IRJETI Comparison of RC Beam-Column Joint with GFRC Beam-Column Joint using Software ANSYS

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 06 Issue: 06 | June 2019 www.irjet.net p-ISSN: 2395-0072
© 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 1596
Comparison of RC Beam-Column Joint with GFRC Beam-Column Joint
using Software ANSYS
Monisha P1, Binu M Issac2
1PG Student, Dept. of civil Engineering, Amal Jyothi college of Engineering & Technology, Kanjirappally, Kerala,
India
2Associate Professor, Dept. of civil Engineering, Amal Jyothi college of Engineering & Technology, Kanjirappally,
Kerala, India
---------------------------------------------------------------------***----------------------------------------------------------------------
Abstract - Beam-column joint is the weakest link in a
reinforced concrete moment resisting frame. The functionofa
beam-column joint in a frame is to transfer the loads and
moments at the ends of the beams into the columns. Joints are
subjected to large forces during severe ground shaking & its
behavior has a significant influence on the response of the
structure. Retrofitting of the damaged joints is difficult, so it
should be designed and detailed properly so that there won’t
be any failure. This study is focused on the comparison of RC
beam-column joint with GFRC beam-column joint. Glass fiber
reinforced concrete (GFRC) is a material made of extremely
fine fibers of glass mixed with concrete. A specimen of
reinforced concrete corner beam-column joint is taken from a
G+2 building and designed with steel reinforcement and
meshed and loaded. The same beam-column jointismolded by
GFRC by assigning the material properties to the joint in the
software and analyzed. The static analysis of the both RC &
GFRC corner beam-column joint using ANSYS is done. The
value of the corresponding deformations and shear stress is
obtained. The maximum values obtained for deformations for
both the joints are compared for the conclusion.
Key Words: Beam-column joint, ETABS, Solid works,
ANSYS, Static analysis, Deformations.
1. INTRODUCTION
The joint between beam and column are the most critical
component in a reinforced concrete structure. The
performance of beam-column joint is influenced by many
parameters such as material used, column load, and
arrangement of reinforcement in column and beam. The RC
structure is separated to an individual structure component
including column-beam element, wall element.Compressive
strength of concrete, detailing of beam-column joints and
workmanship play animportantroleinassessingtheseismic
performance under seismic loading. Beam-column joint is
defined as the zone of intersection between beams and
columns with the functional requirement which enable the
adjoining members to develop and sustain their ultimate
capacity. This study focuses on the design, testing corner
beam-column joint. A specimen of reinforced concrete (RC)
exterior beam-column joint is taken from a G+2buildingand
designed with steel reinforcement and meshed. The static
analysis of the corner beam-column joint using ANSYS is
done. The value of deformation is obtained. The same beam-
column joint is molded by GFRC by assigning the material
properties to the joint in the software and analyzed. The
static analysis of the both RC & GFRC corner beam-column
joint using ANSYS is done. The maximumvaluesobtainedfor
deformations for both the joints are compared for the
conclusion.
1.1 TYPES OF BEAM-COLUMN CONNECTION
The joint is defined as the Portion of column within the
depth of the deepest beam that frames into the column. In a
moment resisting frame there are three types of joints such
as interior joint, exterior joint and corner joint. Interiorjoint
condition is said when four beams frame into the vertical
faces of a column, the joint is called as an interior joint.
Meanwhile Exterior jointconditionis whenonebeamframes
into a vertical face of the column and two other beamsframe
from perpendicular directions into the joint, then the jointis
called as an exterior joint. Comer joint condition is when a
beam each frames into two adjacent vertical faces of a
column, then the joint is called as a comer joint.
Fig -1: a) Interior Joint b) Exterior Joint c) Corner Joint
1.2 GFRC MATERIAL
Glass fiber also called as fiberglass. It is a material made of
extremely fine fibers of glass. Fiberglass is lightweight,
extremely strong and robust material. Althoughthestrength
properties are somewhat lower than the carbon fiber and it

is less stiff. The material is typically far less brittle and the
raw materials are much less expensive.
Fig -2: Glass fiber
2. MODELING
A two-Storey plan of 24mx24m of a building is analyzed in
ETABS and one of the Corner joint is chosen and modeled
using software SOLID Works. The model is imported to
ANSYS for the further analysis. The analysisofbeam-column
joint with RC material & GFRC material is done using
software ANSYS. The material properties for GFRCaretaken
from journal.
Design details of beam column joint
1. Material
M20 grade concrete, Fe415 steel
2. Beam size
Depth=450mm
Width=350mm
Slab thickness=100mm
Beam span=6m
3. Column size
Depth=450mm
Width=350mm
Column length=3m
4. Loading
Total dead load due to slab, brick & plaster acting on each
floor of the structure is 13.8 KN/m.
Seismic load is applied based on IS 1893-2002.
Fig -3: ETAB building Plan.
Fig -4: ETAB model of building.
2.1 MODELING OF BEAM-COLUMN JOINT USING
SOFTWARE SOLID WORKS
Column reinforcement
 Length=3000mm
 Cover=40mm
 8 numbers of 16mm dia bar.
 Stirrup of 8mm at 255mm spacing.
Beam reinforcement
 Length=6000mm
 Cover=25mm
 3 numbers of 16mm dia bar
 Stirrup of 8mm at 175mm spacing.
Beam is positioned to the column at distance of 150 mm to
the column width.
Fig -5: Reinforcement view of beam-column joint in solid
works.

Fig -6: Beam-column joint model done in solid works.
3. Analysis using software ANSYS
Fig -7: Beam-column joint model in ANSYS.
Table -1: Properties of Concrete
Density 2300 Kg/m3
Young’s Modulus 3x1010 Pa
Poisson’s Ratio 0.18
Bulk Modulus 1.5625x1010 Pa
Shear Modulus 1.2712x1010Pa
Tensile Ultimate Strength 5x106 Pa
CompressiveUltimateStrength 4.1x107Pa
Table -2: Properties of structural steel
Density 7850Kg/m3
Young’s Modulus 2x1011 Pa
Bulk Modulus 1.6667x1011 Pa
Shear Modulus 7.6923 x1010Pa
Tensile Yield Strength 2.5 x108 Pa
Compressive Yield Strength 2.5 x108 Pa
Tensile Ultimate Strength 4.6x108 Pa
Table -3: Properties of Glass Fiber reinforced Concrete
Density 2300Kg/m3
Young’s Modulus 8.5x1010Pa
Bulk Modulus 4.427x1010Pa
Shear Modulus 3.6017x1010Pa
Tensile Yield Strength 2.5x107 Pa
Compressive Yield Strength 4.1x107Pa.
Tensile Ultimate Strength 5x106 Pa
Table -4: Properties of Meshing
Relevance Centre Coarse
Initial Size Seed Active Assembly
Smoothing Medium
Transition Fast
Span Angle Centre Coarse
Nodes 12557
Elements 6782

Fig -8: Meshed model.
3.1 Total deformation
A uniformly distributed load of 10 N/mm & 20 N/mm is
applied vertically on the beam as force for both RC & GFRC
beam-column joint. And the total deformations are obtained
for the beam-column joint.
Fig -9: Total deformation for RC beam-column joint at 10
N/mm.
Fig -10: Total deformation for RC beam-column joint at 20
N/mm.
3.2 Deformations obtained for GFRC beam-column
joint.
Fig -11: Total deformation for GFRC beam-column joint at
10 N/mm.

Fig -12: Total deformation for GFRC beam-column joint at
20 N/mm.
4. RESULTS AND DISCUSSION:
Fig -13: Graphical representation of deformation of the
beam column joint corresponding to load.
Table -5: Comparison of RC & GFRC beam-column joint.
S.NO LoadinN/mm
Deformation in mm
RC GFRC
1 10 5.0082 1.7676
2 20 9.9266 3.5035
5. CONCLUSIONS
The following conclusions are drawnfromthe presentwork:
 A two story plan was analyzed under seismic
condition in ETAB to obtain a proper reinforcement
detailing of beam & column for the purpose of
modeling of beam-column joint.
 The beam-column joint was modeled in software
called solid works. The model was imported to
ANSYS for further analysisofbothRC&GFRCbeam-
column joint.
 A uniformly distributed load of 10 N/mm &
20N/mm was applied vertically on the beam and it
was observed that compared to RC beam-column
joint the deformations obtained for GFRC beam-
column joint was much lesser.
 Hence, from the present work it can be concluded
that the deformations in the joint can be reducedby
up to 4-6% when GFRC is used.
6. FUTURE SCOPE OF WORK
In the present work only the corner beam column joint is
considered.
 The material used is Glass fiberreinforcedconcrete.
 The corner beam column joint is modeled in
software solid works.
 The static analysis of the corner beam column joint
using ANSYS is done.
7. REFERENCES
[1] Dr. R Prabhakara, Harish R, Nambiyanna B, (2015),
“Analytical investigationofexternal beamcolumnjointusing
ANSYS by varying diameter of the longitudinal
reinforcement in beam”, Journal ofengineering researchand
applications, Vol-5, 8, part -1.
[2] Dr. Suraj. N. Khante, Aniket V. Nemade, (2015),
“Performance of Beam-Column Joint using Nonconventional
Reinforcement Technique under Cyclic load”, Journal ofCivil
Engineering and Environmental Technology, Vol. 2, No. 9.
[3] Thomas H K Kang and Mitra, (2012), “Prediction and
Performance of Exterior beam column connections with
headed bars subjected to load reversal”, Journal of
Engineering Structures, issue 4.
[4] K.R Bindhu, KP. Jaya, (2010), “Strength and Behavior of
Exterior beam column joint with Diagonal cross bracings,”
Asian Journal of Civil Engineering (Building and Housing),
Vol. 11.
AUTHOR
Mr. Binu M Issac
Associate Professor, Dept. of civil
Engineering, Amal Jyothi collegeof
Engineering & Technology,
Kanjirappally, Kerala, India

IRJETI Comparison of RC Beam-Column Joint with GFRC Beam-Column Joint using Software ANSYS

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