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8/12/2019 Non-Linear Finite Element Analysis of RC Slabs Strengthened with CFRP Laminates
http://slidepdf.com/reader/full/non-linear-finite-element-analysis-of-rc-slabs-strengthened-with-cfrp-laminates 1/4
8/12/2019 Non-Linear Finite Element Analysis of RC Slabs Strengthened with CFRP Laminates
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International Journal of Engineering Trends and Technology (IJETT) – volume 5 number 3- Nov 2013
ISSN: 2231-5381 http://www.ijettjournal.org Page 141
chosen for the purpose of analysing RC slabs with and without
external CFRP strengthening in this study due to its flexibility
in geometry and materials modelling . . The Five reinforcedconcrete slabs were loaded with a four point loading
configuration with a total length of 1530 mm an effectivelength of 1350 mm, and distance between loads of 450mm. All slabs were 125 mm thickness, 500 mm wide .
Concrete cover 25 mm, two types of flexural steel
reinforcement were used in the slabs , the first type consist of3 tor steel bars 10 mm in diameter and fy = 460 Mpa , the
second type consist of 4 mild steel bars 6 mm in diameter andfy = 250 Mpa . Slabs details with CFRP laminates are shown
in figures (1. , 2., 3., 4.) .
Figure 1. : slab loading pattern
Figure 2. : CST, SST Cross section
Figure 3. : CSM, SSM1 Cross section
Figure 4. : SSM2 Cross section
The following has been used for the materials idealization:
A. Concrete Idealization
SOLID65 was used to model the concrete. the geometry,node locations, and the coordinate system for this element are
shown in figure (5.).
B. Steel Reinforcement
LINK180 : is a 3-D spar that is useful in a variety ofengineering applications. LINK180was used to model the
steel reinforcement. The geometry, node locations, and thecoordinate system for this element are shown in Figure (6.).
C. Steel Plate
SOLID185 is used for 3-D modelling of solid structures.
It was used to model Steel plates were added at support and point of loading locations The geometry and node location for
this element type are shown in Figure (7.).
D. CFRP Laminates
SHELL41 A four node element was used to model CFRP
strips which is a 3-D element having membrane (in-plane)stiffness but no bending (out-of-plane) stiffness. The geometry
and node location of this element type are shown in Figure(8.).
FIGURE 5. : SOLID 65
GEOMETRY
FIGURE 6. : LINK 180
GEOMETRY
8/12/2019 Non-Linear Finite Element Analysis of RC Slabs Strengthened with CFRP Laminates
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International Journal of Engineering Trends and Technology (IJETT) – volume 5 number 3- Nov 2013
ISSN: 2231-5381 http://www.ijettjournal.org Page 142
FIGURE 7. : SOLID 185
GEOMETRY
Figure 8. : SHELL 41
Geometry
RESULTS AND DISCUSSION
This chapter presents the results of Finite Element analysisof two control RC slabs, three RC slabs strengthened with
CFRP bonded at the bottom face. Finite element analysis(using ANSYS computer program version 13.0) of RC slabs
under the static incremental loads has been performed in the
present work. Subsequently these results are compared with
experimental results. The following comparisons are made
with regards to deflection values as well as the detailed overall behaviour of the of the slabs.
A. Loading And Boundary Conditions
In the experiment, the bearing plate of loading and support
dimensions are (50mm x 500mm). A 25 mm thick steel plate,modelled using Solid185 elements, is added at the support and
point of loading locations in order to avoid stressconcentration problems shown in figure (9.). This provides a
more even stress distribution over the support and point ofloading areas. Figure (10.) shows the distribution of the
applied load at nodes.
Figure 9.: Applied load and boundary conditions (a)Front view, (b) Top
Figure 10. : Distribution of applied load at nodes (a) nodes,
(b) elements
B. Results Of Finite Element Analysis I took the numerical load-deflection curves for the mild
reinforced strengthened slab strengthened by two laminates in
comparison with the experimental results, shown in figure(11.) as an example for the five models.
Figure 11. : Load-deflection curve for strengthened
slab_mild reinforcement2.
The deflection at (82 kN) obtained from the F.E. is a
flexural deflection of (6.2 mm), which is lower than the
experimental deflection of (8.2 mm) about 32.258%. Theother difference is the type of failure, where the experimental
8/12/2019 Non-Linear Finite Element Analysis of RC Slabs Strengthened with CFRP Laminates
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International Journal of Engineering Trends and Technology (IJETT) – volume 5 number 3- Nov 2013
ISSN: 2231-5381 http://www.ijettjournal.org Page 143
model failed by debonding the CFRP laminate the thing that
not observed in F.E model.
C. Ultimate Loads And Ultimate Deflection
A comparison between the ultimate loads of the tested
beams and numerical ultimate loads from finite elementanalysis is shown in Table (1). The table shows, a goodagreement between the theoretical and experimental results,
and comparison between the ultimate deflections of the tested
beams and numerical ultimate loads from finite elementanalysis is shown in Table (2).
Table (1) Comparison between experimental andNumerical ultimate loads
Slab’ssymbol
(Pu)exp.(kN)
Pu)num.(kN)
Difference%
cs t 29.17 26.65 9.455
ss t 82.16 123.8 33.634
cs m 18.24 25.25 27.762
ss m 1 48.56 71.8 32.367
ss m 2 85.6 123 30.398
Table (2): Comparison between experimental and
Numerical ultimate Deflection
Slab’sSymbol
(Δu)exp.(mm)
(Δu)num.(mm)
Difference(%)
cs t 5.68 3.25 74.769
ss t 13.95 15.3 8.823
cs m 1.30 0.58 125.137
ss m 1 8.90 12.9 31.007
ss m 2 8.66 11.2 22.678
IV. CONCLUSION
The following conclusions can be drawn from the present
study
1)The behaviour of slab represented by the load-deflectioncurves in ANSYS show close agreement with the
experimental data from the full-scale RC slab tests.2)It has been concluded that strengthening the slab with
CFRP, the slab also bears larger deflection and strengthening
the slab with CFRP sheet also increases the ultimate load
carrying capacity of the slab.
3) The analytical load carrying capacity of the control slabwas in close agreement with the experimental work.
4) The cracks start appearing at the centre and move from
centre towards the free edges of the slab. Major damage
occurred at the centre of the slab and negligible damageoccurred at corners.
5) Because of the strengthening techniques , the strengthenedslabs sst , ssm1 and ssm2 are shows high load carryingcapacity about 78.758% , 95.503% and 94.821% respectively
in comparison with control slabs.
6) The difference between numerical and experimental valuesfor loads and deflections gives negative values for the two
control slabs and positive values for the other strengthenedslabs and the reason for that is the existing of CFRP with
strengthened models in ANSYS program that makes the program solving for long time.
REFERENCES
[1] ACI committee 363R, (1997) “State of The Art Report on High-
Strength Concrete“, American Concrete Institute. Detroit, Vol. 81,
No.4[2] ACI Committee 318, (2008) "Building Code Requirements for
Structural Concrete (ACI 318-08) and Commentary", American
Concrete Institute, Detroit, U.S.A.
[3] A., P. Godat, Labossière, and K. W. Neale., 2011 "Numericalinvestigation of the parameters inf luencing the behavior of FRP
shear-strengthened beams". Constr. and Build. Mat.,.In Press.
[4] Chen, W. F. and Saleeb, A. F., (1981) "Constitutive Equations for
Engineering Materials", West Lafayette, Indiana, , pp. 580 December
[5] Chen, W. F. and Saleeb, A. F., (1981) "Constitutive Equations for
Engineering Materials", West Lafayette, Indiana, , pp. 580 December
[6] Chen, W. F.,( 1982) "Plasticity in Reinforced Concrete", McGraw-
Hill, , 471pp.
[7] Elsayed, W., Usama A. E., and Kenneth W. N. (2007). "Interfacial
behavior and debonding failures in FRP-strengthened concrete slabs" .
Journal of Composites for Construction 11.6: 619-628.
[8] Gopalaratnam , V.S. and Shah. (1985) ,"Softening Response of Plain
Concrete in Direct Tension", ACI Journal ,Vol. 82,No.3, , pp, 310-323.
[9] Kenneth, W. N., Ahmed, G., Hussien, M. A. B., Walid, E. E., and
Usama, A. E. (2011) "Approaches for finite element simulations of
FRP-strengthened concrete beams and slabs." Architecture, 4.4: 59-72.[10] Kim, Y. J., Longworth, J. M., Wight, R. G., & Green, M. F. (2008)
"Flexure of two-way slabs strengthened with prestressed or non prestressed CFRP sheets" Journal of Composites for Constructi on, 12.4:366-374.
ACKNOWLEDGMENT
Foremost, I would like to thank my God for Hisgraciousness, unlimited kindness and with the blessings of
whom the good deeds are fulfilled.Finally I would like to dedicate this work to my family
and all my beloveds