1 Professor of the Department of Civil Engineering , NTUT, Taipei, Taiwan .
1
Abstract : In this study, to improving the GFRP components stiffness and design requirements in response to different sections. Using the GFRP transform section beam and rectangle beam into the deck and square beam. Filling two types of the epoxy mortar. The GFRP components wrapping different fiber sheet consisting of carbon fiber and basalt fiber. A series of beam tests will conduct under 3-point bending test to know the force-displacement relationship, stiffness, failure strength and failure mode of the combination beam. The Timoshenko beam theory and Euler beam theory were applied to analyze the profiles, using material properties estimated. Finally compare the experimental result and numerical result. Both results show the stiffness of GFRP beam filled with epoxy mortar is twice larger than GFRP beam. 1 Professor of the Department of Civil Engineering , NTUT, Taipei, Taiwan . 2 Master of the Department of Civil Engineering, NTUT, Taipei, Taiwan. 0 0.5 1 1.5 2 2.5 3 D isplacem ent (cm ) 0 10 20 30 40 50 60 70 80 90 F orce (kN) DTE2 DTE1 DT D 0 0.5 1 1.5 2 D ispla cem ent (cm ) 0 10 20 30 40 50 F orce (kN) SRE2 SR SE S Type Pmax (kN) δmax (cm) K=P/δ (kN/cm) Weight (kg) Failure mode D 20.89 1.46 5 17.63 5.88 ◎failure on the corner DT 41.00 1.72 8 22.02 10.25 ◎failure on the corner DTE1 68.01 2.85 4 27.00 19.87 ◎failure on the corner DTE1B 73.63 2.87 0 38.26 21.87 ◎crushed at the loading side DTE1C 80.31 3.00 5 33.82 21.55 ◎crushed at the loading side DTE2 83.45 2.49 0 36.09 20.04 ◎crushed at the loading side DTE2B 80.98 2.83 8 38.81 21.62 ◎crushed at the loading side DTE2C 104.43 2.96 1 37.53 21.27 ◎crushed at the loading side Experimental results of Combination Beam Experimental results of Combination Deck Type Pmax (kN) δmax (cm) K=P/δ (kN/cm) Weigh t (kg) Failure mode S 16.56 0.885 18.65 3.40 ◎crushed at the loading side SR 22.32 1.053 30.76 5.40 ◎crushed at the loading side SRE1 47.45 2.248 35.10 9.68 ◎crushed at the loading side ◎crack along fiber way at tension side SRE2 48.65 1.652 30.66 8.34 ◎tension failure SE 38.32 1.525 27.94 12.58 ◎tension failure 0 0.5 1 1.5 2 2.5 3 D isplacem ent (cm ) 0 10 20 30 40 50 60 70 80 90 100 F orce (kN) D T E 2 (E u ler) D T E 2-1 D T E 2-2 0 0.5 1 1.5 D isplacem ent (cm ) 0 10 20 30 F orce (kN) S (T im o shenko ) S 0 0.5 1 1.5 D isplacem ent (cm ) 0 10 20 30 F orce (kN) SR (T im osh en k o) SR -1 SR -2 0 0.5 1 1.5 2 2.5 3 D ispla cem ent (cm ) 0 10 20 30 40 50 60 70 80 90 100 F orce (kN) D T E 1 (E u ler) D T E 1-1 D T E 1-2 Comparing the P-δ relationships of Combination of FRP Components Comparing the P-δ relationships of FRP beam with Euler theory Comparing the P-δ relationships of FRP deck with Timoshenko theory Conclusions 1. The FRP combination of the deck and beam components infilled the rctangle beam can increase the moment of inertia (stiffness), and ultimate load. 2. The mechanical behavior of using the epoxy mortar to make the second type of filling components is better than the first type on the FRP combination components . 3. For the FRP combination components, wrapping the FRP beam with 2-layer (90o) fiber can be avoid the destruction occurred on the corner side. 4. Using the Euler and Timoshenko beam
description
A Study on the Mechanics Behavior of the Combination of FRP Components Yeou -Fong Li 1 and Fu- Chr Hsieh 2. 1 Professor of the Department of Civil Engineering , NTUT, Taipei, Taiwan . 2 Master of the Department of Civil Engineering, NTUT, Taipei, Taiwan. - PowerPoint PPT Presentation
Transcript of 1 Professor of the Department of Civil Engineering , NTUT, Taipei, Taiwan .
Abstract : In this study, to improving the GFRP components stiffness and design requirements in response to different sections. Using the GFRP transform section beam and rectangle beam into the deck and square beam. Filling two types of the epoxy mortar. The GFRP components wrapping different fiber sheet consisting of carbon fiber and basalt fiber. A series of beam tests will conduct under 3-point bending test to know the force-displacement relationship, stiffness, failure strength and failure mode of the combination beam. The Timoshenko beam theory and Euler beam theory were applied to analyze the profiles, using material properties estimated. Finally compare the experimental result and numerical result. Both results show the stiffness of GFRP beam filled with epoxy mortar is twice larger than GFRP beam.
1Professor of the Department of Civil Engineering , NTUT, Taipei, Taiwan .
2 Master of the Department of Civil Engineering, NTUT, Taipei, Taiwan.
0 0 .5 1 1 .5 2 2 .5 3D isp la c e m e n t (c m )
0
1 0
2 0
3 0
4 0
5 0
6 0
7 0
8 0
9 0
For
ce (
kN)
D T E 2D T E 1D TD
0 0 .5 1 1 .5 2D isp la c e m e n t (c m )
0
1 0
2 0
3 0
4 0
5 0
For
ce (
kN)
S R E 2S RS ES
Type Pmax (kN)δmax (cm)
K=P/δ (kN/cm)
Weight (kg)
Failure mode
D 20.89 1.465 17.63 5.88 ◎failure on the corner
DT 41.00 1.728 22.02 10.25 ◎failure on the corner
DTE1 68.01 2.854 27.00 19.87 ◎failure on the corner
DTE1B 73.63 2.870 38.26 21.87 ◎crushed at the loading side
DTE1C 80.31 3.005 33.82 21.55 ◎crushed at the loading side
DTE2 83.45 2.490 36.09 20.04 ◎crushed at the loading side
DTE2B 80.98 2.838 38.81 21.62 ◎crushed at the loading side
DTE2C 104.43 2.961 37.53 21.27 ◎crushed at the loading side
Experimental results of Combination Beam
Experimental results of Combination Deck
Type Pmax (kN)
δmax (cm)
K=P/δ (kN/cm)
Weight (kg)
Failure mode
S 16.56 0.885 18.65 3.40 ◎crushed at the loading side
SR 22.32 1.053 30.76 5.40 ◎crushed at the loading side
SRE1 47.45 2.248 35.10 9.68◎crushed at the loading side◎crack along fiber way at tension side
SRE2 48.65 1.652 30.66 8.34 ◎tension failure
SE 38.32 1.525 27.94 12.58 ◎tension failure
0 0 .5 1 1 .5 2 2 .5 3D isp la c e m e n t (c m )
0
1 0
2 0
3 0
4 0
5 0
6 0
7 0
8 0
9 0
1 0 0
For
ce (
kN)
D T E 2 (E u ler )D T E 2 -1D T E 2 -2
0 0 .5 1 1 .5D isp la c e m e n t (c m )
0
1 0
2 0
3 0
For
ce (
kN)
S (T im o sh en k o )S
0 0 .5 1 1 .5D isp la c e m e n t (c m )
0
1 0
2 0
3 0
For
ce (
kN)
S R (T im osh en k o )S R -1S R -2
0 0 .5 1 1 .5 2 2 .5 3D isp la c e m e n t (c m )
0
1 0
2 0
3 0
4 0
5 0
6 0
7 0
8 0
9 0
1 0 0
For
ce (
kN)
D T E 1 (E u ler )D T E 1 -1D T E 1 -2
Comparing the P-δ relationships of Combination of FRP Components
Comparing the P-δ relationships of FRP beam with Euler theory
Comparing the P-δ relationships of FRP deck with Timoshenko theory
Conclusions
1. The FRP combination of the deck and beam components infilled the rctangle beam can increase the moment of inertia (stiffness), and ultimate load.
2. The mechanical behavior of using the epoxy mortar to make the second type of filling components is better than the first type on the FRP combination components .
3. For the FRP combination components, wrapping the FRP beam with 2-layer (90o) fiber can be avoid the destruction occurred on the corner side.
4. Using the Euler and Timoshenko beam theory to calculate that comparing with the experimental results is approximate.
