0 LEER Session 4

8/19/2019 0 LEER Session 4

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TECHNICAL SESSION 4

Post-Tensioned & Cable Stayed

Bridges

Moderator

John Crigler

VSLHanover, MC


2/30

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

Copyr ight - Post-Tensioning Institute 35 Al l r ights r eser ved


3/30

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




4/30

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




5/30

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




6/30

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




7/30

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




8/30

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




9/30

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




10/30

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




11/30

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




12/30

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




13/30

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




14/30

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



15/30

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




16/30

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)




17/30

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




18/30

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




19/30

Friction Damper

ADJUSTABILITY Friction Damper Friction Damper

Friction Damper Friction Damper Testing - 216m CableTongji University, China




20/30

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


Third Mode

-80

-60

-40

-20

0

20

40

60

80


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


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


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


Second Mode

-100

-80

-60

-40

-20

0

20

40

60

80

100


Third Mode

-80

-60

-40

-20

0

20

40

60

80


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


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


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


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




21/30




22/30

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

2004 PTI Technical Confer ence Session 4 Man-Chung Tang - Br idges of China



23/30

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




24/30

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

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1000

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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

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S P A N

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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


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