dappedendstrengtheningofprecastprestressedconcretedoubleteebeamswithfrpcomposites

7/29/2019 DappedEndStrengtheningofPrecastPrestressedConcreteDoubleTeeBeamswithFRPComposites

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111

One ply reinforcement

Development Length of MBrace

c

f fud

f

t f

nl

=

3

For 1 ply of MBrace CF 130,

( )( )in

ksi psi

psi

inksil d 4.15

11000

60003

0065.0550 ==

sh sh A A

Use 1-6 wide ply of MBrace CF 130 for sh A

Two plies reinforcement

c

f fud

f

t f

nl

=

3

For 2 ply of MBrace CF 130,

( )( )77.302

11000

60003

0065.0550 ==ksi

psi

psi

inksil d in

With the application of End Anchor system, provide 1-10 wide 2-6 long of CF130 for

sh A should be suffieient.


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112

APPENDIX G.

TEST SETUP AND INSTRUMENTATIONS


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Hydraulic Jack

200 kips Load Cell

Figure G.1: Loading Configuration of Specimens 1F-8, 1S-8, and 2F-8

8

PlywoodSteel Section

High Strength Steel Bar Anchored to Floor


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114

Inclinometer

Figure G.2: Instrumentation of Specimen 1F-8

Load Cell

0.5

8

#16 #15 #14 #8

#12

#11#3

#7

#5#6#13

#4

Side A Side B

Side B

Side A 8.5

11 25 24 20.5 15.5

12

20.875

7172424

#22

#20 #21

#9

#23 #24

#10


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Inclinometer

Figure G.3: Instrumentation of Specimen 1S-8

Side A

0.5

Load Cell

8

#11

13

2

#7

#16 #15 #14 #13

#1

#8#3#4#5#6

#9

Side A Side B

Side B

11 23 25 22.5 14

12

815.5262422

20

#21

#20

#23

#22

#10


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Side A

0.5

Load Cell#17

8

13

2#7

#16 #15 #14 #13

#12

#9#3#4#5#6

#8

Inclinometer

Side A Side B

Side B

11 24 25 20 16

12

816242622

20

#21

#20 #24

#11

#23

#22#10

Figure G.4: Instrumentation of Specimen 2F-8


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Side A Side B

Figure G.5: Instrumentation of Specimen 2S-5

0.5

#7

#5

Load Cell #17

#11

#4

#3

12

20

#6

#5 #6

5

#2 #1

#1#9

Inclinometer

Side B

Side A

20 16

828

#12

#8


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APPENDIX H.

PICTURES OF TESTED SPECIMENS


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Figure H.2: Test Setup of Specimen 2S-5

Figure H.1: Test Setup of Specimen 2F-5


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Figure H.4: Failure of Dappe -end Due to the Peeling of FRP Laminatesin Specimen 1F-8

Figure H.3: Inclined Cracks at the Reentrant Corner Extended to theWeb-Flange Junction of Specimen 1F-8


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Figure H.5: Failure of Steel Reinforced Specime Due to the Shear-flexureCrack Extended to Top Support of Specimen 1S-8

Figure H.6: Crushing of Concrete in the Interface of Shear-FlexureCrack in Specimen 1S-8


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Figure H.7: Failure of Dappe -end Due to the Peeling of FRP Sheetsat the Reentrant Corner of Specimen 2F-8

Figure H.8: Close Look of Shear Failure at the Reentrant Corner of Specimen 2F-8


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Figure H.9: Shear Failure of Dappe -end at the Reentrant Corner D eto the Fiber Rupture in Specimen 3F-5

Figure H.10: 45 o Crack from the Reentrant Corner Caused the Failureof Specimen 3F-5


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Figure H.11: 45 o Crack from the Reentrant Corner Caused the Failureof Specimen 3F-5

Figure H.12: Shear-flexure Failure in West Stem of Specimen 3S-5


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APPENDIX I.

DIAGRAMS OF TEST RESULTS


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Figure I.2: Net Deflection vs. LVDT Location of Specimen 1F-8

Figure I.1: Load vs. Net Deflection of All LVDTs of Specimen 1F-8

0

10

20

30

40

50

60

70

0 0.2 0.4 0.6 0.8 1

Net Deflection (in.)

L o a d

( k i p )

13 6 5 3 11 9

#9

#11#3#5#6#13

242424 7

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

0 20 40 60 80 100

LVDT Location (in.)

N e t

D e f

l e c t

i o n

( i n . )

10 kips

20 kips

30 kips


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Figure I.4: Net Deflection vs. LVDT Location of Specimen 1S-8

Figure I.3: Load vs. Net Deflection of All LVDTs of Specimen 1S-8

0

10

20

30

40

50

60

70

0 0.2 0.4 0.6 0.8 1


L o a d

( k i p )

6 5 4 3 8 11

#11

#8#3#4#5#6

16262422 8

0

0.10.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

0 20 40 60 80 100

LVDT Location (in.)

N e t

D e f

l e c t

i o n

( i n . )

10 kips

20 kips30 kips40 kips


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0

10

20

30

40

50

60

70

0.0 0.2 0.4 0.6 0.8 1.0


L o a d

( k i p )

6 5 4 3 9 11

#11

#9#3#4#5#6

16242622 8

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

0 20 40 60 80 100

LVDT Location (in.)

N e t

D e f

l e c t

i o n

( i n . )

10 kips

20 kips30 kips40 kips


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0

10

20

30

40

50

60

70

0 0.2 0.4 0.6 0.8 1


L o a d

( k i p )

7 6 11 8

#12

#10#9#3

2824 8

0

0.1

0.2

0.3

0.4

0.5

0 10 20 30 40 50 60

LVDT Location (in.)

N e t

D e f

l e c t

i o n

( i n . )

10 kips

20 kips30 kips40 kips50 kips


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Figure I.10: Net Deflection vs. LVDT Location of Specimen 3S-5

Figure I.9: Load vs. Net Deflection of All LVDTs of Specimen 3S-5

0

10

20

30

40

50

60

70

0 0.2 0.4 0.6 0.8 1


L o a d

( k i p )

7 6 11 8

#12

#10#9#3

2824 8

0

0.1

0.2

0.3

0.4

0.5

0 10 20 30 40 50 60

LVDT Location (in.)

N e t

D e f

l e c t

i o n

( i n . )

10 kips

20 kips30 kips40 kips50 kips


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Figure I.11: Load vs. Strain at the Reentrant Corners of Specimen 1F-8

0

10

20

30

40

50

60

-10000 -8000 -6000 -4000 -2000 0 2000 4000 6000

Strain (microstrain)

L o a

d ( k i p ) 21

20

2324

22

2021

2423

0

10

20

30

40

50

60

-3000 -2000 -1000 0 1000 2000 3000 4000 5000 6000 7000

Strain (microstrain)

L o a

d ( k i p )

24 22

23

21

20

Figure I.12: Load vs. Strain at the Reentrant Corners of Specimen 2F-8

21

2024

23

22


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APPENDIX J.

DAPPED-END BEAMS CALCULATIONS BY

COMPUTER SOFTWARE


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REFERENCES

1. Reynold, G. C., The Strength of Half-Joints in Reinforced Concrete Beams, TRA415, Cement and Concrete Association, London, June 1969, 9 pp.

2. Sargious, M. and Tadros, G., Stresses in Prestressed Concrete Stepped Cantileversunder Concentrated Loads, Proceedings, Six Congress of the FIP , Prague, June1970, Federation Internationale de la Preconstrainte, Paris

3. Werner, M. P. and Dilger, W. H., Shear Design of Prestressed Concrete SteppedBeams, PCI Journal , V. 18, No. 4, July-August 1973, pp. 37-49.

4. Hamoudi, A. A., Phang, M. K. S. and Bierweiler, R. A., Diagonal Shear inPrestressed Concrete Dapped Beams, ACI Journal , V. 72, No. 7, July 1975, pp. 347-350.

5. Mattock, A. H. and Chan, T. C., Design and Behavior of Dapped End Beams, PCI Journal , V. 24, No. 6, November-December 1979, pp. 28-45.

6. Khan, M. A., A Study of the Behavior of Reinforced Concrete Dapped-End Beams, MSCE thesis , Univ. Washington, Seattle, Washington, August 1981, 145 pp.

7. Liem, S. K., Maximum Shear Strength of Dapped-End or Corbel, MS thesis,Concordia Univ., Montreal, Quebec, Canada, August 1983.

8. Chung, J. C-J, Effect of Depth of Nib on Strength of A Dapped-End Beam, MS thesis , Univ of Washington, 1985.

9. Ajina, J. M., Effect of Steel Fibers on Precast Dapped-End Beam Connections, MS thesis , South Dakota State University, 1986.

10. Theryo, T. S., The Behavior of Prestressed Concrete Dapped-End Members withLooped Hanger Reinforcement, MS thesis , Univ. of Washington, 1986.

11. Barton, D. L., Detailing of Structural Concrete Dapped End Beams, MS thesis ,Univ. of Texas at Austin, 1988.

12. So, K. M. P., Prestressed Concrete Members with Dapped Ends, MS thesis , McGill

Univ., Montreal, Canada, June 1989.

13. Mader, J. M., Detailing Dapped Ends of Pretensioned Concrete Beam, MS thesis ,Univ. of Texas at Austin, 1990.


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14. Berset, J., Strengthening of Reinforced Concrete Beams for Shear Using FRPComposites, MSC thesis, Department of Civil and Environmental Engineering ,Massachusetts Institute of Technology, January 1992.

15. Uji, K., Improving Shear Capacity of Existing Reinforced Concrete Members byApplying Carbon Fiber Sheets, Transactions of the Japan Concrete Institute ,Volume 14, 1992, pp. 253-266.

16. Chajes, M. J., Januska, T.F., Mertz, D.R., Thomson, T.A., and Finch, W.W., Shear Strengthening of Reinforced Concrete Beams Using Externally Applied CompositeFabrics, ACI Structural Journal , Volume 92, No. 3, May - June 1995, pp. 295-303.

17. Umezu, K., Fujita, M., Nakai, H., and Tamaki, K., Shear Behavior of RC Beamswith Aramid Fiber Sheet, Non-Metallic (FRP) Reinforcement for Concrete

Structures, Proceedings of the Third Symposium , Volume 1, Japan, October 1997, pp.491-498.

18. Araki, N., Matsuzaki, Y., Nakano, K., Kataoka, T., and Fukuyama, H., Shear Capacity of Retrofitted RC Members with Continuous Fiber Sheets, Non-

Metallic(FRP) Reinforcement for Concrete Structures, Proceedings of the Third Symposium , Volume 1, Japan, October 1997, pp. 515-522.

dappedendstrengtheningofprecastprestressedconcretedoubleteebeamswithfrpcomposites

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