Slide Giới Thiệu Thanh Cốt Sợi Thủy Tinh Gfrp.pdf

Microsoft PowerPoint 5 COST534 GFRP CFRP JoGu Part1 ppt GFRP and CFRP for civil applications Ludovit Nad, University of Kosice Johann Kollegger & Johann Horvatits, TU Vienna Joost Gulikers Rijkswaters[.]

GFRP and CFRP for civil applications

Ludovit Nad, University of Kosice Johann Kollegger & Johann Horvatits, TU Vienna

Joost Gulikers

Rijkswaterstaat Bouwdienst Ministry of Transport, Public Works and Water Management

Utrecht, The Netherlands

COST534, Final Workshop, Toulouse 26-27 November 2007

847.7

640.8

1400

600 456.24

755.986

572.374

1000

490

0

200

400

600

800

1000

1200

1400

Strength: mean and characteristic

(the characteristic values of yield

stress are given in case of steel)

Made by hand - diameter 9.15 mm

Industrial production -diameter 8 mm

Industrial production -diameter 15.1 mm Industrial production -diameter 16 mm Steel reinforcement

35 60

210

0 50 100 150 200 250

1

Industrial production - GFRP bars Industrial production - GFRP bars Steel reinforcement

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9 1

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

1.9 2

2.1

Mid - span Deflection [mm]

Beam with GFRP-FEM LUSAS Beam with GFRP

No.2-EXPERIMENT Beam with GFRP No.3-EXPERIMENT

Beam with Steel No.1-EXPERIMENT

Beam with Steel No.2-EXPERIMENT

Beams with Steel FEM LUSAS

CONCLUSIONS FOR PRACTICE

•LOW MODULUS OF ELASTICITY

•FLOAT IN CONCRETE

•ACI 440: 20% f u

•LESS SUITBALE FOR PRESTRESSING

APPLICATIONS

COST534, Final Workshop, Toulouse 26-27 November 2007

5 4

3 2

1

strain (%)

3000

1000

2000

2 )

carbon

HM

carbon HS

aramid

HM aramid IM

S-glass

prestressing steel E-glass

reinforcing steel

• High strength/weight ratio

–3 to 5 times higher than steel

–80% lighter

–Fibres: 10x stronger than steel

–Comparable mod of elasticity

• Not sensitive to corrosion

• Conductivity

• High resistance against fatigue

• Low axial coefficient of thermal expansion

• Price

–Relative expensive compared to steel –Price decreases

• Brittle mode of failure

• Properties dependent on type of fibre

• Low compressive strength in transverse

direction

• Anchorage is major problem

Location: Europoort, Rotterdam

• Bridge type: concrete box girder

• External CFRP prestressing

– 4 cables, 91 wires ∅ ∅ ∅5 mm per cable

– 2650 kN prestressing per cable

55 O

BBR CARBON

2 BBR CARBON External 91 5

l=75 m φ

Cable failure

94

89 100 114

113

116 115

60-65 mm 80

85 15

resin removed after failure

distance of the CFRM wires measured to the front side

of the anchor sleeve

Anchorage after failure

failed GFRP

end plate

anchorage

Cable failure

94

89 100 114

113

116 115

60-65 mm 80

85 15

resin removed after failure

distance of the CFRM wires measured to the front side

of the anchor sleeve

Anchorage after failure

failed GFRP

end plate

anchorage

New Casting Anchorage System

Conventional conical

αααα

ββββ

αααα

ββββ

New anchorage system Assembling of the conical segmented

anchor geometry

Experimental Investigations Short Term Loading Tests

New anchorage for

37 CFRP-wires

before and after

testing

Failure Load:

1900 KN

Measuring rod with strain gauges

Position of strain gauges along the measuring rod (top) and corresponding strain distribution over the anchoring length for

different loading steps (bottom)

36 CFRP-wires

First Application in Austria (1)

Tauern-motorway bridge Golling, Province Salzburg,

Austria

Abutment area of the

bridge

First Application in Austria (2)

Anchorages before casting with the epoxy resin

Casting of the anchorage

Fixed end of the CFRP- wires

(37 Ø 5 mm)

First Application in Austria (3)

CFRP-tendons below the

Golling Bridge

Stressing procedure

Six post-tensioned CFRP-tendons in the box girder

1 NEW STRUCTURES AS (PARTIAL) REPLACEMENT

OF STEEL PRESTRESSING

2 EXISTING STRUCTURES FOR RESTRENGTHENING

3 EXTERNAL APPLICATION

4 LIMITING FACTOR: HIGH PRICE