TECHNICAL SESSION 4
Post-Tensioned & Cable Stayed Bridges
Moderator
John Crigler VSL
Hanover, MC
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 cables6 Plaza cables36 Bridge cables
Cables sizes variedfrom 9 to 19-0.6 strands
Strands were waxed andPE sheathed
Plaza will accommodate aglass enclosed restaurant
Plaza and Pylon Balance cables
Plaza Cables & Details
Having dinner next to a cable anchorage!
2004 PTI Technical Conference Session 4 Khaled Shawwaf - Provencher Bridge Cables
Copyright - Post-Tensioning Institute 35 All rights reserved
Plaza and Pylon Balancecables
Back Stay cables installed
Second pair of back span cables
Tower shaft is hollowconcrete section withouter steel shell andpinnacle
Cables are anchored byclevis-pin connectorplate
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 Mpa stress range
2004 PTI Technical Conference Session 4 Khaled Shawwaf - Provencher Bridge Cables
Copyright - Post-Tensioning Institute 36 All rights reserved
Cable Anchorage at the Deck- Standard DYNA-Grip System
PE pipe co-extruded white color
External Helix to supress rain-wind oscillationsOriginal 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
2004 PTI Technical Conference Session 4 Khaled Shawwaf - Provencher Bridge Cables
Copyright - Post-Tensioning Institute 37 All rights reserved
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 BridgeCable Anchor Block
Precast Cable Anchorage Block:
Eliminates forming during construction cycleComplex and congested reinforcing steelAlignment 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 3DComputerModel
Many load cases& boundaryconditions
Very light trussstructures witheasy adjustmentand advance
Provencher Bridge
2004 PTI Technical Conference Session 4 Khaled Shawwaf - Provencher Bridge Cables
Copyright - Post-Tensioning Institute 38 All rights reserved
ProvencherBridgeFormtraveler
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
ProvencherBridgeFormtraveler
Last Cable- Flat slopePosition of floating cable anchorage moves to front of FTNo bracing for the top chords of the trusses
Main Hanger SupportFour 32 mm Dywidag bars
Rear Reaction SupportShown with roller during advancing
Design
Supply
Assemble
Erect
OperateForm Traveler
Provencher Bridge
Design load transfer of precast cable block
3D geometry control for installation
Eliminate bolted cable extension pipeProvencher Bridge
2004 PTI Technical Conference Session 4 Khaled Shawwaf - Provencher Bridge Cables
Copyright - Post-Tensioning Institute 39 All rights reserved
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 samefor all cables
Hole in Floating Cable Anchorage
During concreting the wedges at the permanentcable anchor are retracted
The cable strands are securelyanchored with clamped wedges at the front of thefloating cable anchorage
Cable force transferred to thepermanent anchorage afterdeck 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
2004 PTI Technical Conference Session 4 Khaled Shawwaf - Provencher Bridge Cables
Copyright - Post-Tensioning Institute 40 All rights reserved
Reaction Brackets against diaphragm to resist Longitudinal force of cable
Cable Reaction bracket andPrecast Block bracket mustbe removed before advancingthe form traveler
Removed Precast Blockto allow advance of FT
Form Traveler Advancing:
Are small bridges more trouble thanlarge structures?
Launching beam supported by fouroutrigger brackets cantilevering beyond the sides of the deck
Outrigger beams stressed down to deck
Start of FT launching- 1 meter advancing jacks
2004 PTI Technical Conference Session 4 Khaled Shawwaf - Provencher Bridge Cables
Copyright - Post-Tensioning Institute 41 All rights reserved
End of FT Launching
Very tight clearances!
Advance in one hour!
Outer side forms of box girder- Removed before advancing FT Side forms in place to cast next segment- Precast 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
2004 PTI Technical Conference Session 4 Khaled Shawwaf - Provencher Bridge Cables
Copyright - Post-Tensioning Institute 42 All rights reserved
Tower Clevis Anchorage:
Strands were cut to lengthlaid out and arranged in aparallel pattern
Threaded anchor head wasplaced and the wedgessecurely seated
Clevis was then prepared for installation over anchorhead
Note hand hole for strandexchange
Clevis anchor assembly wasscrewed on the threaded anchor head
Cable is now ready for liftingand installation
The clevis anchorage isfixed to the tower plateswith 120 mm pins
Cable with large sag
Ready for pulling into the deck anchorage
2004 PTI Technical Conference Session 4 Khaled Shawwaf - Provencher Bridge Cables
Copyright - Post-Tensioning Institute 43 All rights reserved
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 suppressedall rain-wind vibrations
Tower Post-Tensioning:
12 and 19-0.6 tendons
Dead anchors at the bottom in a block-outor buried in the shaft section
Stressing anchors at different lifts
Treat tendons as ‘Rock Anchors’:Cast duct in each liftCast tendon anchorage in upper liftPre-assemble tendonsPlace spacers between strands in Bond LengthInsert tendon into duct cavity
Grout the Bond LengthStress tendon and grout remainder of tendonDead end anchored by BOND
Bond Length
2004 PTI Technical Conference Session 4 Khaled Shawwaf - Provencher Bridge Cables
Copyright - Post-Tensioning Institute 44 All rights reserved
Provencher Bridge
Cable Stressing
Deviation of individualstrand forces within each cable
How much force deviationmay be allowed betweenthe strands within a cable?
Provencher Pedestrian Cable Stayed BridgeCable 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
Stre
ssin
g Fo
rce
(kN
)
1st stage2nd stage
20 40 60 80 100 120 140 160 180 2000
2
4
6
8
10
12
14
Cable Length, meters
Tole
ranc
e, m
m
14
3.421
di
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 jackingequipment andoperations not acontributing factor!
CABLE LENGTH = 107m
CW18N
0102030405060708090
100
1 2 3 4 5 6 7 8 9 10 11 12 13 14
CW18S
0102030405060708090
100
1 2 3 4 5 6 7 8 9 10 11 12 13 14
Cable 18: Individual strand forces, kn L= 107 meters
StrandForce Off from Ave Diff, kN Force Off from Ave Diff, kN
1 96.1 -0.3% -0.3 96.4 -0.7% -0.72 96.1 -0.3% -0.3 97.9 0.8% 0.73 96.3 -0.1% -0.1 96.1 -1.1% -1.04 94.3 -2.1% -2.0 98.7 1.7% 1.65 97.5 1.2% 1.2 97.5 0.4% 0.46 97.9 1.6% 1.5 97.9 0.8% 0.77 97.9 1.6% 1.5 96.3 -0.9% -0.98 95.2 -1.2% -1.2 99.6 2.6% 2.59 95.7 -0.6% -0.6 97.5 0.4% 0.4
10 97.9 1.6% 1.5 96.1 -1.1% -1.011 95.2 -1.2% -1.2 96.1 -1.1% -1.012 94.7 -1.8% -1.7 97.5 0.4% 0.413 98.2 1.9% 1.9 96.1 -1.1% -1.014 96.1 -0.3% -0.3 96.1 -1.1% -1.0
Total F 1349 1360Average 96.3 Range 3.9 97.1 Range 3.6
Computed Range 7.6 7.6
Strand force in kNCW18N 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
Tole
ranc
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
2004 PTI Technical Conference Session 4 Khaled Shawwaf - Provencher Bridge Cables
Copyright - Post-Tensioning Institute 45 All rights reserved
CW9N
020406080
100120
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, kN1 121 2.8% 3.3 92 0.8% 0.82 118 0.4% 0.5 94 2.4% 2.23 112 -4.4% -5.1 91 -0.2% -0.24 121 2.8% 3.3 87 -5.5% -5.05 120 1.8% 2.1 91 -0.2% -0.26 119 1.1% 1.2 91 -0.9% -0.87 117 -0.3% -0.3 92 0.0% 0.08 117 -0.3% -0.3 92 0.8% 0.89 118 0.4% 0.5 93 1.1% 1.010 112 -4.4% -5.1 93 1.6% 1.5
Tot F 1176 917
Average 117.6 8.4 91.7 7.2Computed 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
Tole
ranc
e (k
N)
NorthSouth
CABLE LENGTH = 37m (±5.5 mm)
Provencher PedestrianBridge
A new feature in the Winnipeg skyline
A bridge between the FrenchVille 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
2004 PTI Technical Conference Session 4 Khaled Shawwaf - Provencher Bridge Cables
Copyright - Post-Tensioning Institute 46 All rights reserved
Stay Cable Enhancements
Stay Cable Enhancements
John Crigler&
Hans Ganz
John Crigler&
Hans Ganz
Stay Cable EnhancementsStay Cable Enhancements
PTI Recommendations100 Design Year LifeMonostrand StressingVibration ControlMonitoring
PTI Recommendations100 Design Year LifeMonostrand StressingVibration ControlMonitoring
4.1 Corrosion Protection4.1 Corrosion Protection
Performance2 Nested BarriersFree LengthAnchorageLength
Performance2 Nested BarriersFree LengthAnchorageLength
4.1.2 Corrosion Protection4.1.2 Corrosion Protection
2 Nested BarriersInternal Barrier -Full LengthExternal Barrier -Free Length
2 Nested BarriersInternal Barrier -Full LengthExternal Barrier -Free Length
4.1.2.1 Barriers4.1.2.1 Barriers
Anchorage -Free Length InterfacePerformance
Anchorage -Free Length InterfacePerformance
2004 PTI Technical Conference Session 4 J. Crigler, H. Ganz - Stay Cable Enhancements
Copyright - Post-Tensioning Institute 47 All rights reserved
KemijokiKemijoki Bridge, FinlandBridge, Finland
Wadi Leban Wadi Leban Bridge, Saudi ArabiaBridge, Saudi Arabia
Batam Tonton Batam 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 PipeAccelerated Ageing Tests in Weatherometer (7 months)
Colored Stay Pipe Samples
Weatherometer
Tensile and Bending Tests
2004 PTI Technical Conference Session 4 J. Crigler, H. Ganz - Stay Cable Enhancements
Copyright - Post-Tensioning Institute 48 All rights reserved
Colorimétrie L*
020406080
100
Avantvieillissement
1500 h deWOM
2814 h deWOM
5000 h deWOM
Vieillissementthermique
Tube gris C2 Tube rouge A Tube blanc B *
Colorimétrie b*
01020304050
Avantvieillissement
1500 h deWOM
2814 h deWOM
5000 h deWOM
Vieillissementthermique
Tube gris C2 Tube rouge A Tube blanc B *
HDPE Stay Pipe Colorimetric Tests Stay Cable Anchorage
TRANSITION LENGTH DEVIATOR STAY FREE LENGTH
High performancemortar
Transition pipe
Bundle ofparallel strands
Guide pipe
Protective filler (grease or wax)
Tightly extrudedHDPE coating
15.2 or 15.7 mm dia.high tensile7-wire steel strand
HDPEstay pipe
Bundle ofparallel strandsBundle of strands
Guide pipe
PROTECTION CAP
Protective filler(grease or wax)
Individual protection tube
15.2 or15.7 mm dia.high tensile7-wire steel strand
STRESSING ENDWITH ADJUSTABLE ANCHORAGE
Stay Cable Anchorages
Stressing End Dead End
TRANSITION LENGTH DEVIATOR STAY FREE LENGTHPROTECTION CAP STRESSING ENDWITH ADJUSTABLE ANCHORAGE
Guide DeviatorShapeAdapter
CenteringDevice
Stay Cable Design LifeStay Cable Design Life Design Life ExampleDesign Life Example
Aggressiveness of the environment : C5 (ISO 12944-2) (1)
Design life ofthe stay cablesystem
Accessibility orreplaceability ofthe components
Durability of thecorrosionprotection system
Design life ofthe initialcorrosionprotectionsystem
Period betweensubsequentmaintenanceoperations
Replaceable 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 replaceableNo 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. Crigler, H. Ganz - Stay Cable Enhancements
Copyright - Post-Tensioning Institute 49 All rights reserved
Design Life ExampleDesign Life Example Design Life ExampleDesign Life Example
Design Life ExampleDesign Life Example Monostrand StressingMonostrand Stressing
Strand by StrandInstallation
Strand by StrandInstallation
Automatic Monostrand Stressing••Initial Stressing to ForceInitial Stressing to Force••Subsequent Stressing to ElongationSubsequent Stressing to Elongation••Automatic LiftAutomatic Lift--OffOff••Electronic Record Electronic Record
2004 PTI Technical Conference Session 4 J. Crigler, H. Ganz - Stay Cable Enhancements
Copyright - Post-Tensioning Institute 50 All rights reserved
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 1.45Elongation
Forc
e
Import Data
Lift-Off
Controlling VibrationsControlling Vibrations
2004 PTI Technical Conference Session 4 J. Crigler, H. Ganz - Stay Cable Enhancements
Copyright - Post-Tensioning Institute 51 All rights reserved
Friction Damper
ADJUSTABILITY Friction DamperFriction Damper
Friction Damper Friction Damper Testing - 216m Cable Tongji University, China
2004 PTI Technical Conference Session 4 J. Crigler, H. Ganz - Stay Cable Enhancements
Copyright - Post-Tensioning Institute 52 All rights reserved
FRICTION DAMPER PERFORMANCEFRICTION DAMPER PERFORMANCETONGJI 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
20406080
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
20406080
100
1
178
355
532
709
886
1063
1240
1417
1594
1771
1948
2125
2302
2479
2656
2833
3010
3187
3364
Disp
lace
men
t
CH002
Mode 2 Test 1
-100-80-60-40-20
0
20406080
100
1
164
327
490
653
816
979
1142
1305
1468
1631
1794
1957
2120
2283
2446
2609
2772
2935
3098
Disp
lace
men
t
CH002
Mode 3 Test 2
-80
-60
-40
-20
0
20
40
60
80
1
206
411
616
821
1026
1231
1436
1641
1846
2051
2256
2461
2666
2871
3076
3281
3486
3691
3896
Dis
plac
emen
t
CH002
MAXIMUM DAMPING MEASURED > 7% @ Ld = 0.023 LMAXIMUM DAMPING MEASURED > 7% @ Ld = 0.023 L
60 Seconds
FRICTION DAMPER PERFORMANCEFRICTION DAMPER PERFORMANCETONGJI 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
20406080
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
20406080
100
1
178
355
532
709
886
1063
1240
1417
1594
1771
1948
2125
2302
2479
2656
2833
3010
3187
3364
Disp
lace
men
t
CH002
Mode 2 Test 1
-100-80-60-40-20
0
20406080
100
1
164
327
490
653
816
979
1142
1305
1468
1631
1794
1957
2120
2283
2446
2609
2772
2935
3098
Disp
lace
men
t
CH002
Mode 3 Test 2
-80
-60
-40
-20
0
20
40
60
80
1
206
411
616
821
1026
1231
1436
1641
1846
2051
2256
2461
2666
2871
3076
3281
3486
3691
3896
Dis
plac
emen
t
CH002
MAXIMUM DAMPING MEASURED > 5% @ MAXIMUM DAMPING MEASURED > 5% @ Ld = 0.016 LLd = 0.016 L
60 Seconds
MonitoringMonitoring Remote MonitoringRemote Monitoring
Load Cells
Multistrand Split-Load CellSingle Strand Load Cell
Detailed Vibration Assessment
2004 PTI Technical Conference Session 4 J. Crigler, H. Ganz - Stay Cable Enhancements
Copyright - Post-Tensioning Institute 53 All rights reserved
2004 PTI Technical Conference Session 4 J. Crigler, H. Ganz - Stay Cable Enhancements
Copyright - Post-Tensioning Institute 54 All rights reserved
MAJOR BRIDGESIN MAINLAND
CHINA
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 only THREE large bridges in all of
China
Yellow River Yangtze
River
PearlRiver
1st Yangtzu River Bridge, Nanjing
2004 PTI Technical Conference Session 4 Man-Chung Tang - Bridges of China
Copyright - Post-Tensioning Institute 55 All rights reserved
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 Chongqing
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
2004 PTI Technical Conference Session 4 Man-Chung Tang - Bridges of China
Copyright - Post-Tensioning Institute 56 All rights reserved
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 at Yueyang
Two 310 meter spans
Completed in 2001
Nanjing Second Yangtze River Bridge
628-meter span
Completed in 2001
Nanjing Second Yangtze River Bridge
2004 PTI Technical Conference Session 4 Man-Chung Tang - Bridges of China
Copyright - Post-Tensioning Institute 57 All rights reserved
Nanjing Third Yangtze River Bridge
648-meter span
Under construction
Sutong Yangtze River Bridge
1088-meter span
Under construction
Cable-stayed Bridges
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Sutong
Hangzhou Bay Bridge:36 km long across the Hangzhou Bay
Humen Bridge
270-meter span
Completed in 1997
Northern Approach, Nanjing2nd Yangtze Bridge
165-meter span
Completed in 2002
2004 PTI Technical Conference Session 4 Man-Chung Tang - Bridges of China
Copyright - Post-Tensioning Institute 58 All rights reserved
Jiangjin Yangtze River Bridge
240-meter span
Completed in 1997
Luzhou Second Yangtze River Bridge
252-meter span
Completed in 2000
Chongqing, China: December 28, 2003A historic moment!
Groundbreaking for two world record span bridges on the same day, in the same city.
And,designed by the same US consultant
Caiyuanba Bridge Site Caiyuanba Bridge, Chongqing, China.
420-meter span
2004 PTI Technical Conference Session 4 Man-Chung Tang - Bridges of China
Copyright - Post-Tensioning Institute 59 All rights reserved
Caiyuanba Bridge Shibanpe Bridge Site
Chongqing Shibanpe Bridge
330-meter span
The advantages of both steel & concrete combined to create a world record span.
Steel
Qingchuan Bridge
280-meter span
Completed in 2000
Changfeng Bridge
240-meter span
Completed in 2001
2004 PTI Technical Conference Session 4 Man-Chung Tang - Bridges of China
Copyright - Post-Tensioning Institute 60 All rights reserved
Meixihe River Bridge
288-meter span
Completed in 2000
Wanxian Yangtze River Bridge
420 meter span
Completed in 1997
Yajisha Bridge
360-meter span
Completed in 2000
Yajisha Bridge
Lupu Bridge
550-meter span
Completed in 2003
A sampling of our current projects…
2004 PTI Technical Conference Session 4 Man-Chung Tang - Bridges of China
Copyright - Post-Tensioning Institute 61 All rights reserved
Wujiang Bridge, China Wujiang Bridge
POC in Chongqing POC in Chongqing
Fulin, China Fulin, China
2004 PTI Technical Conference Session 4 Man-Chung Tang - Bridges of China
Copyright - Post-Tensioning Institute 62 All rights reserved
Dagu Bridge, Tianjin, China Dagu Bridge
Dagu Bridge Dagu Bridge
Dagu Bridge
2004 PTI Technical Conference Session 4 Man-Chung Tang - Bridges of China
Copyright - Post-Tensioning Institute 63 All rights reserved