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International Review of Civil Engineering (I.RE.C.E.), Vol. xx, n. x
July 2019
Manuscript received and revised xx 2019, accepted xx 2019 Copyright © 2019 Praise Worthy Prize S.r.l. - All rights reserved
Finite element modelling of reinforced concrete beams strengthened
with different configuration of carbon fiber sheets
Yasmin Murad1, Ja’afer Abu Zaid
2
Abstract – The influence of carbon fiber sheets’ orientation angle in strengthened reinforced
concrete beams is investigated in this research. Experimental and numerical programs are
conducted to study the flexural behaviour of RC beams strengthened with carbon fiber sheets that
fixed to the beam surface inducing different orientation angles of 0˚, 45˚, 60˚and 90˚. Finite
element models are developed in ABAQUS and ANSYS and then verified using the experimental
results of the test specimens. A comparison is made between the experimental and numerical
results. Both finite element models are able to predict the experimental load-deflection response
and crack pattern of the test specimens with reasonable accuracy. The results have shown that
carbon fiber orientation angle has significant influence on the flexural response of reinforced
concrete beams. The best performance is obtained with 45˚ inclined carbon fiber sheets.
Furthermore, a parametric study is performed to investigate the influence of carbon fiber sheets
orientation angle, sheet depth and sheet thickness on the behaviour of strengthened reinforced
concrete beams. Copyright © 2010 Praise Worthy Prize S.r.l. - All rights reserved.
Keywords: Finite element, CFRP, angles, ABAQUS, reinforced concrete (RC) beams,
strengthening, ANSYS.
Nomenclature: CFRP: carbon fiber reinforced polymer
FE: finite element
RC: reinforced concrete
CDP: concrete damage plasticity
IREC: International Review of Civil Engineering
I. Introduction
Previous studies have been conducted to study the
behaviour of reinforced concrete beams strengthened
with carbon fiber reinforced polymer (CFRP) sheets and
laminates. There are many factors that can influence the
behavior of strengthened reinforced concrete (RC) such
as CFRP sheets configuration, orientation and properties
[1],[2],[3],[4]. CFRP sheets have become an accepted
solution for shear and flexural strengthening and repair of
RC beams [5],[6],[7],[8],[9],[10],[11]. Khalifa [14] has
shown that the ultimate load carrying capacity of RC
member increases by increasing CFRP strip width.
Deflection of strengthened RC beams can significantly
vary while the variation of CFRP sheets orientation angle
[3],[4]. CFRP sheets play a key role in postponing the
appearance and propagation of cracks [3],[4]. Previous
experimental studies have shown that CFRP sheets and
laminates can reduce the ductility of the strengthened RC
beams [12],[13]. The direction of reinforcing fibers can
significantly influence the strength and the cracking
pattern of the strengthened RC beams [6]. RC beams
strengthened with CFRP sheets perpendicular to the beam
axis can experience high strength with brittle behaviour
[6]. However, they have found that RC beams
strengthened with 45˚ inclined CFRP sheets can
experience small increment in strength and the failure
mode is ductile [6]. Other experimental studies have
reported that the flexural strength of strengthened RC
beams with CFRP sheets can increase up to 58% [15]
compared to un-strengthened beams.
The previous studies in the literature have not clearly
explained the influence of CFRP sheets orientation angle
on the flexural behaviour of RC beams. Few studies have
experimentally studied the behaviour of RC beams
strengthened with CFRP sheets oriented at 45˚ to the axis
of the beam. The influence of CFRP sheets oriented at
60˚ or 30˚ to the axis of the beam is limited in the
literature.
This paper firstly illustrates an experimental program [3]
that was carried out by the author to investigate the
flexural behaviour of RC beams strengthened with CFRP
sheets that epoxy bonded to the beam surface inducing
different orientation angles. Numerical finite element
(FE) models are then constructed in ABAQUS and
ANSYS, FE programs, and validated using the
experimental results of the RC beams strengthened with
CFRP sheets under different orientation angles. The FE
section in this paper includes the material and element
models that used for each finite element model. The FE
section also includes the validation of the FE models.
A comparison is then made in this paper between the
numerical results obtained from both FE programs
ABAQUS and ANSYS. Numerical analysis is an efficient
tool to better explaining the behaviour of strengthened
Y.Z.Murad, J.AbuZaid
Copyright © 2019 Praise Worthy Prize S.r.l. - All rights reserved International Review of Civil Engineering, Vol. x, N. x
RC beams at lower costs. Therefore, a parametric study is
finally carried out in the last section of this paper to
evaluate the numerical effect of CFRP sheets orientation
angle, sheet thickness and sheet depth on RC beams’
strength, deflection and damage pattern.
II. Experimental Program
II.1. Test Setup
Test specimens are simply supported beams that are
tested under incremental static loading where a hydraulic
jack is used to apply the loads as shown in Figure 1.
Figure 2 illustrates the distance between the two
concentrated loads (720 mm) and that between the point
load and the support (640 mm). Linear variable
displacement transducers (LVDT) are instrumented at the
middle span of the beam to measure the mid-span vertical
deflection as shown in Figure 1.
Figure 1 Test setup
Figure 2 Illustration of the Test Specimens Dimensions, Supports, and
Loads
II.2. Material Properties
The mean concrete compressive strength, longitudinal
bars’ yield strength, stirrups’ yield strength of all test
specimens are 30 MPa, 500 MPa and 280 MPa
respectively. The width, thickness, elastic modulus and
ultimate tensile strength of CFRP sheets are 500 mm,
0.166 mm, 230 GPa and 4900 MPa respectively. An
epoxy resin is used to connect CFRP sheets with the
concrete surface. The density of the epoxy is 1.06 kg/ Lt.
II.3. Specimens’ Details
Five full-scale specimens are tested. The specimens are
RC beams with rectangular cross-section of 150 mm by
200 mm. The span between the supports is 2 m. All
beams have typical details that shown in Figure 3 with
two top longitudinal bars of No.10. and two bottom
longitudinal bars of No.14. CFRP sheets are fixed to the
beam surface inducing different configuration and
orientation angles as shown in Figure 4. CFRP sheets are
fixed obliquely to the half depth of the beam inducing
angles of 45˚ and 60˚ in specimens F-45 and F-60
respectively as shown in Figure 4. Specimens F-90 and F-
0 are strengthened with longitudinal and transverse CFRP
sheets inducing angles of 90˚ and 0˚ to the beam
longitudinal axis as shown in Figure 4.
columns cross-sections
Figure 3 Detailing of the Test Specimens.
90 degree
0 degree
60 degree
45 degree
Figure 4 Strengthening Configuration Scheme
Y.Z.Murad, J.AbuZaid
Copyright © 2019 Praise Worthy Prize S.r.l. - All rights reserved International Review of Civil Engineering, Vol. x, N. x
III. Finite Element Modelling
Numerical analysis is a useful tool to predict the
behaviour of RC beams strengthened with CFRP sheets at
lower costs. Two finite element programs ABAQUS and
ANASYS are used in this research to predict the
behaviour of the strengthened beams. A comparison is
made between the numerical results obtained from the
two FE programs.
III.1. ABAQUS Software
Three dimensional full scale models are built in
ABAQUS to simulate the response of all test specimens.
After performing a sensitivity analysis, the selected mesh
shown in Figure 5 is used. Steel bars are embedded in
concrete with the same degree of freedom inducing
perfect bond between concrete and reinforcement.
Figure 5 Typical finite element mesh
Element Model
A general purpose linear brick element C3D8R, with
reduced integration (1 integration point), is used to model
concrete in ABAQUS. C3D8R is a three dimensional
element model with eight nodes. Steel reinforcement
elements are modelled using 2 noded -3D truss element
T3D2. Shell element (S4R), which is a 4-noded general
purpose element, is used to simulate the behaviour of
carbon fibre sheets CFRP. Cohesive, friction or tie
elements are usually used to model the bond between
concrete and CFRP sheets. In this study, concrete and
CFRP sheets are connected using ties. Tied contact in
ABAQUS ties two surfaces forming a contact pair
together for the duration of a simulation [16].
Concrete Material Model
Concrete damage plasticity model (CDP) is used in this
research to simulate the constitutive behaviour of
concrete. CDP model is based on the models proposed by
Lubliner et al. [17] and Lee and Fenves [18]. The model
is able to simulate the softening behaviour in concrete
where softening is accounted for using scalar damage
parameters and that control stress-strain relations.
The damage parameters take values from zero to one
where zero refers to the undamaged material and one
represents total loss of strength [19]. Many researchers
[17] [20] [21] suggested input parameters that required
for the CDP model in ABAQUS. In this study, the
damage parameters are selected to best fit the
experimental results. Based on a parametric study, the
plastic input parameters are taken as follows: dilation
angle 35˚, eccentricity 0.1, K 0.667 and fb0/fc0 1.16
Reinforcement Material Model
The elasto-plastic model is used to simulate the
constitutive behaviour of the main reinforcement and
stirrups in ABAQUS. The model assumes that the stress-
strain response is elastic perfectly plastic where
reinforcement does not harden after yielding.
CFRP Material Model
The constitutive behaviour of CFRP sheets is simulated
in this research using an elastic-perfectly plastic isotropic
model. The input parameters are: elastic modulus
(230,000 MPa), Poisson’s ratio (0.3), and ultimate tensile
strength (4900 MPa). CFRP sheet orientation angle is
simulated using ABAQUS material orientation option
which is used to define the material directions in
membrane, shell, and surface elements.
III.2. ANSYS Software
Three dimensional full scale models are built in ANSYS
to simulate the response of all test specimens. A
rectangular structural mesh is used for the RC beams with
an approximate mesh size of 3.7 cm as shown in Figure
6.
Figure 6 Typical finite element mesh
Concrete Element Model
Concrete behaviour is modelled using 3 dimensional 8-
noded solid element (SOLID65) [22]. The model is
capable to simulate cracking in three orthogonal
directions in tension, crushing in compression and plastic
and creep behaviour. Furthermore, the model
experiences plasticity before cracking and crushing
checks.
Y.Z.Murad, J.AbuZaid
Copyright © 2019 Praise Worthy Prize S.r.l. - All rights reserved International Review of Civil Engineering, Vol. x, N. x
Reinforcement Element Model
Reinforcement is usually modelled in ANSYS using
LINK180. LINK180 is a three dimensional spar elemnet
with two nodes [22]. It is a truss element that cannot bend
and can support only uniaxial tension and compression
forces. Each node has three translational degrees of
freedom and the element is usually used to simulate the
behaviour of trusses, sagging cables, links, springs etc.
LINK180 can simulate large deflection.
CFRP Element model
Shell elements are usually used in ANSYS to simulate the
behaviour of carbon fiber sheets. A three dimenional 4-
noded shell element called (SHELL181) [22] is used to
simulate the beahviour of CFRP sheets in this research.
Each node has three translational and three rotational
degrees of freedom in the x, y, and z directions. The
orientaion angle of CFRP sheets are determined using
composites layer orientation angle option.
Material Model
The constitutive behaviour of concrete is defined using
multi-linear isotropic model that utilizes the von Mises
failure criterion with Willam and Warnke model [23] to
define the damage in concrete. The constitutive
behaviour of the reinforcement steel and stirrups is
simulated using bilinear isotropic material model which is
based on the von Mises failure criteria. The bilinear
model is elastic perfectly plastic model that does not
allow for hardening and it assumes that the material
response remains constant after yielding. The constitutive
behaviour of CFRP sheets is simulated using an elastic-
perfectly plastic isotropic model.
IV. Model Verification
The numerical finite element models generated by
ABAQUS and ANSYS are verified using the
experimental results of the test specimens. A comparison
is made between the load-displacement curves and cracks
pattern obtained from the numerical and experimental
responses in order to validate the FE model. The FE
model can satisfactorily predict the experimental
response of the test specimens. The load-displacement
curves obtained from the test results, ABAQUS FE
model and ANSYS FE model are shown in Figure 7 for
all test specimens where the numerical response is close
enough to the experimental response obtained from both
programs. The results obtained from ANSYS do not
include the softening branch in the simulation because
ANSYS doesn't support softening due to the negative
slope arising during convergence. Test results of the five
specimens are used to verify the proposed FE model.
V. Results and Discussion
The results are presented in this section with respect to
the load-deflection curve and cracks pattern. A
comparison is made between the experimental response
and numerical responses obtained from ABAQUS and
ANSYS finite element models.
V.1. Load-deflection curve
A comparison between the experimental and numerical
load-deflection curves of all test specimens is shown in
Figure 7. It is shown that the FE model can satisfactorily
predict the experimental load-deflection curves of all test
specimens. The FE model constructed in ABAQUS is
able to capture the softening branch in the RC beams
because concrete response is simulated using concrete
damage model that accounts for concrete softening using
damage parameters. The results obtained from ANSYS
do not include the softening branch in the simulation
because ANSYS doesn't support softening due to the
negative slope arising during convergence as mentioned
earlier.
It is shown in Figure 7 that the ultimate load of the
strengthened beams is slightly greater than that measured
in the control beam. The elastic stiffness obtained from
ABAQUS and ANSYS numerical response is slightly
greater than that obtained from the experimental response
as shown in Figure 7. The FE models constructed in
ABAQUS can satisfactorily predict the full experimental
response while that constructed in ANSYS can only
predict the response without the softening branch. Thus,
ANSYS model can satisfactorily predict the ultimate load
but it is unable to predict the ultimate deflection.
Experimental and numerical results have confirmed that
the orientation angle of CFRP sheets is significantly
important when strengthening RC beams. The results
have shown that the best performance is obtained when
using 45˚ inclined CFRP sheets followed by that
measured with 30˚ and 60˚ inclined CFRP sheets. An
additional flexural strength of 12% is measured in the
strengthened specimen F-45 compared to the control
beam. Test specimens strengthened with longitudinal and
transverse CFRP sheets have experienced less ductility,
flexural strength, and ultimate deflection compared to the
beams strengthened with inclined CFRP sheets. CFRP
sheets have increased the ultimate deflection of specimen
F-45 and F-60 that strengthened with inclined 45˚ and
60˚ CFRP sheets by 14% and 9 % respectively. By
contrast, CFRP sheets have reduced the deflection of RC
beams strengthened with transverse and longitudinal
CFRP sheets by 50 % and 34% respectively compared to
the control beam. CFRP sheets have reduced the ductility
of all strengthened beams where the reduction is most
remarkable in beams strengthened with longitudinal and
transverse CFRP sheets.
Y.Z.Murad, J.AbuZaid
Copyright © 2019 Praise Worthy Prize S.r.l. - All rights reserved International Review of Civil Engineering, Vol. x, N. x
(a)
(b)
(c)
(d)
(e)
Figure 7 The experimental and numerical load-displacement curves of
test specimens
V.2. Crack pattern
A comparison is made in this section between the
numerical and experimental crack patterns for all test
specimens. Figure 8 compares between the experimental
crack pattern and the numerical one that is obtained from
ABAQUS while (j)
Figure 9 illustrates the experimental and the numerical
crack pattern obtained from ANSYS. The crack pattern
of the control beam is shown in Figure 8 and (j)
Figure 9 (a) and (b) for ABAQUS and ANSYS numerical
models respectively. The crack pattern of beam F0 is
shown in Figure 8 and (j)
Figure 9 (c) and (d) and that for beam F45 is shown in
Figure 8 and (j)
Figure 9 (e) and (f). The crack patterns in beam F60 is
shown in Figure 8 and (j)
Figure 9 (g) and (h) while that for beam F90 is illustrated
in Figure 8 and (j)
Figure 9 (i) and (j).
The FE model can reasonably predict the cracks pattern
and failure points of the test specimens. The red colour in
Figure 8 indicates to the points with severe tensile strains
(major cracks) and the light blue illustrates beams’ minor
cracks. (j)
Figure 9 illustrates the experimental and numerical crack
pattern obtained from ANSYS where the red colour
indicates to the first minor cracks, the green colour
represents the second crack and the blue colour refers to
the major third cracks.
(a)
(b)
(c)
(d)
(e)
Y.Z.Murad, J.AbuZaid
Copyright © 2019 Praise Worthy Prize S.r.l. - All rights reserved International Review of Civil Engineering, Vol. x, N. x
(f)
(g)
(h)
(i)
(j)
Figure 8 The experimental and numerical (ABAQUS) crack patterns of
test specimens
(a)
(b)
(c)
(d)
(e)
(f)
(g)
(h)
(i)
(j)
Figure 9 The experimental and numerical (ANSYS) crack patterns of
test specimens
VI. Parametric Study
The FE models constructed in ABAQUS and ANSYS
can reasonably predict the experimental response as
investigated in the previous section. Experimental
programs simulate the actual behaviour of RC elements
and hence can accurately predict their actual response.
However, numerical analysis is beneficial in
understanding their behaviour at lower costs. Therefore, a
parametric study is extended in this section to investigate
the influence of other parameters on the response of RC
beams externally strengthened with CFRP sheets. The
selected parameters are CFRP orientation angle, CFRP
sheet thickness and CFRP sheet depth.
VI.1. Fiber orientation angles
Five FE models are constructed in ABAQUS and
ANSYS in order to investigate the effect of CFRP
orientation angle on the strengthened RC beams. The
models simulate the behaviour of RC beams strengthened
with CFRP sheets under different orientation angles
including 0˚, 30˚, 45˚, 60˚and 90˚. Figure 10 (a) and (b)
compare between the numerical load-deflection response
of RC beams strengthened using CFRP sheets under
different orientation angles using ABAQUS and ANSYS
respectively. CFRP sheets’ orientation angle has
significant influence on the RC beams’ ductility, energy,
stiffness, strength and deflection. The numerical
responses obtained from ABAQUS and ANSYS are close
to each other up to the maximum load. Softening is not
accounted for in ANSYS numerical model while
ABAQUS model is able to simulate the full response of
the strengthened RC beams.
Y.Z.Murad, J.AbuZaid
Copyright © 2019 Praise Worthy Prize S.r.l. - All rights reserved International Review of Civil Engineering, Vol. x, N. x
The beams strengthened with inclined CFRP sheets (30˚,
45˚, 60˚) are more ductile and have higher accumulated
energy, deflection and strength compared to the other
beams strengthened with transverse and longitudinal
CFRP sheets. The best performance is obtained in beam
F45 with 45˚ inclined CFRP sheets followed by beam F-
30. By contrast, beam F-0 that strengthened with 0˚
CFRP sheet has the lowest deflection and energy
compared to the other beams. The deflection in beam F-
90 is slightly greater than that found in beam F-0.
However, the ultimate strength of beam F-0 is slightly
greater than that measured in beam F-90.
(a)
(a)
Figure 10 CFRP orientation angle effect (a) ABAQUS results (b)
ANSYS results
VI.2. Fiber sheet thickness
The influence of CFRP sheets thickness on the behaviour
of strengthened RC beams is investigated in this section.
Therefore, four FE models that simulate the behaviour of
RC beams strengthened with CFRP using different sheet
thicknesses are implemented in ABAQUS and ANSYS.
The selected sheets’ thicknesses are 0.111 mm, 0.167
mm, 0.255 mm and 0.337 mm. The FE model simulating
the response of RC beam strengthened with 45˚ inclined
CFRP sheet F-45 is selected for the numerical
comparison. (b)
Figure 11 a and b compare between ABAQUS and
ANSYS numerical response respectively simulated with
different CFRP sheet thicknesses. The numerical
responses obtained from ABAQUS and ANSYS are close
to each other up to the maximum load.
Sheet thickness has significant influence on the flexural
strength of strengthened RC beam. The greater the sheet
thickness, the higher the ultimate strength is. By contrast,
there is slight decrease in the deflection with the increase
of CFRP sheet thickness.
(a)
(b)
Figure 11 CFRP sheet thickness effect (a) ABAQUS results (b)
ANSYS results
VI.3. Fiber sheet depth
The influence of CFRP sheet depth covering the RC
beam is discussed in this section. Three FE models are
constructed in ABAQUS and ANSYS to simulate the
behaviour of RC beams strengthened with CFRP sheets
attached to the half, three-quarter and full depth of the
beam. The numerical responses obtained from ABAQUS
and ANSYS are close to each other up to the maximum
load.
Beam F-45 is selected for the parametric study. The
numerical results obtained from ABAQUS and ANSYS
are shown in (b)
Figure 12 a and b respectively. (b)
Figure 12 compares between the load-deflection curves of
strengthened beams with different CFRP sheet depths.
There is slight increase in the deflection and strength of
the strengthened RC beams with the increase of CFRP
depth covering the beam. The depth of CFRP sheet
covering the RC beam has slight influence on the strength
and deflection of the strengthened beams. It is beneficial
to increase the sheet thickness instead of increasing the
covering sheet depth in order to enhance the response of
strengthened RC beams.
Y.Z.Murad, J.AbuZaid
Copyright © 2019 Praise Worthy Prize S.r.l. - All rights reserved International Review of Civil Engineering, Vol. x, N. x
(a)
(b)
Figure 12 CFRP sheet depth effect (a) ABAQUS results (b) ANSYS
results
VII. Conclusion
The flexural behaviour of RC beams strengthened with
CFRP sheets is investigated in this research. CFRP sheets
have fixed up to the half depth of beam inducing different
orientation including 0˚, 45˚, 60˚and 90˚. Numerical
finite (FE) element models are proposed in this research
using ABAQUS and ANSYS and verified using the
experimental results. The proposed FE models are able
predict the experimental load-deflection response and
crack pattern of the test specimens with reasonable
accuracy. A comparison is made between the
experimental results and the numerical results obtained
from ABAQUS and ANSYS. Furthermore, a parametric
study is performed in this research to investigate the
influence of CFRP sheets’ orientation angle, sheet depth
and sheet thickness on the behaviour of strengthened RC
beams. The following key points summarize the research
out comings:
The experimental and numerical results have
shown that the flexural strength of RC beams is
significantly influenced by CFRP orientation
angle.
CFRP sheets have slightly increased the ultimate
load of the test specimens. An additional
flexural strength and deflection of 12% and 14%
respectively are measured in Beam F-45
compared to the control specimen. The use of
45˚ inclined CFRP sheets has shown promising
results in strengthening RC beams.
The flexural strength measured in beams
strengthened with inclined CFRP sheets (30˚,
45˚, 60˚) is greater than that obtained in other
beams strengthened with longitudinal and
transverse CFRP sheets.
CFRP sheets have decreased the ultimate
deflection of the RC beams that strengthened
with transverse and longitudinal CFRP sheets by
50 % and 34% respectively compared to the
control beam.
CFRP sheets have reduced the ductility of beams.
The beams strengthened with inclined CFRP
sheets (30˚, 45˚, 60˚) are more ductile and have
higher accumulated energy, deflection and
strength compared to the other beams
strengthened with transverse and longitudinal
CFRP sheets.
Specimens strengthened with 45˚ inclined CFRP
sheets have the best performance while those
strengthened with 0˚ CFRP sheet has the lowest
deflection and energy compared to the other
beams.
The proposed FE models constructed in
ABAQUS can satisfactorily predict the full
experimental response while that constructed in
ANSYS can only predict the response without
the softening branch. Thus, ANSYS model can
satisfactorily predict the ultimate load but it is
unable to predict the ultimate deflection.
The elastic stiffness obtained from ABAQUS and
ANSYS numerical response is slightly greater
than that obtained from the experimental
response.
The numerical responses obtained from
ABAQUS and ANSYS are close to each other
up to the maximum load. Softening is not
accounted for in ANSYS numerical model while
ABAQUS model is able to simulate the full
response of the strengthened RC beams.
Sheet thickness has significant influence on the
flexural strength of strengthened RC beam. The
greater the sheet thickness, the higher the
ultimate strength is. By contrast, there is slight
decrease in the deflection with the increase of
CFRP sheet thickness.
The depth of CFRP sheet covering the RC beam
has slight influence on the strength and
deflection of the strengthened beams.
The FE model can satisfactorily predict the crack
pattern of RC beams. Strengthened specimens
remain coherent at failure. CFRP sheets have
postponed the appearance and propagation of
the cracks.
VIII. Acknowledgements
Technical comments of Dr.Wassel Al-Bodour and Eng.
Khaled Sadeq are acknowledged.
Y.Z.Murad, J.AbuZaid
Copyright © 2019 Praise Worthy Prize S.r.l. - All rights reserved International Review of Civil Engineering, Vol. x, N. x
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X. Authors’ information 1,2 University of Jordan
Yasmin Murad, Ph.D., DIC.
Civil Engineering Department
Faculty of Engineering
The University of Jordan
Amman 11942, Jordan
Email: [email protected]
The educational background of Dr.Murad is
listed below:
PhD Structural Engineering, Imperial College London, London,
UK,2016
DIC, Diploma Imperial College London, UK
MSc Structural Engineering, University of Jordan, Amman,
Jordan,2010 (Excellent grade).
BSc Civil Engineering, University of Jordan, Amman, Jordan
(Excellent grade).
Dr. Murad is currently an assistant professor in civil Engineering
department at the University of Jordan. She is a judging team member
at the Ministry of Public Works and Housing for accreditation new
products. She is a team member in ABET accreditation program at the
University of Jordan. She is a member in the Jordan Engineers
Association (JEA).
.
Y.Z.Murad, J.AbuZaid
Copyright © 2019 Praise Worthy Prize S.r.l. - All rights reserved International Review of Civil Engineering, Vol. x, N. x
Ja’afer Abu Zaid, MSc
The University of Jordan
Amman, Jordan 11942
Phone Number: + 962-79- 5703592
E-mail: [email protected]
The educational background of Mr. Ja’afer
is listed below:
Master’s Degree in Structural Engineering "Excellent"
Bachelor’s Degree in Civil Engineering "Very Good"
Mr.Ja’afer is a member in the Jordan Engineers Association (JEA).