1 s2.0 S2238785417301758 main

Prévia do material em texto

Please cite
different th
ARTICLE IN PRESSJMRTEC-331; No. of Pages 11
j m a t e r r e s t e c h n o l . 2 0 1 8;x x x(x x):xxx–xxx
www.jmrt .com.br
Available online at www.sciencedirect.com
Origina
A cas e 
concr la
different thickness
Rafid Saeed Atea
Al-Furat Al-
a r t i c 
Article histor
Received 16
Accepted 17
Available on
Keywords:
Composite c
Reinforced C
Steel plate
Mid-span de
1. Int
Composite 
building str
ognized for
also hold co
high-rise st
E-mail: r
https://doi.o
2238-7854/©
article unde
 this article in press as: Atea RS. A case study of flexural performance of reinforced concrete beams bonded with steel plates with
ickness. J Mater Res Technol. 2018. https://doi.org/10.1016/j.jmrt.2017.10.006
Awsat Technical University/Najaf Technical Institute, Iraq
l e i n f o
y:
 April 2017
 October 2017
line xxx
onstruction
oncrete beam
flection
a b s t r a c t
This study investigates the flexural behavior of four reinforced concrete beams. The beams
were composed by adding steel plates which have different thickness (2, 3, and 5 mm) in
the tension zone to invention out the consequence of the altered plate thicknesses on the
flexural behavior on these beams, and the consequence of using typical concrete. The first
beam is made of normal concrete (non composite beam) additionally, the other beams are
prepared using usual concrete (composite beams by plates). The connection between the
concrete and steel plate was by using shear connector, to gain the effective connection
between the concrete and steel plate. The study consists of two parts: the first part is an
experimental work through casting and testing beams, while in the second part, an analysis
has been conducted to the tested specimens by using a three dimensional nonlinear finite
element method by ANSYS program (Version 18.1). The increase of ultimate strength for
plated beam compared with unplated beam (73%, 86% and 161%) with increase the thickness
steel plate (2, 3 and 5) respectively. concrete strain, crack width and numbers of cracks
decrease with increasing the thickness of steel plate.
© 2017 Brazilian Metallurgical, Materials and Mining Association. Published by Elsevier
Editora Ltda. This is an open access article under the CC BY-NC-ND license (http://
creativecommons.org/licenses/by-nc-nd/4.0/).
roduction
construction has been extensively castoff for
uctures over the previous (50 years). Primarily, rec-
 beams in buildings, composite components now
lumns and shear walls, and are regularly active in
ructures, remaining to their high axial load capac-
afid1980@yahoo.com
ity and stiffness. The preceding insufficient years have seen
the enhancement of the complete composite frame, where the
benefits of steel and concrete are combined to offer structural
systems of excessive strength and stiffness. This type involves
of a steel plate forms the soffit of the beam and this perform-
ances in combination with the reinforced concrete. Steel plate
will effort as enduring formwork and as extra reinforcement to
internal reinforcement. A small or large steel plate is collective
with reinforced concrete for consistent this new type of com-
posite beam, namely, composite reinforced concrete beam.
Shear connectors are welded to the plate to ensure composite
rg/10.1016/j.jmrt.2017.10.006
 2017 Brazilian Metallurgical, Materials and Mining Association. Published by Elsevier Editora Ltda. This is an open access
r the CC BY-NC-ND license (http://creativecommons.org/licenses/by-nc-nd/4.0/).
l Article
e study of flexural performanc
ete beams bonded with steel p
of reinforced
tes with
Please cite
different th
ARTICLE IN PRESSJMRTEC-331; No. of Pages 11
2 j m a t e r r e s t e c h n o l . 2 0 1 8;x x x(x x):xxx–xxx
Table 1 – Details of trial mix.
Concrete ty
NC 
NC, norma
Table 2 – 
Concrete ty
NC 
f ′c , compres he sp
Ec, Static M
Fr, modulu
action of th
advantages
stiffness. T
associated 
[1], approve
beams, one
were visibl
6 mm) thick
in diamete
was ruled b
tigations on
concrete be
(0.95, 1.43, 
experimen
of beams, t
one consist
with norm
strength of
concrete of
third group
compressiv
tion and no
two thirds.
analytical s
concrete fr
laminate. T
with passa
shear stren
experimen
strengthen
gram was 
using ABAQ
it was conc
can signific
phenomen
as well as t
cohesive e
[5] studied 
Stainless St
I- and T-sec
steel (310 S
men
00 × 
ced t
. Car
form
usion
 aus
-Cr W
r WC
ugh
in a d
re. T
 SS r
on a
flang
e cra
einfo
 stee
 into
ent b
or. In
l wit
blish
nd n
pe Cement (kg/m3) Water (kg/m3) 
350 181 
l concrete.
Results of tested trail mixes.
pe Compressive strength(MPa) 
Cube 150 × 150 Cylinder 150 × 300
Fcu f ′c
37 32 
sive strength, tested according to ASTMC39-01. The average of three t
odulus of Elasticity, tested according to ASTM C469-02a.
s of rupture, tested according to ASTM C78-02.
e steel plate and the reinforced concrete. Important
 of composite reinforced concrete beam are greater
his decreases the deflection of the member, as
with non-composite structure. Subedi and Balgin
d out an investigational effort containing of four
 of which was used as the control. The other three
y reinforced with steel plate of (2 mm, 4 mm and
ness on both sides of the web by bolts of (16 mm)
r. The collection of a particular thickness of plate
y ease of handling. Al-Ghareib [2] exhibited inves-
 twelve (175 mm × 275 mm × 3000 mm) reinforced
ams reinforced with altered reinforcement ratios
2.37, and 3.56%) and maintained by steel plate. The
t was to explore and revision the flexural behavior
welve beams were alienated into three groups; each
s of four beams. The first group consists of beams
al strength concrete (BN) of nominal compressive
 (20 MPa), the second group is with high strength
 nominal compressive strength of (70 MPa) and the
 is made of hybrid strength concrete of nominal
e strength of (70 MPa) at the upper third of the sec-
minal compressive strength of (20 MPa) at the lower
 Hwang et al. [3] presented an experimental and
tudy concerning the seismic retrofitted reinforced
The di
(50 × 1
enhan
beams
in the 
Ni diff
tion of
in high
high-C
their to
failed 
to failu
of 310
T-secti
upper 
ing th
with r
mitted
driven
suffici
behavi
flexura
be esta
one, a
 this article in press as: Atea RS. A case study of flexural performance of re
ickness. J Mater Res Technol. 2018. https://doi.org/10.1016/j.jmrt.2017.10.00
ames containing partition walls using the CFRP
he test result showed that the use of CFRP laminate
ble end anchorage was fairly active in refining the
gth of partition walls. Lei et al. [4] investigated the
tal research and numerical simulation of RC beams
ed with bonded steel plates, the experimental pro-
supported by a three-dimensioned finite analysis
US. At the end of experiments and finite analysis,
luded that the investing strengthening technique
antly improve the load-carrying capacity and the
on of stress concentration at the end of interface,
he damage at interface, can be well simulated with
lement provided by ABAQUS. Abd El-Raouf et al.
the flexural Strength and Toughness of Austenitic
eel Reinforced High-Cr White Cast Iron Composite,
tions, and volume fractions of austenitic stainless
S) were examined under three-point bending test.
ibly the th
composite 
the strengt
marvels for
2. Ex
In this effo
thickness o
considered
cement, sa
in this stu
Al-Jabri [7]
to the offe
EFNARC [8
oiled mold
Sand (kg/m3) Gravel (kg/m3)
700 1155
Fr (MPa) ft (MPa) Ec (GPa)
4.48 3.21 32.262
ecimens at age 28 days are taken.
sions of casted beams used forbending test were
500 mm3). Carbon and alloying elements diffusion
he metallurgical bond across the interface of casted
bon diffusion from high-Cr WCI into 310 SS resulted
ation of Cr-carbides in 310 SS near the interface and
 from 310 SS into high-Cr WCI led to the forma-
tenite within a network of M7C3 eutectic carbides
CI near the interface. Inserting 310 SS plates into
I beams resulted in a significant improvement in
ness. All specimens of this metal matrix composite
uctile mode with higher plastic deformation prior
he high-Cr WCI specimen reinforced with I-section
evealed higher toughness compared to that with
t the same volume fraction. The presence of the
e increased the reinforcement efficiency for delay-
ck growth. The rest of researches are concerned
rced concrete strengthened by involuntarily com-
l plates. Where several types of connectors were
 the concrete through the plates, in order to provide
onds between them and to develop the composite
 this approach, the common mode of failure was
h full strength being organized. From above, it can
ed that the second approach is the more effective
eed refining. It has not yet been established vis-
inforced concrete beams bonded with steel plates with
6
eoretical background to describe and develop the
action and the prediction criteria for deflection of
hened (composite) beam, which were an important
 serviceability state.
perimental program and tests set-up
rt, the consequence of steel plates with different
n the behavior of beams and normal concrete is
. The materials which cast-off were involving of
nd, gravel and water. The mixing process used
dy was outlined by Emborg [6], and modified by
. The concrete combination design is allowing
red and adapted (ACI 211.1) method using the
]. After mixing, concrete is poured into lightly
s in three layers and well compacted by using
Please cite
different th
ARTICLE IN PRESSJMRTEC-331; No. of Pages 11
j m a t e r r e s t e c h n o l . 2 0 1 8;x x x(x x):xxx–xxx 3
Table 3 – Specifications and test results of steel
plates-average value.
Plate thickness (mm) Yield stress (N/mm2) Ultimate stress (N/mm2)
2 208 344
3 218 355
5 254 373
manual vibrator. Table 1 indicates the mix proportions. For
each concrete mix, three cube specimens (150 mm × 150 mm),
nine cylinder specimens (150 mm × 300 mm) and one prism
(100 mm × 100 mm × 500 mm) are taken: specimens are tested
at 28 days. Details of trial mix in Table 1, in Table 2 indicate
the lowest and highest compressive strength and modulus of
rupture at 28 days. In this present study, the third trial mix
was used.
2.1. Steel plate
Tensile tests are conducted on several specimens, at least
three specimens, prepared from the steel plates, which are
used in fabricating the composite beams. Material properties
obtained from the coupon tests for steel plates, static yield
stress and ultimate strength, are summarized in Table 3.
Details of push-out tests are given later in the following
chapter, while the results of tensile tests are given in Table 4.
In Table 4, Tu is the ultimate tensile force of the steel bolt
(stud connector) obtained from tensile test. Yield and ultimate
Table 5 – The details of beams.
Beam no. Dimension of
plate
Studs no. Distance
between
studs
mm mm
RC – – –
RSP1 1400 × 150 × 2 10 60
RSP2 1400 × 150 × 3 10 60
RSP3 1400 × 150 × 5 10 60
tensile strength is calculated by dividing Tu on the area of steel
bolt (stud connector) based on inner diameter.
2.2. Details of the beams
The sections of beam are designed according to ACI 318M-
2008, and the dimensions of beam are b = 150 mm, h = 250 mm
with length of 1600 mm. Table 5 and Figs. 1 and 2 show all
beams test details and flexural reinforcement.
3. Results and discussions
To explore the flexural performance of the beams, one control
beam with normal strength concrete and the second plated
beam were established.
Table 4 – Specification and test results of threaded bolt-average values.
Steel specimens Measured diameter (mm) Tu (kN) Qu (kN) Ultimate shear strength (N/mm2) Ultimate tensile
stress (N/mm2)
Steel bolt (
(i.e. effectiv st.
150 mm
2 φ 12mm
250 mm
φ 10 @ 100
Inner Outer
stud) 8.51 9.6 35 23 
e area). Qu is the ultimate shear force of steel bolt from direct shear te
1500mm
150mm
1600 mm
250 mm
Beam (un plated beam) 
150 mm
1600 mm
250 mm
 this article in press as: Atea RS. A case study of flexural performance of re
ickness. J Mater Res Technol. 2018. https://doi.org/10.1016/j.jmrt.2017.10.00
1500 mm
Beam (plated beam)
Steel 
Fig. 1 – Details of all beam
356 593
250 mm
150 mm
2 φ 12 mm
φ 10 @ 100
2 φ 16 mm
Cross section
inforced concrete beams bonded with steel plates with
6
 thickness
Cross section
2 φ 16mm
.
Please cite
different th
ARTICLE IN PRESSJMRTEC-331; No. of Pages 11
4 j m a t e r r e s t e c h n o l . 2 0 1 8;x x x(x x):xxx–xxx
C.L
1600 mm
a = 50 mm
1400 mm b = 60 mm
100mm 100 mm
Fig. 2 – Details of plate with shear connector.
Table 6 – Test results of (RC, RSP1, RSP2, RSP3).
Beam no. Load(kN) Pcr(Pcr )R
% PcrPu % Mode of
failure
Pcr Pu
RC 25 70 1.15 35.71 Flexure (tensile
failure)
RSP1 33 121 1.3 27.27 =
RSP2 43 130 1.74 33.03 =
RSP3 64 183 2.6 34.97 Shear
(Pcr)R, first 
3.1. Gen
The experim
of this grou
At abou
oped at the
main crack
agated fast
for all test 
and RSP2) p
Table 7 – Ultimate load of tested beams.
Beam no. Experimental Pu
(Pu )∗R
Pu (kN)
RC 70 1.08
RSP1 121 1.73
RSP2 130 1.86
RSP3 183 2.61
(Pu)R, ultimate loads of reference beams (RC) = 70 kN.
shear failure. The performance of the control beams was gen-
erally similar up to failure.
3.2. Ultimate strength
The noted ultimate loads of the established beams are obtain-
able in Table 7.
For the tested beams (RSP1. RSP2 and RSP3), which have
plates in tension flanges only, the increases in strength were
(73%, 86% and 161%) respectively. This improvement is due
to different thicknesses of plates which means increase in
strength of beams. This intention confirms that the ultimate
flexural strength is controlled mainly by the resistance of
, which is increased with increasing steel plate thickness
.
De
eflec
es o
4.
Co
crack loading for reference beam (RC) = 25 kN.
eral behavior
ent consequences are given in Table 6. All beams
p were intended to fail in flexure.
t (25–36%) of the ultimate load, more cracks devel-
 bottom of the beam which advanced toward the
s and often joined them. One or more cracks prop-
plates
(Fig. 3)
3.3. 
Load-d
all stag
in Fig. 
3.4. 
 this article in press as: Atea RS. A case study of flexural performance of re
ickness. J Mater Res Technol. 2018. https://doi.org/10.1016/j.jmrt.2017.10.00
er than the others. As estimated, the main cracks
beams initiated at the middle zone and (RC, RSP1
resented ductile flexural failure, just (RSP3) showed
The crack w
sile reinforc
Fig. 3 – Typical half symmetry finite ele
flections
tion curves of the established beams at mid span at
f loading up to failure were constructed and shown
ncrete crack width
idth of the major flexural crack at the level of ten-
ement was measured by means of crack deflection
inforced concrete beams bonded with steel plates with
6
ment model.
Please cite
different th
ARTICLE IN PRESSJMRTEC-331; No. of Pages 11
j m a t e r r e s t e c h n o l . 2 0 1 8;x x x(x x):xxx–xxx 5
180
160
140
120
100
80
60
40
20
0
0 
Lo
ad
 (k
N)
Fig. 4 – Loa
and plated
180
160
140
120
100
80
60
40
20
0
Lo
ad
 (k
N)
0 
Fig. 5 – Com
pocket mic
tested beam
be observe
the numbe
reference b
the numbe
3.5. Con
The strain 
was usedt
of loading 
sured by us
0.002 mm p
ter are past
of demec p
measured 
ing the stra
Fig. 7 trace
four beams
with steel p
it can be ob
decrease w
because, in
of the beam
P/2 P/2
ution
n in
. 8–
. Fro
train
has 
resu
Co
on 
re as
pos
1 2 3 4 5 6 7 8 9
Mid spain-deflection (mm)
RC
RSP1
RSP2
RSP3
d – deflection curve between the unplated beam
 beams.
RC
RSP1
RSP2
RSP3
distrib
is show
Figs
beams
mum s
crack 
strain 
result.
4. 
Based 
sions a
in com
 this article in press as: Atea RS. A case study of flexural performance of re
ickness. J Mater Res Technol. 2018. https://doi.org/10.1016/j.jmrt.2017.10.00
Crack width (mm)
0.05 0.1 0.15 0.2 0.25 0.3
parison of load – crack width curves for beams.
roscope. Fig. 5 show load versus crack width for the
s. By inspecting the curves of the load-crack, it can
d that:The presence of steel plate tends to reduce
r of cracks even at the same loads compared with
eam.Increasing the thickness of steel plate reduces
r of cracks and crack width.
crete strains
was measured by a mechanical strain gauge. It
o measure surface concrete strain for every stage
at points located in mid span of beams and mea-
ing a mechanical type demec gauge with accuracy
er division. Aluminum discs with a 10 mm diame-
ed on the face of the beam as plotted, the location
oint are shown in Fig. 6. The concrete strain was
at every stage of loading, the process of measur-
in was continued up to the failure of the beams.
s the strain distribution with beam depth, for the
, the first beam was control beam (unstrengthened
late), (RC) and the others are strengthened beams,
served that at the same load level concrete strain
ith increasing the thickness of steel plate, this is
creasing the thickness will increase the stiffness
s hence the deformations will be reduced. Strain
associated 
constructio
area donate
number of 
with epoxy
for these be
off the plate
be devoted.
concrete co
first time. I
the plate a
cient. Also,
of the steel
will create 
epoxy bond
extra little 
(RSP1. RSP2
and 161%) 
ent thickne
of beams.In
to decrease
of cracks.In
of the beam
distribution
ure.Consum
is very frui
action betw
plate up to
considerati
ure, this m
therefore, t
failure.All b
or shearing
750 mm 750 mm
Demec
points
50mm
Dial gauge
Fig. 6 – Location of demec point.
 at mid span of all beams designed to fail in flexure
 Fig. 7:
16 shows the numerical strain distribution of
m this figures it can be noticed that the maxi-
 occurred along the load path where the inclined
been occurred. From the inspections of the
lt, it gives good agreement with experimental
nclusions
the results of this study, the following conclu-
 shown:The number of shear connector obligatory
ite reinforced concrete is very much reduced
with the number required in normal composite
n of comparable strength, where large interaction
s in moving shear by friction which influences the
shear connectors.The concrete beam strengthened
 bonded plates. The communal approach of failure
ams is a early failure which considered by ripping
 organized with the concrete cover to which it may
 This was owing to the faintness constructed in the
ver as the concrete section has been loaded for the
t is value observing that no parting met between
nd the concrete as the epoxy layer is strong suffi-
 mutual problem, of this technique is the corrosion
 plate surfaces in the long term consequence which
parting. Many trials were carried out to support the
s by extra bolts provided at the plate ends, with
enhancement to the performance.For the beams
 and RSP3), increases in strength were (73%, 86%
respectively. This improvement is due to differ-
sses of plates, which means increase in strength
creasing the thickness of plates for beams leads
 the deflection and width of cracks and numbers
creasing the thickness will increase the stiffness
inforced concrete beams bonded with steel plates with
6
s hence the deformations will be reduced. Strain
 at mid span of all beams designed to fail in flex-
ing shear connectors to attribute the steel plate
tful and they are effective in rising the composite
een the reinforced concrete beams and the steel
 failureThe beams (RC, RSP1and RSP2) presented
on failure, the beam (RSP3) presented a shear fail-
ean that the beam spread to the ultimate strength,
he failure convert from the tension to the shear
eam presented without parting at the plate ends
 of the bolts.
Please cite this article in press as: Atea RS. A case study of flexural performance of reinforced concrete beams bonded with steel plates with
different thickness. J Mater Res Technol. 2018. https://doi.org/10.1016/j.jmrt.2017.10.006
ARTICLE IN PRESSJMRTEC-331; No. of Pages 11
6 j m a t e r r e s t e c h n o l . 2 0 1 8;x x x(x x):xxx–xxx
RC RSP1
Load 50 kN
Load 100 kN
Load 150 kN
Load 50 kN
Load 100 kN
Load 150 kN
RSP3
Load 50 kN
Load 100 kN
Load 150 kN
RSP2
Load 50 kN
Load 100 kN
Load 150 kN
250 mm
125 mm
0 mm
250 mm
125 mm
0 mm
-2 -1 0 1 2 3 4 -2 -1 0 1 2 3
3-2 -1 0 1 2 -2 -1 0 1 2
Strain x10ˆ-3
Strain x10ˆ-3 Strain x10ˆ-3
Strain x10ˆ-3
Fig. 7 – Concrete load-strain curve for beams.
NODAL SOLUTION
STEP=1
SUB =1004
TIME=5000
RSYS=0
DMX =.117921
SMN =−.149E−03
SMX =.472E−04
EPTOX (AVG)
R18.1
ANSYS
AUG 1 2017
22:18:06
RC
1
−
- 
 149E−03
−
- 
 127E−03
−
- 
 105E−03
−
- 
 834E−04
−
- 
 617E−04
−
- 
 399E−04
−
- 
 00351−
- 
 00351
−
- 
 181E−04
- 
366E−05
- 
254E−04
- 
472E−04
MX
Fig. 8 – Normal strain distribution on X-direction for RC beam.
Please cite this article in press as: Atea RS. A case study of flexural performance of reinforced concrete beams bonded with steel plates with
different thickness. J Mater Res Technol. 2018. https://doi.org/10.1016/j.jmrt.2017.10.006
ARTICLE IN PRESSJMRTEC-331; No. of Pages 11
j m a t e r r e s t e c h n o l . 2 0 1 8;x x x(x x):xxx–xxx 7
1
NODAL SOLUTION
SUB =1
TIME=1
EPELX (AVG)
RSYS=0
DMX =4.15277
SMN =−.00498
SMX =.001636
ANSYS
−
- 
 00498
−
- 
 004245
−
- 
 00351
−
- 
 002775
−
- 
 00204
−
- 
 001304
−
- 
 569E−03
- 
166E−03 - 901E−03
- 
001636
RSP1
MX
R18.1
AUG 1 2017
22:52:15
Fig. 9 – Normal strain distribution on X-direction for RSP1 beam.
−
- 
 005516
−
- 
 004699
−
- 
 003881
−
- 
 003064
−
- 
 002246
−
- 
 001429
−
- 
 611E−03
- 
206E−03
- 
001024
- 
001841
RSP2
1
NODAL SOLUTION
SUB =1
TIME=500
EPTOX (AVG)
RSYS=0
DMX =4.4495
SMN =−.005516
SMX =.001841
ANSYS
R18.1
AUG 1 2017
23:46:51
Fig. 10 – Normal strain distribution on X-direction for RSP2 beam.
Please cite this article in press as: Atea RS. A case study of flexural performance of reinforced concrete beams bonded with steel plates with
different thickness. J Mater Res Technol. 2018. https://doi.org/10.1016/j.jmrt.2017.10.006
ARTICLE IN PRESSJMRTEC-331; No. of Pages 11
8 j m a t e r r e s t e c h n o l . 2 0 1 8;x x x(x x):xxx–xxx
RSP3
1
NODAL SOLUTION
STEP =1
SUB =1
TIME =1
EPELX (AVG)
RSYS=0
DMX =.118E−03
SMN =−.149E−06
SMX =.472E−07
ANSYS
R18.1
AUG 2 2017
01:43:04
MX
−
- 
 149E−06
−
- 
 127E−06
−
- 
 105E−06
−
- 
 834E−07
−
- 
 617E−07
−
- 
 399E−07
−
- 
 181E−07
- 
366E−08 - 
254E−07
- 
472E−07
Fig. 11 – Normal strain distribution on X-direction for RSP3 beam.
RC
1
NODAL SOLUTION
STEP =1
SUB =1004
TIME =5000
EPTOY (AVG)
RSYS=0
DMX =.117921
SMN =−.838E−04
SMX =.255E−04
ANSYS
R18.1
AUG 1 2017
22:18:50
−
- 
 838E−04−
- 
 716E−04
−
- 
 595E−04
−
- 
 473E−04
−
- 
 352E−04
−
- 
 231E−04
−
- 
 109E−04
- 
 133E−04
- 
255E−04
- 
120E−05
Fig. 12 – Normal strain distribution on Y-direction for RC beam.
Please cite this article in press as: Atea RS. A case study of flexural performance of reinforced concrete beams bonded with steel plates with
different thickness. J Mater Res Technol. 2018. https://doi.org/10.1016/j.jmrt.2017.10.006
ARTICLE IN PRESSJMRTEC-331; No. of Pages 11
j m a t e r r e s t e c h n o l . 2 0 1 8;x x x(x x):xxx–xxx 9
RC
NODAL SOLUTION
STEP =1
SUB =1004
TIME =5000
EPTOZ (AVG)
RSYS=0
DMX =.117921
SMN =−.967E−05
SMX =.537E−04
ANSYS
R18.1
AUG 1 2017
22:19:15
−
- 
 967E−05
−
- 
 263E−05
- 
442E−05
- 
115E−04
- 
185E−04
- 
256E−04
- 
326E−04
- 
467E−04
- 
537E−04
- 
397E−04
MX
MN
1
Fig. 13 – Normal strain distribution on Z-direction for RC beam.
RSP1
NODAL SOLUTION
SUB =1
TIME =1
EPELY (AVG)
RSYS=0
DMX =4.15277
SMN =−.002923
SMX =.001522
ANSYS
R18.1
AUG 1 2017
22:52:36
−
- 
 002923
−
- 
002429 −
- 
001442
−
- 
 001935 −
- 
 948E−03
−
- 
454E−03
- 
400E−04
- 
534E−03
- 
001028
- 
001522
1
Fig. 14 – Normal strain distribution on Y-direction for RSP1 beam.
Please cite
different th
ARTICLE IN PRESSJMRTEC-331; No. of Pages 11
10 j m a t e r r e s t e c h n o l . 2 0 1 8;x x x(x x):xxx–xxx
NODAL SOLUTION ANSYS
1
Conflicts 
The author
r e f e r e n
[1] Subedi N
concrete
SUB =1
TIME =1
EPELZ (AVG)
RSYS=0
DMX =4.15277
SMN =−.343E−03
SMX =.001808
 this article in press as: Atea RS. A case study of flexural performance of re
ickness. J Mater Res Technol. 2018. https://doi.org/10.1016/j.jmrt.2017.10.00
RSP1
−
- 
 343E−03
−
- 
 104E−03
- 
135E−03
- 
374E−03
- 
613E−03
- 
852E−03
- 
0
Fig. 15 – Normal strain distribution on Z-direc
RSP1
NODAL SOLUTION
SUB =1
TIME =1
Y
X
MX
UY (AVG)
RSYS=0
DMX =4.13054
SMN =−4 .08251
SMX =−.213166
−4
- 
 08251
−3
- 
 65259
−3
- 
 22266
−2
- 
 79273
−2
- 
 3628
−1
- 
 93288
−
1
Fig. 16 – Load–deflection on Y-direction for stee
of interest
 declares no conflicts of interest.
 c e s
K, Balgin PS. External plate reinforcement for
 beam. J Struct Eng 1998;124(12):1490–5.
[2] AL-Ghar
reinforce
AL-Must
[3] Hwang S
partition
polymer
through 
[4] Lei D, Ch
numeric
steel pla
R18.1
AUG 1 2017
22:53:02
MX
inforced concrete beams bonded with steel plates with
6
01091
- 
 001569
- 
001808
- 
00133
MN
tion for RSP1 beam.
MN
ANSYS
R18.1
AUG 1 2017
23:38:58
1
- 
 50295
−1
- 
 07302
−
- 
 643093
−
- 
 213166
l plate for RSP1 beam.
eib AEA, M.Sc. Thesis Flexural behavior of repaired
d concrete beams with glued steel plates.
ansiriya University; 2006, 142 pp.
J, Tu YS, Yeh YH, Chiou TC. Reinforced concrete
 Wals retrofitted with carbon fiber reinforced
; 2011. www.google.com found by keywords search
internet.
en G, Chen Y, Ren Q. Experimental research and
al simulation of RC beams strengthened with bonded
tes. Sci China Technol Sci 2012;55(12):3270–7,
Please cite of re
different th
ARTICLE IN PRESSJMRTEC-331; No. of Pages 11
j m a t e r r e s t e c h n o l . 2 0 1 8;x x x(x x):xxx–xxx 11
http://dx.doi.org/10.1007/s11431-012-
5031-2.
[5] Sallam HEM, Abd El-Aziz K, Abd El-Raouf H, Elbanna EM.
Flexural strength and toughness of austenitic stainless steel
reinforced high-Cr white cast iron composite. J Mater Eng
Perform 2013;22(12):3769–77.
[6] Emborg M. “Mixing and Transport”, Final report of task 8.1.
Sweden: Betongindustri AB, Brite EuRam; 2000, 65 pp.
[7] Al-Jabri LA, M.Sc. Thesis The influences of mineral admixtures
and steel fibers on the fresh and hardened properties of SCC.
Baghdad, Iraq: Al-Mustansirya University; 2005, 135 pp.
[8] EFNARC. Specification and guidelines for concrete; 2002. p. 32.
 this article in press as: Atea RS. A case study of flexural performance
ickness. J Mater Res Technol. 2018. https://doi.org/10.1016/j.jmrt.2017.10.00
inforced concrete beams bonded with steel plates with
6
	A case study of flexural performance of reinforced concrete beams bonded with steel plates with different thickness
	1 Introduction
	2 Experimental program and tests set-up
	2.1 Steel plate
	2.2 Details of the beams
	3 Results and discussions
	3.1 General behavior
	3.2 Ultimate strength
	3.3 Deflections
	3.4 Concrete crack width
	3.5 Concrete strains
	4 Conclusions
	Conflicts of interest
	References