Post-Tensioned & Cable Stayed Bridges Convention/Session... · TECHNICAL SESSION 4 Post-Tensioned & Cable Stayed Bridges Moderator John Crigler VSL Hanover, MC

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



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



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



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



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



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



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



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



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



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



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



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


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



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)



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



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



Friction Damper

ADJUSTABILITY Friction DamperFriction Damper

Friction Damper Friction Damper Testing - 216m Cable Tongji University, China



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


Third Mode

-80

-60

-40

-20

0

20

40

60

80


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


Second Mode

-100-80-60-40-20

0

20406080

100


Third Mode

-80

-60

-40

-20

0

20

40

60

80


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





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


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



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



Nanjing Third Yangtze River Bridge

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

Stro

msu

nd

Kni

e

Ann

acis

Yan

gpu

Tata

ra

?

SPA

N L

ENG

TH (

M)

YEAR

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



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



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



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…



Wujiang Bridge, China Wujiang Bridge

POC in Chongqing POC in Chongqing

Fulin, China Fulin, China



Dagu Bridge, Tianjin, China Dagu Bridge

Dagu Bridge Dagu Bridge

Dagu Bridge



Post-Tensioned & Cable Stayed Bridges Convention/Session... · TECHNICAL SESSION 4 Post-Tensioned & Cable Stayed Bridges Moderator John Crigler VSL Hanover, MC

Documents