 32 mm Dywidag bars
Rear Reaction SupportShown with roller during advancing
Design
Supply
Assemble
Erect
Operate
Form Traveler
Provencher Bridge
Design load transfer of precast cable block
3D geometry control for installation
Eliminate bolted cable extension pipeProvencher Bridge
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First Cable
Last Cable
Five day construction cycle
Fast and accurate procedure to set the location of the cable precast block
Precast block ‘Caddy’
Precast Block ‘caddy’
Adjustments in longitudinaland vertical directions
Rotation of precast blockuntil it rests on bracket
Bracket position is the same
for all cables
Hole in Floating Cable Anchorage
During concreting the
wedges at the permanent
cable anchor are retracted
The cable strands are securely
anchored with clamped
wedges at the front of the
floating cable anchorage
Cable force transferred to the
permanent anchorage after
deck has reached required
strength and post-tensioned
Floating cable anchorages to support Form-Traveler
Location and angle vary for each cable
Transfer cable loads to bridge by releasing force in Dywidag bars
Provencher Bridge
Cable Forces and Reactions on the Form Traveler
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Reaction Brackets against diaphragm to resist Longitudinal force of cable
Cable Reaction bracket and
Precast Block bracket must
be removed before advancing
the form traveler
Removed Precast Block
to allow advance of FT
Form Traveler Advancing:
Are small bridges more trouble thanlarge structures?
Launching beam supported by four
outrigger brackets cantilevering
beyond the sides of the deck
Outrigger beams stressed down to deck
Start of FT launching- 1 meter advancing jacks
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End of FT Launching
Very tight clearances!
Advance in one hour!
Outer side forms of box girder- R emoved before advancing FT Side forms in place to cast next segment- P recast block fixed in place
Top Slab Reinforcement and Post-Tensioning Tendons
36 mm Dywidag bars stressed at every segment and extended into next
Provencher Bridge
Cable Fabrication
& Installation
Critical path activity
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Tower Clevis Anchorage:
Strands were cut to length
laid out and arranged in a
parallel pattern
Threaded anchor head was
placed and the wedges
securely seated
Clevis was then prepared
for installation over anchor
head
Note hand hole for strand
exchange
Clevis anchor assembly was
screwed on the threaded
anchor head
Cable is now ready for lifting
and installation
The clevis anchorage is
fixed to the tower plates
with 120 mm pins
Cable with large sag
Ready for pulling into
the deck anchorage
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Cable is being pulled into deck anchorage Anchored at tower only Fully stressed cable
Develop new Clevis cable anchorage
Vacuum injection of anchorages with
Dyna-Shield anti corrosion filler
Cable stay pipe with
external helix suppressed
all rain-wind vibrations
Tower Post-Tensioning:
12 and 19-0.6 tendons
Dead anchors at the bottom in a block-out
or buried in the shaft section
Stressing anchors at different lifts
Treat tendons as ‘Rock Anchors’:Cast duct in each lift
Cast tendon anchorage in upper liftPre-assemble tendons
Place spacers between strands in Bond Length
Insert tendon into duct cavityGrout the Bond Length
Stress tendon and grout remainder of tendon
Dead end anchored by BOND
Bond Length
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Provencher Bridge
Cable Stressing
Deviation of individualstrand forces within
each cable
How much force deviation
may be allowed between
the strands within a cable?
Provencher Pedestrian Cable Stayed Bridge
Cable Designation: CW18
0
10
20
30
40
50
60
70
80
90
100
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Number of Strands
S t r e s s i n g
F o r c e
( k N )
1st stage
2nd stage
20 40 60 80 100 120 140 160 180 2000
2
4
6
8
10
12
14
Cable Length, meters
T o l e r a n c e , m m
14
3.421
d i
20020 Li
Cable Length Allowable Tolerance:
± 5 mm for L= 25 meters
±10 mm for L= 125 meters
Provencher Bridge
Cables were
stressed to length!
Accuracy of jacking
equipment and
operations not a
contributing factor!
CABLE LENGTH = 107m
CW18N
0
10
20
30
40
50
60
70
80
90
100
1 2 3 4 5 6 7 8 9 10 11 12 13 14
CW18S
0
10
20
30
40
50
60
70
80
90
100
1 2 3 4 5 6 7 8 9 1 0 11 12 1 3 14
Cable 18: Individual strand forces, kn L= 107 meters
Strand
Force Off from Ave Diff, kN Force Off from Ave Diff, kN
1 96.1 -0.3% -0.3 96.4 -0.7% -0.7
2 96.1 -0.3% -0.3 97.9 0.8% 0.7
3 96.3 -0.1% -0.1 96.1 -1.1% -1.0
4 94.3 -2.1% -2.0 98.7 1.7% 1.6
5 97.5 1.2% 1.2 97.5 0.4% 0.4
6 97.9 1.6% 1.5 97.9 0.8% 0.77 97.9 1.6% 1.5 96.3 -0.9% -0.9
8 95.2 -1.2% -1.2 99.6 2.6% 2.5
9 95.7 -0.6% -0.6 97.5 0.4% 0.4
10 97.9 1.6% 1.5 96.1 -1.1% -1.0
11 95.2 -1.2% -1.2 96.1 -1.1% -1.0
12 94.7 -1.8% -1.7 97.5 0.4% 0.4
13 98.2 1.9% 1.9 96.1 -1.1% -1.0
14 96.1 -0.3% -0.3 96.1 -1.1% -1.0
Total F 1349 1360
Average 96.3 Range 3.9 97.1 Range 3.6
Computed Range 7.6 7.6
Strand force in kN
CW18N CW18S
CABLE LENGTH = 107m
CW18
-4.0
-3.0
-2.0
-1.0
0.0
1.0
2.0
3.0
4.0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Strand Number
T o l e r a n c e
( k N )
North
South
CABLE LENGTH = 107m
Force Deviation due to Allowable Length Tolerance (±9 mm), kN
Force Deviation due to Allowable Length Tolerance ± 1.25% Force
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CW9N
0
20
40
60
80
100
120
1 2 3 4 5 6 7 8 9 10
CW9S
0
20
40
60
80
100
1 2 3 4 5 6 7 8 9 10
CABLE LENGTH = 37m
Cable 9: Individual strand forces, kn L= 37 meters
Forces in 9N & 9S cables were not the same due to plaza!
Strand # CW9N Diff, kN CW9S Diff, kN
1 121 2.8% 3.3 92 0.8% 0.8
2 118 0.4% 0.5 94 2.4% 2.2
3 112 -4.4% -5.1 91 -0.2% -0.24 121 2.8% 3.3 87 -5.5% -5.0
5 120 1.8% 2.1 91 -0.2% -0.2
6 119 1.1% 1.2 91 -0.9% -0.8
7 117 -0.3% -0.3 92 0.0% 0.0
8 117 -0.3% -0.3 92 0.8% 0.8
9 118 0.4% 0.5 93 1.1% 1.0
10 112 -4.4% -5.1 93 1.6% 1.5
Tot F 1176 917
Average 117.6 8.4 91.7 7.2
Computed Range 10.9 10.9
Strand force in kN
CABLE LENGTH = 37m
New PTI allowable strand force deviation is ±2.5% MUTS= ±6.5 kN
CW9
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
0 1 2 3 4 5 6 7 8 9 10 11
Strand Number
T o l e r a n c e ( k N )
North
South
CABLE LENGTH = 37m (±5.5 mm)
Provencher Pedestrian
Bridge
A new feature in the
Winnipeg skyline
A bridge between the French
Ville and Downtown
Provencher Bridge, Canada
Owner: City of Winnipeg
Engineer: Wardrop Ltd.
Contractor: M.D. Steele, Ltd.
CIP Proposal: DSI
Post-Tensioning: DSI
Cables: DSI
Form-Traveler: DSI
Const. Engin.: Buckland- Taylor
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Stay Cable
Enhancements
Stay Cable
Enhancements
John Crigler
&
Hans Ganz
John Crigler
&
Hans Ganz
Stay Cable EnhancementsStay Cable Enhancements
PTI Recommendations
100 Design Year Life
Monostrand Stressing
Vibration Control
Monitoring
PTI Recommendations
100 Design Year Life
Monostrand Stressing
Vibration Control
Monitoring
4.1 Corrosion Protection4.1 Corrosion Protection
Performance
2 Nested
Barriers
Free Length
Anchorage
Length
Performance
2 Nested
Barriers
Free Length
Anchorage
Length
4.1.2 Corrosion Protection4.1.2 Corrosion Protection
2 Nested Barr iers
Internal Barrier -
Full Length External Barrier -
Free Length
2 Nested Barr iers
Internal Barrier -
Full Length External Barrier -
Free Length
4.1.2.1 Barr iers4.1.2.1 Barr iers
Anchorage -
Free Length
Interface Performance
Anchorage -
Free Length
Interface Performance
2004 PTI Technical Conference Session 4 J . C r igler , H. Ganz - Stay Cable Enhancements
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KemijokiKemijoki Bridge, FinlandBridge, Finland
Wadi LebanWadi Leban Bridge, Saudi ArabiaBridge, Saudi Arabia
Batam TontonBatam Tonton Bridge, IndonesiaBridge, Indonesia
ClimateInternal Barrier - Tightly Extruded Monostrand::
GalvanizedGalvanizedStandardStandard
3 4
5
m
1
2
20 mm
1 m
h=1000 mm
Strand Qualification Test -
Static leak tightness test of strand (1m water head)
External Barrier - HDPE Stay Pipe
BlackBlack CoCo--ExtrudedExtruded
HDPE Stay Pip e
Accelerated Ageing Tests in Weatherometer (7 months )
Colored Stay Pipe Samples
Weatherometer
Tensile and Bending Tests
2004 PTI Technical Conference Session 4 J . C r igler , H. Ganz - Stay Cable Enhancements
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Colorimétrie L*
0
20
40
60
80
100
Avant
vieillissement
1500 h de
WOM
2814 h de
WOM
5000 h de
WOM
Vieillissement
thermique
Tube gris C2 Tube rouge A Tube blanc B *
Colorimétrie b*
0
10
20
30
40
50
Avant
vieillissement
1500 h de
WOM
2814 h de
WOM
5000 h de
WOM
Vieillissement
thermique
Tub e g ris C2 Tub e rou ge A Tub e b la nc B *
HDPE Stay Pipe Colorimetric Tests Stay Cable Anchorage
TRANSITION LENGTH DEVIATOR STAY FREE LENGTH
Highperformancemortar
Transitionpipe
Bundleof parallelstrands
Guidepipe
Protective filler(greaseorwax)
TightlyextrudedHDPEcoating
15.2or15.7mmdia.
hightensile7-wiresteelstrand
HDPEstaypipe
Bundleof parallelstrandsBundleofstrands
Guidepipe
PROTECTIONCAP
Protective filler (greaseorwax)
Individualprotectiontube
15.2or15.7mm dia.hightensile7-wiresteelstrand
STRESSING END
WITHADJUSTABLEANCHORAGE
Stay Cable Anchorages
Stressing EndDead End
T RA NSI TI ON LE NGT H D EVI AT OR S TAY FR EE LEN GT HPROTECTIONCAPSTRESSING END
WITHADJUSTABLEANCHORAGE
Guide Deviator
Shape
Adapt er
Centering
Device
Stay Cable Design LifeStay Cable Design Life Design Life ExampleDesign Life Example
Aggressiveness of the environment : C5 (ISO 12944-2) (1)
Design life of the stay cable
system
Accessibility or replaceability of the components
Durability of thecorrosion protection system
Design life of the initialcorrosion
protectionsystem
Period betweensubsequentmaintenance
operations
Repl aceabl e 25 years(2)
25 years(2)
25 years(2)
Not replaceableEasy access
With maintenance= 100 years (1) 25 years (2) 15 years (2)100 years
(1)
Not replaceable No access 100 years (1) No maintenance
(1)Only indicative (to be specified by the Engineer)
(2)Only indicative (to be defined by the stay cable system supplier)
2004 PTI Technical Conference Session 4 J . C r igler , H. Ganz - Stay Cable Enhancements
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Design Life ExampleDesign Life Example Design Life ExampleDesign Life Example
Design Life ExampleDesign Life Example Monostrand StressingMonostrand Stressing
Strand by Strand
Installation
Strand by Strand
Installation
Automatic Monostrand Stressing••Initial Stressing to ForceInitial Stressing to Force
••Subsequent Stressing t o ElongationSubsequent Stressing t o Elongation
•• Automat ic L if t Automat ic L if t--Off Off
••Electronic RecordElectronic Record
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kN
Strand No.
1 5 10 15 20 25 30
10
20
30
40
50
60
BASIC THEORY kN
Strand No.
1 5 10 15 20 25 30
10
20
30
40
50
60 Equal Load in All Strands
Deck DeflectionCable Sag
Factors That Influence Stay
Installation Forces
Pylon Deflection
Strand t' (kN) t (kN) T (kN) wD (m) uP (m) sag (m) 1 110.7 110.1 110.1 0.018 0.000 4.686 2 93.2 92.6 185.2 0.033 0.000 3.176 3 87.3 86.6 259.9 0.048 0.000 2.556 4 84.1 83.4 333.5 0.063 0.000 2.222
5 81.9 81.1 405.7 0.078 0.000 2.017 6 80.1 79.4 476.6 0.092 0.000 1.880 7 78.7 78.0 545.9 0.105 0.000 1.784 8 77.4 76.7 613.8 0.119 0.000 1.713 9 76.3 75.6 680.2 0.132 0.000 1.661 10 75.2 74.5 745.2 0.145 0.000 1.621 11 74.3 73.5 808.8 0.158 0.000 1.590 12 73.3 72.6 871.1 0.170 0.000 1.566 13 72.4 71.7 932.1 0.182 0.000 1.547 14 71.6 70.8 991.8 0.194 0.000 1.533 15 70.8 70.0 1050.3 0.205 0.000 1.522 16 70.0 69.2 1107.6 0.217 0.000 1.514 17 69.2 68.5 1163.8 0.228 0.000 1.508 18 68.5 67.7 1218.9 0.238 0.000 1.504 19 67.7 67.0 1273.0 0.249 0.000 1.502 20 67.0 66.3 1326.0 0.259 0.000 1.501 21 66.4 65.6 1378.0 0.269 0.000 1.501 22 65.7 65.0 1429.0 0.279 0.000 1.502 23 65.0 64.3 1479.2 0.289 0.000 1.504 24 64.4 63.7 1528.4 0.299 0.000 1.507 25 63.8 63.1 1576.7 0.308 0.000 1.511 26 63.2 62.5 1624.2 0.317 0.000 1.515 27 62.6 61.9 1670.9 0.326 0.000 1.520
28 62.0 61.3 1716.7 0.335 0.000 1.525 29 61.5 60.8 1761.8 0.344 0.000 1.530 30 60.9 60.2 1806.2 0.352 0.000 1.536 31 60.4 59.7 1849.8 0.361 0.000 1.542 32 59.9 59.1 1892.7 0.369 0.000 1.549 33 59.4 58.6 1935.0 0.377 0.000 1.556 34 58.9 58.1 1976.5 0.385 0.000 1.563 35 58.4 57.6 2017.4 0.393 0.000 1.570 36 57.9 57.2 2057.7 0.401 0.000 1.577 37 57.4 56.7 2097.4 0.408 0.000 1.585
38 56.9 56.2 2136.5 0.415 0.000 1.593 39 56.5 55.8 2175.0 0.423 0.000 1.601 40 56.0 55.3 2212.9 0.430 0.000 1.609 41 55.6 54.9 2250.3 0.437 0.000 1.617 42 55.2 54.5 2287.2 0.444 0.000 1.625 43 54.7 54.0 2323.6 0.451 0.000 1.634 44 54.3 53.6 2359.4 0.458 0.000 1.642 45 53.9 53.2 2394.8 0.464 0.000 1.651 46 53.5 52.8 2429.6 0.471 0.000 1.660
47 53.1 52.4 2464.0 0.477 0.000 1.669 48 52.7 52.0 2498.0 0.484 0.000 1.677
STRAND PROPERTIES E = 193900 MPa A = 152.30 mm2 q = 1.300 kgf/m
JAW DRAW-IN g = 0.006 m
DUCT LINEAR WEIGHT q = 7.000 kgf/m
ANCHORAGE COORDINATES x y z DECK 193.248 13.394 52.408 PYLON 1.702 4.412 161.497
ANCHORAGE DISPLACEMENT DUE TO CHORD FORCE F = 2498.0 kN
u v w DECK 0.000000 0.000000 0.525000 PYLON 0.000000 0.000000 0.000000
FLEXIBILITY FACTORS fx fy fz DECK 0.0000e+00 0.0000e+00 4.2503e-04 PYLON 0.0000e+00 0.0000e+00 0.0000e+00
TENSIONING OPERATION n = 48 T = 2498.0 kN
Stay tensioning end: PYLON
Stran Software
Cable Force CheckingCable Force Checking
Lift-Off
Trace
0
1000
2000
3000
4000
5000
6000
7000
8000
1.2 1.25 1.3 1.35 1.4 1.45
Elongation
F o r c e
Import Data
Lift-Off
Controlling VibrationsControlling Vibrations
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Friction Damper
ADJUSTABILITY Friction Damper Friction Damper
Friction Damper Friction Damper Testing - 216m CableTongji University, China
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FRICTION DAMPER PERFORMANCEFRICTION DAMPER PERFORMANCE
TONGJI UNIVERSITY TEST FEBRUARY 2004TONGJI UNIVERSITY TEST FEBRUARY 2004
First Mode
-200
-150
-100
-50
0
50
100
150
200
Anchor Ch2 Ch3 Anchor
Second Mode
-100
-80
-60
-40
-20
0
20
40
60
80
100
Anchor Ch2 Ch3 Anchor
Third Mode
-80
-60
-40
-20
0
20
40
60
80
Anchor Ch2 Ch3 Anchor
1st Mode Test 2
-100
-80-60
-40
-20
0
20
40
60
80
100
1
1 7 8
3 5 5
5 3 2
7 0 9
8 8 6
1 0 6 3
1 2 4 0
1 4 1 7
1 5 9 4
1 7 7 1
1 9 4 8
2 1 2 5
2 3 0 2
2 4 7 9
2 6 5 6
2 8 3 3
3 0 1 0
3 1 8 7
3 3 6 4
D i s p l a c e m e n t
CH002
Mode2 Test 1
-100
-80
-60
-40
-20
0
20
40
60
80
100
1
1 6 4
3 2 7
4 9 0
6 5 3
8 1 6
9 7 9
1 1 4 2
1 3 0 5
1 4 6 8
1 6 3 1
1 7 9 4
1 9 5 7
2 1 2 0
2 2 8 3
2 4 4 6
2 6 0 9
2 7 7 2
2 9 3 5
3 0 9 8
D i s p l a c e m e n t
CH002
Mode 3Test 2
-80
-60
-40
-20
0
20
40
60
80
1
2 0 6
4 1 1
6 1 6
8 2 1
1 0 2 6
1 2 3 1
1 4 3 6
1 6 4 1
1 8 4 6
2 0 5 1
2 2 5 6
2 4 6 1
2 6 6 6
2 8 7 1
3 0 7 6
3 2 8 1
3 4 8 6
3 6 9 1
3 8 9 6
D i s p l a c e m e n t
CH002
MAXIMUM DAMPING MEASURED > 7% @ Ld = 0.023 LMAXIMUM DAMPING MEASURED > 7% @ Ld = 0.023 L
60 Seconds
FRICTION DAMPER PERFORMANCEFRICTION DAMPER PERFORMANCE
TONGJI UNIVERSITY TEST FEBRUARY 2004TONGJI UNIVERSITY TEST FEBRUARY 2004
First Mode
-200
-150
-100
-50
0
50
100
150
200
Anchor Ch2 Ch3 Anchor
Second Mode
-100
-80
-60
-40
-20
0
20
40
60
80
100
Anchor Ch2 Ch3 Anchor
Third Mode
-80
-60
-40
-20
0
20
40
60
80
Anchor Ch2 Ch3 Anchor
1st Mode Test 2
-100
-80-60
-40
-20
0
20
40
60
80
100
1
1 7 8
3 5 5
5 3 2
7 0 9
8 8 6
1 0 6 3
1 2 4 0
1 4 1 7
1 5 9 4
1 7 7 1
1 9 4 8
2 1 2 5
2 3 0 2
2 4 7 9
2 6 5 6
2 8 3 3
3 0 1 0
3 1 8 7
3 3 6 4
D i s p l a c e m e n t
CH002
Mode2 Test 1
-100
-80
-60
-40
-20
0
20
40
60
80
100
1
1 6 4
3 2 7
4 9 0
6 5 3
8 1 6
9 7 9
1 1 4 2
1 3 0 5
1 4 6 8
1 6 3 1
1 7 9 4
1 9 5 7
2 1 2 0
2 2 8 3
2 4 4 6
2 6 0 9
2 7 7 2
2 9 3 5
3 0 9 8
D i s p l a c e m e n t
CH002
Mode 3Test 2
-80
-60
-40
-20
0
20
40
60
80
1
2 0 6
4 1 1
6 1 6
8 2 1
1 0 2 6
1 2 3 1
1 4 3 6
1 6 4 1
1 8 4 6
2 0 5 1
2 2 5 6
2 4 6 1
2 6 6 6
2 8 7 1
3 0 7 6
3 2 8 1
3 4 8 6
3 6 9 1
3 8 9 6
D i s p l a c e m e n t
CH002
MAXIMUM DAMPING MEASURED > 5% @MAXIMUM DAMPING MEASURED > 5% @ Ld = 0.016 LLd = 0.016 L
60 Seconds
MonitoringMonitoring Remote MonitoringRemote Monitor ing
Load Cells
Multistrand Split-Load Cell
Single Strand Load Cell
Detailed Vibration Assessment
2004 PTI Technical Conference Session 4 J . C r igler , H. Ganz - Stay Cable Enhancements
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2004 PTI Technical Conference Session 4 J . C r igler , H. Ganz - Stay Cable Enhancements
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MAJOR BRIDGES
IN MAINLANDCHINA
By Man-Chung Tang
Presented By Tom Ho
Wuting Bridge
Zhouzhou Bridge CHINA
In 1979, there were a total of TWO
bridges across the Yangtze River: – Wuhan
– Nanjing
Now, there are more than FORTY!
Up to 1978, there were onlyTHREE large bridges in all o f
China
Yellow
River Yangtze
River
Pearl
River
1st Yangtzu River Bridge,Nanjing
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In the City of Chongqing,the first major bridge was
built in 1980
Today, there are 26 major bridges
(among a total of 4,300):
5 Suspension
8 Cable-stayed
3 Arched
7 Concrete Girder
3 Steel Trusses
The City of Chongq ing
Nanpu Bridge, Shanghai
The first major long span bridge in China.
423-meter span
Completed in 1991
Nanpu Bridge
Yangpu Bridge
602-meter span
Completed in 1994
Xupu Bridge
590-meter span
Completed in 1997
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Wuhan Bridge
400-meter span
Completed in 1995
Tungling Bridge
432-meter span
Completed in 1995
Hedong Bridge
360-meter span
Completed in 1998
Dongting Lake Bridge atYueyang
Two 310 meter spans
Completed in 2001
Nanjing Second Yangtze RiverBridge
628-meter span
Completed in 2001
Nanjing Second Yangtze RiverBridge
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Nanjing Third Yangtze RiverBridge
648-meter span
Under construction
Sutong Yangtze River Bridge
1088-meter span
Under construction
Cable-stayed Bridges
0
500
1000
1500
2000
2500
3000
1940 1960 1980 2000 2020 2040 2060
S t r o m s u n
K n
i e A n n a c
i s
Y a n g p u
T a t a r a
?
S P A N
L E N G T H
( M )
YEAR
Sutong
Hangzhou Bay Bridge:36 km long across theHangzhou Bay
Humen Bridge
270-meter span
Completed in 1997
Northern Approach, Nanjing2nd Yangtze Bridge
165-meter span
Completed in 2002
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Jiangjin Yangtze River Bridge
240-meter span
Completed in 1997
Luzhou Second Yangtze RiverBridge
252-meter span
Completed in 2000
Chongqing, China:December 28, 2003 A historic moment!
Groundbreaking for two world record
span bridges on the same day, in thesame city.
And,designed by the same US consultant
Caiyuanba Bridge Site Caiyuanba Bridge,Chongqing, China.
420-meter span
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Caiyuanba Bridge Shibanpe Bridge Site
Chongqing Shibanpe Bridge
330-meter span
The advantages of both steel &concrete combined to create a worldrecord span.
Steel
Qingchuan Bridge
280-meter span
Completed in 2000
Changfeng Bridge
240-meter span
Completed in 2001
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Meixihe River Bridge
288-meter s pan
Completed in 2000
Wanxian Yangtze River Bridge
420 meter span
Completed in 1997
Yajisha Bridge
360-meter s pan
Completed in 2000
Yajisha Bridge
Lupu Bridge
550-meter s pan
Completed in 2003
A sampling of our currentprojects…
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Wujiang Bridge, ChinaWujiang Bridge
POC in Chongqing POC in Chongqing
Fulin, ChinaFulin, China
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Dagu Bridge, Tianjin, China Dagu Bridge
Dagu Bridge Dagu Bridge
Dagu Bridge
2004 PTI Technical Confer ence Session 4 Man-Chung Tang - Br idges of China