OF EXTRADOSED BRIDGES AKIO KASUGA SUMITOMO MITSUI CONSTRUCTION - - PDF document

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BIRTH, DEVELOPMENT AND FUTURE OF EXTRADOSED BRIDGES

AKIO KASUGA SUMITOMO MITSUI CONSTRUCTION JAPAN

Birth

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Mathivat’s Paper (FIP Note,1988)

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Span Length VS Average Depth of Concrete

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Span Length VS Tendon Weight

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■ エクストラドーズド橋 ▲ 斜張橋 ◆ 箱桁橋

Cost Comparison

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Odawara Blueway Bridge (1994)

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Development of Saddle & Extradosed Cable System

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✓ No saddle system was available. ✓ New saddle system fixed at both ends was developed. ✓ Epoxy coated strand was used as extradosed cables.

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HDR

Development of High Damping Rubber Damper

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✓ After Odawara, HDR damper was widely used all over the world.

LD : Logarithmic Decrement

kopt k LD LDmax

Development of High Damping Rubber Damper

w/o Damper (LD = 0.002) w/ Dampers 1st Mode (2.57Hz, LD = 0.068) 2nd Mode (5.14Hz, LD = 0.062) 3rd Mode (7.71Hz, LD = 0.061)

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Development

Tsukuhara Bridge (1997)

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Δϭ ≤ 50N/mm2

Fretting Fatigue Test of Saddle

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Ibigawa Bridge (2001)

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Fabrication Yard （100,000m2） Lifting of Stell Girder （2000ｔ） Segment（400ｔ） Lifting Traveler

Construction of Ibigawa Bridge

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Shin-Meisei Bridge (2004)

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Horizontal Tension ：Steel Vertical Compression：Steel & Concrete

Development of Steel Box Anchorage for Pylon

Concrete after Completion

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Himi Bridge (2004, Corrugated Steel Web)

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12950 8500 2225 2225 4000

Steel Diaphragm of Himi Bridge for Corrugated Steel Web

Stay Cable Anchorage in Girder

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Loading Bearing Bram Girder Extradosed Cable

Half Size Model Test

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500 1000 1500 2000 2500 3000 3500 50 100 150 200 250 300 350

DISPLACEMENT (mm) LOAD (kN)

Non-linear 2D Frame Analysis Non-linear 3D FEM Analysis Test Results

Test Results

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Fudo Bridge (2010, Composite Truss)

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Test for Truss Connection (Half Size)

2000 425 1000 1425 1000 1160 3400 3700 500 1422 1232 2873 300

図 実験供試体構造図

反 力 壁 載荷荷重 スライドレール 斜材張力 引張材 圧縮材

Stay Cable Force Horizontal Force Tension Compression

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孔あき鋼板ジベル 十字リブ スパイラル筋 コンクリート 充填部

Rib Plate Concrete Dowel Spiral Bar 100 200 300 400 500 600

• 60
• 50
• 40
• 30
• 20
• 10

曲げモーメント (kN･m) 水平載荷荷重 (kN) 圧縮側 引張側

計算値 回転バネ 2500kNm/rad 計算値 剛結

Secondary Bending Moment (kNm) Horizontal Load (kN) Compression Member Tension Member

Rigid Connection

Rotational Spring (2500kNm/rad)

Perforated Dowell Connection

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コンクリート 充填部 ねじふし鉄筋 定着プレート ナット ナット

Nut Bearing Plate Re-bar Nut 100 200 300 400 500 600 700

• 60
• 50
• 40
• 30
• 20
• 10

鋼管曲げモーメント (kN･m) 水平載荷荷重 (kN)

計算値 回転バネ 1000kNm/rad 計算値 剛結 圧縮側 引張側 Compression Member Tension Member

Rotational Spring (1000kNm/rad)

Rigid Connection

Secondary Bending Moment (kNm) Horizontal Load (kN)

Re-bar Connection

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EDB with Composite Truss Girder

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EDB with Composite Truss Girder EDB with Composite Truss Girder

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Bridge Type Axial Force

(A) Girder Bridge (max.span : 43m) Average thickness of concrete t=370mm 1380kN (B) Extradosed Bridge (max.span : 120m) Average thickness of concrete t=440mm 1590kN

Axial Forces in Truss

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Bridge Type Axial Force

(C) Extradosed Bridge (max.span : 250m) Average thickness of concrete t=670mm 1420kN (D) Cable Stayed Bridge (max.span : 320m) Average thickness of concrete t=380mm 1590kN

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Axial Forces in Truss

Composite truss can make axial forces constant in all span range!

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Mukogawa Bridge (2016) Mukogawa Bridge (2016)

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✓ Structural Behavior of Butterfly Web = Double Warren Truss

Structural Behavior of Butterfly Web Bridge

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Construction of Mukogawa Bridge

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Basic design (101 segments) Detail design (54 segments) ✓ Number of days required for cantilever construction reduced. ✓ The weight of superstructure was reduced up to 20% from the basic design.

Effects of the Extradosed Structure with Butterfly Webs

15 segments for cantilever erection 14 segments for cantilever erection 8 segments for cantilever erection 8 segments for cantilever erection

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Natural period Longitudinal (temporary) Transverse (temporary) Basic plan (s) 1.59 2.90 Detail design (s) 2.29 3.82

✓ Total weight of super- and sub-structures was reduced by about 35%.

Basic design Detail design

Effects of the Extradosed Structure with Butterfly Webs

P1 P4 P3 P2

D≦5.0m

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Bending moment at the bottom

• f the piers

Ratios of flexural rigidity (EI) to height (h) of the piers

Improved seismic performance

0.0E+00 5.0E+05 1.0E+06 1.5E+06 2.0E+06 2.5E+06 P4 P3 P2 P1 Basic plan Detail design M(kN ･m) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 P4 P3 P2 P1 Basic plan Detail design （※）Ratio of each pier w ith P3 as 1.0

EI/h

Effects of the Extradosed Structure with Butterfly Webs

SUMITOMO MISTUI CONSTRUCTION Basic design Basic design

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Construction of Piers

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Construction of Superstructure

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Tower Detail

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Mukogawa Bridge

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Specifications for CSB & EDB by JPCI

(2009) (2012)

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Strand System Wire System

70 ΔσL (N/mm2) 0.4 fpu 130 100 0.6 fpu fpa

Strand System Wire System

70 ΔσL (N/mm2) 0.4 fpu 130 100 0.6 fpu fpa

Allowable Stress of Stay Cables

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EDBs have been extended after Odawara

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US Mission for EDB

2000 1750 3000 3000

Development of Cable Stay Anchorage (Concrete Type)

Bar φ32mm

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1300 625 1450 3400

Steel plate t=100mm

鉄筋ジベルD25

Bar φ32mm

Development of Cable Stay Anchorage (Single Steel Plate Type)

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2000 1365 860 1365 1000 3590

Steel plate t=40mm Re-bar D25

Development of Cable Stay Anchorage (Double Steel Plate Type)

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2000 1365 1000 3590

Stud φ19

Development of Cable Stay Anchorage (Advanced Steel Plate Type)

Steel plate t=40mm

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New Saddle (Chao Phraya River Crossing Bridge)

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Future

Future Application of Butterfly Web Bridge

500m multi-span cable-stayed type

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500m multi-span extradosed type

Future Application of Butterfly Web Bridge

✓30% Opening leads to good performance in wind tunnel test.

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(30% opening) Girder Configuration

Wind Tunnel test

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• Girder Heaving 1st Mode : 3.13 sec
• Girder Torsional 1st Mode : 1.47 sec
• Logarithmic Decrement : 0.004

Photo : Kyoto University

Wind Tunnel Test Setup (1/100)

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Conventional Web Butterfly Web No vortex shedding

Flexural Vibration Test

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Torsional Vibration : 2 degrees 25m-sec Torsional Flutter : 60m-sec Torsional Vibration : 1 degrees 25m-sec Torsional Flutter : 90m-sec Conventional Web Butterfly Web

Torsional Vibration Test

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Conventional Box Girder

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Butterfly Web Girder

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Stay Cable Stress Change due to Live Load

✓ Structural behavior can be simulated by NLFEM

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___________________________________________________________

CSB EDB

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Concrete Girder m3 48900 43700 Pylon m3 18500 14400 Rebar ton 15960 13410 Prestressing steel ton 259 261 Stay cables ton 6030 6300

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Comparison of Material Quantities

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800m-span hybrid cable supported bridge (Extradosed + Suspension)

Future Application of Butterfly Web Bridge

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Unit Case 1 Case 3 Stay Cable t 2,873 2,536 Main Cable t 11,170 5,639 Hanger t 55 29 PC tendon t 541 505 Total t 14,639 8,709

Comparison of Material Quantities

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Concluding Remarks

➢ The extradosed bridge enables engineers to apply consistent design principles to cable-stayed bridges and ordinary girder bridges. ➢ Proposed stay cable design method is effective in consistent design approach. ➢ The extradosed bridge greatly increases the degree of freedom for the design of cable-supported structures.

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Thank you for your attention