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Analysis of
R
einforced Beam

C
olumn
J
oint
S
ubjected to Monotonic Loading
S. S. Patil,
S. S. Manekari
Abstract

The common regions of intersecti
ng elements are
called joints. W
henever the area of these regions is limited, as in
case of linear elements
(be
ams and columns) framing into each
other, it is essential to verify their
maximum shear stress
, as well
as the
minimum
shear stress and deformations (d
isplacements)
of
beam column joint
region. The various research studies
focused on corner and exterior be
am column joints and their
behavior, support conditions of beam

column joints i. e .both
ends hinged and fixed
, stiffness variation of the joint
.
In this
study various parameters are studied for monotonically loaded
exterior and corner reinforced concrete
beam column joint.
The
corner as well as exterior beam

column joint is analyzed with
varying stiffness of beam

column joint.
The
behavior of exterior
and corner beam

column joint subjected to monotonic loading is
differen
t.
Various
graphs like load vs.
dis
placement
(
deformations)
,
Maximum
stress,
Stiffness
variations i.
e
. joint
ratios of beam

column joints are plotted.
Index Terms

Corner and Exterior Joints, Joint Ratios,
Monotonic Load, Stiffness Variations.
I.
INTRODUCTION
Earthquakes are one of the m
ost feared natural
phenomena that are relatively unexpected and whose
impact is sudden due to the almost instantaneous
destruction that a major earthquake can produce.
Severity
of ground shaking at a given location during an earthquake
can be minor, modera
te and strong which relatively
speaking occur frequently, occasionally an rarely
respectively. Design and construction of a building to resist
the rare earthquake shaking that may come only once in
500 years or even once in 2000 years at a chosen project
s
ite even though life of the building itself may be only 50 to
100 years is too robust and also too expensive. Hence, the
main intention is to make building earthquake

resistant that
resist the effect of ground shaking although it may get
damaged severely b
ut would not collapse during even the
strong earthquake. Thus, the safety of people and contents
is assured in earthquake

resistant buildings. This is a major
objective of seismic design codes throughout the world.
The
performance of structures in earthqua
kes indicates that
most structures, system and components, if properly
designed and detailed, have a significant capacity to absorb
energy when deformed beyond their elastic limits.
Experience with the behavior of reinforced concrete beam

column joints in
actual earthquakes is limited. To fully
realize the benefits of ductile behavior of reinforced
concrete frame structures, instabilities due to large
deflections and brittle failure of structural elements must be
prevented under the most severe expected ear
thquake
ground motions.
II
.
LITERATURE REVIEW
As it is explained above the strength of beam

column
joint plays a very important role in the strength of the
structure, here the literature survey is carried out to have the
information about the Monotonic Lo
ading applied to the
beam

column joint. The literature review covers research
papers based on beam

column joints.
Vladmir Guilherne
Haach, Ana Lucia Home De Cresce El Debs, Mounir Khalil
El Debs
[1]
This paper investigates the inﬂuence of the
column axial
load on the joint shear strength through
numerical simulations. The numerical study is performed
through the software ABAQUS, based on Finite Element
Method. A comparison of the numerical and experimental
results is presented in order to validate the simul
ation. The
results showed that the column axial load made the joint
more stiff but also introduced stresses in the beam
longitudinal reinforcement. A more uniform stress
distribution in the joint region is obtained when the stirrup
ratio is increased. Furt
hermore, some tension from the top
beam longitudinal reinforcement is absorbed by the stirrups
located at the upper part of the joint. This paper gives the
affect of stirrup ratio to exterior beam

column joints where
the beam is loaded monotonically.
Hegge
r Josef,Sherif Alaa
and Roeser Wolfgang
[8]
here authors have carried out
Monotonic tests on beam

column joints which showed the
failure of the connection can either be in the beam(bending
failure) or inside the joint(shear and bond failures).The
behavior
o
f exterior beam

column joints is different from
that of interior connections. The model has been calibrated
using a database with more than 200 static load tests. The
reported test results as well as test results from the literature
were used to study the
behavior
of exterior and interior
beam

column connections. The shear strength of an exterior
beam

column connection decreases with increasing joint
slenderness.
Murty.C. V. R, Durgesh C. Rai, K. K. Bajpai,
and Sudhir K. Jain
[14]
described an experimental
study of
beam

column joints in frames common in pre

seismic
code/gravity

designed reinforced concrete (RC) frame
buildings. Exterior RC joint sub assemblages are studied
with four details of longitudinal beam bar anchorage and
three details of transverse j
oint reinforcement. All these
specimens showed low ductility and poor energy
dissipation with excessive shear cracking of the joint core.
Uma. S. R. and Meher Prasad
.
A
[15]
discussed
the general
behavior of common types of joints in reinforced concrete
mo
ment resisting frames. The mechanisms involved in joint
performance with respect to bond and shear transfer are
critically reviewed and discussed in detail. The factors
impacting the bond transfer within the joint appears to be
well related to the level o
f axial load and the amount of
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transverse reinforcements in the joints. The parameters that
affect the shear demand and shear strength of the joint are
explained. The design of shear reinforcement within the
joint and its detailing aspects are also discuss
ed.
III.
FRAMED JOINTS
Beam column joints can be critical regions in reinforced
concrete frames designed for inelastic response to severe
seismic attack. As a consequence of seismic moments in
columns of opposite signs immediately above and below
the joi
nt, the joint region is subjected to horizontal and
vertical shear forces whose magnitude is typically many
times higher than in the adjacent beams and columns. If not
designed for, joint shear failure can result.
DESIGN OF JOINTS
Joint types
According
to geometrical
con
figu
ration
Interior
,
Exterior
,
Corner
According to loading conditions and structural behavior
Type

I
,
Type

II
Interior joint
:

As shown in
Fig.
.1
An interior joint has
beams framing into all four sides of the joint. To be
classified as
an interior joint, the beam should cover at least
¾ the width of the column, and the total depth of shallowest
beam should not be less than ¾ the total depth of the
deepest beam
.
Fig.
1
Interior joint
Exterior Joint
:

As shown in
Fig.
.
2
An Exterior join
t has
at least two beams framing into opposite sides of the joint.
To be classified as an exterior joint, the widths of the beams
on the two opposite faces of the joint should cover at least
¾ the width of the column, and the depths of these two
beams shou
ld not be less than ¾ the total depth of deepest
beam framing in to the joint.
Fig
. 2
Exterior
Joint
Corner Joint
:

As shown in
Fig.
.
3
A Corner joint has at
least one beam framing into the side of the joint. To be
classified as a corner joint, the widt
hs of the beam on the
face of the joint should cover at least ¾ the width of the
column.
Fig.
3
Corner joint
Type1

S
tatic loading
Strength important
,
Ductility secondary
A type

1 joint connects members in an ordinary structure
designed on the basis of s
trength, to resist the gravity and
wind load.
Type2

E
arthquake and blast loading
Ductility +
strength
,
inelastic
range of deformation
,
Stress
reversal
A type

2 joint connects members designed to have
sustained strength under deformation reversals into the
inelastic range, such as members designed for earthquake
motions, very high wind loads, or blast effects.
Fig. 4 Typical
Beam Column Connections
Joint loads and resulting forces:
As shown in
Fig.
5
The
joint region must be designed to resist forces that
the beam
and column transfer to the joint, including axial loads,
bending moment, torsion, and shear force.
Fig.
ure3.7 (a)
shows the joint loads acting on the free body of a typical
joint of a frame subjected to gravity loads, with moments
M
1
and M
2
acting
on the opposite sides, in the opposing
sense.
Fig
. 5
Joint
Loads
and
Resulting Forces
from
Gravity Forces
These moments will be unequal, with their difference
equilibrated by the sum of column moments M
3
and M
4
.
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Fig.
ure 3.7 (b) shows the resulting for
ces to be transmitted
through the joint.
The joint shear on plane passing through
the center of the joint is
V
u
= T
1
–
T
2
–
V
3
Fig
.6
Joint
Loads and Resulting Forces from Lateral Forces
Above
Fig.
6
(a) shows the loads acing on a joint in a
structure su
bjected to sideway loading.
Fig.
6
(b) shows the
resulting internal forces. Only for heavy lateral loading,
such as from seismic forces, would the moments acting on
opposite faces of the joint acting in the same sense,
producing very high horizontal shear w
ithin the
joint
.
The
joint shear on plane passing through the center of the joint
is
V
u
= T
1
+ C
2
–
V
3
V
u
= T
1
+ T
2
–
V
3
(C
2
= T
2
)
Joint confinement
:

b
b,x
≥ 0.75 b
c,x
b
b,
y
≥ 0.75 b
c,
y
b
b,
y
≥ 0.75 b
c,
y
Fig
. 7
Plan
View of Interior Joint with Beams in
X
and
Y
Direction Providing Confinement
Fig
. 8
Plan
View of
Exterior
Joint with Beams in
X
and
Y
Direction Providing Confinement
IV
.
LOADING SYSTEMS
The s
tructures are being imposed by many loads e.g.
dead load, live load, imposed(wind) load, snow load,
earthquake load etc. The structures have to be designed in
such a way that they can bear these loads to overcome the
collapse or failure of the structures.
Today the earthquake
resistant structures are being designed more widely. To
understand the behavior of the structures in the earthquake,
the researchers are applying cyclic loading to the building
in the laboratory.
Types of Loading systems
:

The
behavio
r
of building is studied with different types of
loads
.
1)
Static
loading:

Static means slow loading in structural
testing.
Test of components
:

Beams(bending),column
(axial),beams and columns
Purpose of testing
:

Determine strength limits
Determine the f
lexibility/rigidity of structures
2)
Quasi

static loading
:

Very slowly applied loading in
one direction (monotonic)
3)
Quasi

static reversed cyclic loading
:

Very slowly
applied loading in both direction (cyclic)
4) Dynamic (random) loading
:

Shake at the
base or any
other elevation of the structure
s
haking similar to that
during earthquakes.
Monotonic Loading
The Monotonic loading can be defined as very slowly
applied loading in one direction it may be in upward or
downward direction. In Monotonic loading
for the failure of
the member the load is maximum
. Therefore, the structures
must be designed for monotonic loading. If the structures
are designed as per monotonic loading, the structures are
safe in other loading systems.
Fig
. 9
Bond
Slips Relationsh
ip of Deformed Bars
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V
.
FINITE ELEMENT ANALYSIS
The Finite Element Analysis is a numerical technique in
which all complexities of the problems varying shape,
boundary conditions and loads are maintained as they are
but the solutions obtained are approximat
e. Solutions can
be obtained for all problems by Finite Element
Analysis
.
Various steps involved in FEM are as follows.
1. Selection of field variables and the elements.
2. Discretization of structure.
3. Finding the element properties
4. Assembling element
stiffness matrix
5. Solution of nodal unknown
FINITE ELEMENT MODELING & ANALYSIS
Ansys software has been used for conducting the finite
element analysis of the Concrete Beam Column Joint.
Ansys has many features which help to carry out detail
ed
study for such kind of complex problems.
ELEMENT TYPE USED
:
As shown in
Fig.
1
0
Reinforced Concrete
An eight

node solid element, Solid65,
was used to model the concrete. The solid element has eight
nodes with three degrees of freedom at each nod
e
–
translations in the nodal x, y, and z directions. The element
is capable of plastic deformation, cracking in three
orthogonal directions, and crushing. The geometry and
node locations for this element type are shown in below.
Fig
.10
Solid65
–
3

D
Rei
nforced Concrete Solid (
ANSYS
1998)
A Link8 element is used to model the steel reinforcement.
Two nodes are required for this element. Each node has
three degrees of freedom,
–
translations in the nodal x, y,
and z directions. The element is also capable o
f plastic
deformation. The geometry and node locations for this
element type are shown in
Fig.
ure below.
MATERIAL
PROPERTIES:
Concrete
:

As shown in
Fig.
1
1
Development of a model for the behavior of concrete
is a challenging task. Concrete is a quasi

bri
ttle material
and has different behavior in compression and tension. The
tensile strength of concrete is typically 8

15% of the
compressive strength (Shah, et al. 1995).
Fig.
ure below
shows a typical stress

strain curve for normal weight
concrete (Bangash
1989).
Fig
.11
Typical
Uniaxial Compressive
and
Tensile Stress

Strain
Curve For concrete (
Bangash
1989)
In compression, the stress

strain curve for concrete is
linearly elastic up to about 30 percent of the maximum
compressive strength. Above this point,
the stress increases
gradually up to the maximum compressive strength. After it
re
aches the maximum compressive strength σ
cu
, the curve
descends into a softening region, and eventually crushing
failure occurs at an ultimate strain ε
cu
. In tension, the stress

strain curve for concrete is approximately linearly elastic up
to the maximum
tensile strength. After this point, the
concrete cracks and the strength decreases gradually to zero
(Bangash 1989).
Steel Reinforced Concrete [Smeared
Model] Material Propertie
s:

In this project the structure
has been modeled using Steel Reinforced Conc
rete. The
material properties mentioned below act equivalent for a
Smeared Reinforcement concrete model using solid 65
elements
in Ansys. Many research papers have been
published using similar kind of model. Broujerdian et. al
(2010) have worked using a si
milar approach. The used of
these features
enables obtaining good results with
fewer
solvers
and modeling time.
VI
.
PROBLEM STATEMENT
Problem Definition
•
A ground plus five Storey RC office building is
considered.
•
Plan dimensions
:
12 m x 12 m
•
Location considered
:
Zone

III
•
Soil Type cons
idered
:
Rock Soil
General Data of Building:
•
Grade
of concrete
:
M 20
•
Grade of ste
el considered
:
Fe 250, Fe 415
•
Live load on roof:
2 KN/m
2
(Nil for earthquake)
•
Live
load on floors
: 4 KN/m
2
•
Roof finish
: 1.0 KN/m
2
•
F
loor finish
: 1.0 KN/m
2
•
Brick wall in longitudinal direction : 250 m
m
thick
•
Brick wall in transverse direction
: 150 mm
thick
•
Beam in longitud
inal direction
: 230X300 mm
•
Beam in transvers
e direction
: 230X300 mm
•
Column size
: 300X600 mm
•
Density
of concrete
: 25 KN/m
3
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•
Density of
brick wall including plaster :
20
KN/m
3
•
Plinth beam(PB1)
: 350X250 mm
•
Plinth beam(PB2)
: 250X300 mm
Analysis:

1)
Ansys Sof
tware
(
Non

Linear finite element
Analysis
)
:
The exterior and corner beam

column joint to be
Analyzed
in the Ansys FEM Software.
Fig
.12
Dimensional
View Showing Exterior and Corner Beam

Column Joint
2
) Ansys
Analysis
: From
As shown in
Fig.
1
3
Once the reinforcement detailing of the beam and
column is known the exterior beam

column joint is
modeled in Ansys FEM Software. Non

linear analysis of
exterior and corner joint is carried out with 6 load step and
30
iterations in each load step. The mesh size of 80 mm is
taken for macro

elements in concrete part of the beam and
column. The exterior beam

column joint is modeled and a
monotonic loading of 5 KN is applied at the tip of the beam
till the failure of the be
am takes place. The application of
the monotonic loading is shown in
Fig
13.
The
behavior
of
this joint is studied with different parameters
.
Fig.
13
Application of the Monotonic loading to exterior joint
VII
.
FINITE
ELEMENT MODELLING AND
ANALYSIS
OF
BE
AM

COLUMN JOINTS
As shown in
Fig.
1
4
the
exterior and corner beam

column joint is considered to study joint behavior subjected
to monotonic loading. Preparation of FE model is carried
out based on results obtained from space frame analysis of
a building lo
cated in zone

III. Model construction is done
by defining geometrical joints and lines. Material definition
is carried out prior to assigning of macro elements. The
joint is fully restrained at the column ends. The load is
applied at the tip of the beam in
one direction.
Fig
. 14
Test Specimen
Arrangement
Modeling Arrangement
:

The test specimen arrangement
is shown in
Fig.
14
the
mesh was generated using a
preprocessor. The corner of the macro elements were user

defined and then filled by automatic mesh ge
neration.
These were arranged to keep the mesh as regular as
possible, with a maximum element aspect ratio of 2.The
loading and boundary constraints were then applied to the
macro element nodes as shown in
Fig.
15
Fig.
15 General
model layout showing bou
ndary conditions
Reinforcing bar anchorage
:

To study the effect of
reinforcing bars on joint
behavior
, smeared bars were
specified for all of the reinforcement within the model. The
anchorage of the beam tension bar is one of the main
contributors to joint
behavior
. The anchorage
behavior
is
significantly affected by the material model of the element
in which the bar is embedded, and more importantly, any
additional reinforcing bars within the element.
Boundary
conditions
:

As shown in
Fig.
.1
5
Modeling of t
he boundary
conditions is often the most critical aspect in achieving
sensible, reliable data from a finite element model. In the
test specimens, the critical zones (around the joint) were far
from the applied boundary constraints (edge of the
model).Accur
ate boundary constraints however, still
required.
The column connections were modeled as hinged
supports attached to a single node to allow full rotation.
Column end caps, used to support and restrain the test
specimens in the loading frame, were included
in the model
to allow the effective length of the column to be modeled
correctly. The material for the end caps had a higher
ultimate capacity, but had a similar stiffness to the concrete
to reduce restraint in the adjacent elements.
Mesh
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arrangement
:

A s
ingle mesh arrangement was developed
for use with the bent down bar
anchorage.
Fig.16 modeling
of corner beam
column joints in the Ansys.
Fig.17 Modeling
of Exterior beam column joints in the Ansys
VIII
.
RESULTS AND DISCUSSIONS
Parametric
Study
:

The exterior and corner beam

column
joints are studied with different parameters like i.e.
Maximum principle stress, Minimum principle stress,
Displacement, Deformation also studied end conditions of
beam column j
oint i.e. fixed end conditions, Hinge end
conditions and Stiffness variation of beam column joint i.e.
Corner and Exterior joint subjected to monotonic loading.
Fig.
18 Case
No
.(1) Corner Beam

column Joint.
Fig.
19
Case No.(2) Exterior Beam

column Joint
.
1. Corner
beam column joint
(Hinge
Condition)
the
dimensions are provided as below.
Beam size
230mm X 300mm
Column size
230mm X 600mm
Table I
Load
in KN
Displacement in
mm
Mini. Stress
in N/mm
2
Maxi.
Stres
s
in N/mm
2
5
0.613871

0.403609
0.34717
10
1.75262

7.09
4.14598
15
1.9085

7.46933
4.58003
20
2.0533

9.14242
7.79495
25
2.30366

9.87
7.87493
30
2.59696

14.9082
9.97489
Fig.20
Load Vs Maximum Deformation, Minimum Stress,
Maximum Stress Graph
2
. Exterior
beam column joint (
Hinge conditions)
the
dimensions are provided as below.
Beam
230 mm x 300 mm
Column
230 mm x 600 mm
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Table II
Load
in kN
Displacement
(mm)
Mini. Stress
N/mm
2
Maxi. Stress
in N/mm
2
5
0.792331

0.88596
0.432535
10
1.92308

4.77346
5.60122
15
2.1009

6.77345
5.62132
20
2.19251

11.7367
10.6008
25
2.38355

14.8968
14.405
30
2.55905

17.9068
17.6008
Fig.21 Load Vs Maximumdeformation, Minimum Stress,
Maximum Stress Graph
3.
Fixed support conditions for corner beam colum
n
joint
the dimensions are provided as below.
Beam 230 mm x 300 mm
Column 230 mm x 600 mm
Table III
Load in
KN
Displacement
in mm
Mini. Stress in
N/mm
2
Maxi. Stress
in N/mm
2
5
2.72677

1.00969
6.27466
10
2.
8003

2.47423
7.03936
15
2.88495

3.791
8.19089
20
2.9633

4.793
8.89089
25
3.2035

5.4371
9.5062
30
3.6075

7.951
14.9088
Fig.22
Load Vs Maximum Deformation, Minimum Stress,
Maximum Stress Graph
4. Fixed
support conditions for Exterior beam column
joint
the
dimensions are provided as below.
Beam
230mmx 300mm
Column
230mmx 600mm
Table IV
Load in
KN
Displacement
in mm
Mini. Stress
in N/mm
2
Maxi. Stress
in N/mm
2
5
0.499

1.7309
1.53771
10
1.205

1
.9875
2.47114
15
1.558

4.04003
2.69536
20
1.832

4.90289
4.74555
25
2.157

5.4525
5.6299
30
2.308

9.1298
7.47541
Fig.23 Load Vs Maximum Deformation, Minimum Stress,
Maximum Stress Graph
5.
Corner beam column joint with varying stiffness
the
dimensi
ons are provided as below.
Case NO 1
Beam 230mm X 375mm
Column 230mm X 600mm
Stiffness
of beam:
K
B
=
252685.54 mm
3
Stiffness
of Column:
Kc =1380000 mm
3
Stiffness
of Joint
: Kj = K
B
/ Kc
= 252685.54 / 1380000
= 0.18
Table V
Load in
KN
Displacement in
mm
Mini. Stress
in N/mm
2
Maxi. Stress
in N/mm
2
5
0.4172

0.931495
0.303477
10
0.8344

3.92411
2.20581
15
1.6689

4.00092
2.22582
20
3.3478

6.00393
3.774
46
25
3.6889

6.94422
4.6321
30
3.983

7.60862
6.17119
Fig.24 Load Vs Maximum Deformation, Minimum Stress,
Maximum Stress Graph
6. Exterior
beam column joint with varying stiffness
the
dimensions are provided as below.
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Case NO 1
Beam
230mm X 450mm
Column 230mm X 375mm
Stiffness of
beam:
K
B
= 436640.62 mm
3
Stiffness of
Column:
Kc = 336914.06 mm
3
Stiffness
of Joint
: Kj = K
B
/ Kc
= 436640.62/336914.06
= 1.29
Fig. 25 Load Vs Maximum Deformation, Minimum Stress,
Maximum Stress Graph
7
.
Variation in stiffness of corner beam column joint
Table VII
Load
in
KN
Displace
ment in
mm
Displace
ment in
mm
Displacem
ent in mm
Displaceme
nt in mm
Sj=0.18
Sj=1.29
Sj=2.05
Sj=
0.75
5
0.4172
0.34116
0.274849
0.5875
10
0.8344
0.68233
0.549698
1.175
15
1.6689
1.36467
1.099396
1.3512
20
3.3478
2.7293
1.319256
1.6215
25
3.6889
3.4095
1.649056
2.0268
30
3.983
4.4295
2.141056
2.6346
Fig. 26 Load Vs Maximum Deformation
8
.
Varia
tion in stiffness of corner beam column joint
Table VIII
Load
in KN
Mini.
Stress in
N/mm
2
Mini.
Stress in
N/mm
2
Mini.
Stress
In N/mm
2
Mini.
Stress
In N/mm
2
Sj=0.18
Sj=1.29
Sj=2.05
Sj=0.75
5

0.931495

0.889535

0.922823

0.035402
10

3.92411

1.21114

1.33809

0.88506
15

4.00092

2.12256

1.53242

1.77012
20

6.00393

2.13257

1.56506

2.27215
25

6.94422

2.33399

1.66497

2.30116
30

7.60862

2.34361

1.8868

3.2847
Fig. 27
Load Vs Minimum Stress Graph
9
.
Variation in stiffness of corner bea
m column joint
Table IX
Load
in KN
Maxi.
Stress
in N/mm
2
Maxi.
Stress
in N/mm
2
Maxi.
Stress
in N/mm
2
Maxi.
Stress in
N/mm
2
Sj=0.18
Sj=1.29
Sj=2.05
Sj=0.75
5
0.303477
0.3956
0.389974
0.008042
10
2.20581
1.66923
0.585308
0.201056
15
2.22582
1.67924
1.15246
0.402113
20
3.77446
1.96634
1.20463
1.21377
25
4.6321
2.93769
1.29138
1.23761
30
6.17119
6.50058
2.3821
4.01801
Fig. 28 Load Vs Maximum Stress Graph
10.
Variation in stiffness of Exterior beam column joint:

Table X
Loa
d in
KN
Displacem
ent
in mm
Displacem
ent in mm
Displacem
ent
in mm
Displace
ment in
mm
Sj=1.29
Sj=2.05
Sj=0.75
Sj=0.18
5
0.604115
0.60052
0.213883
0.507809
10
1.20823
1.20104
0.427767
1.0156
15
2.41646
1.38119
0.641712
1.16794
20
2.8996
1.6571
1.81128
1.40134
25
3.6244
2
.0714
2.12017
1.75134
30
3.9248
2.6927
2.60442
2.27664
ISSN: 2277

3754
ISO 9001:2008 Certified
International Journal of Engineering and Innovative Technology (IJEIT)
Volume 2, Issue 10, April 2013
157
Fig. 29load Vs Displacement Graph
11.
.Variation in stiffness of Exterior beam column joint:

Table XI
Load
in
KN
Mini. Stress
in N/mm
2
Mini.
Stress in
N/mm
2
Mini.
Stress in
N/mm
2
Mini.
Stress
in
N/mm
2
Sj=1.29
Sj=2.05
Sj=0.75
Sj=0.18
5

0.858169

2.09364

0.429264

0.88953
10

1.71634

3.06832

0.858527

2.25308
15

2.33399

4.05034

1.397001

2.68991
20

2.60959

4.899265

1.57095

2.88285
25

2.97925

5.79853

2.13031

3.91109
30

5.
54457

6.09465

2.83467

4.5792
Fig.30 Load Vs Minimum Stress Graph
12
.
Variation in stiffness of Exterior beam column joint:

Table XI
I
Load
in
KN
Maxi.
Stress in
N/mm
2
Maxi.
Stress in
N/mm
2
Maxi.
Stress
in N/mm
2
Maxi.
Stress
in N/mm
2
Sj=1.29
Sj=2.0
5
Sj=0.75
Sj=0.18
5
1.5166
0.67842
1.3244
2.18446
10
3.0332
3.00113
2.64879
3.8436
15
4.543
3.2643
3.55204
4.4024
20
6.5429
3.50445
7.08526
6.82696
25
8.0439
4.00889
8.40464
7.9676
30
10.0439
4.678425
9.2199
9.9624
Fig. 31 Load Vs Maximum Stress G
raph
IX.
CONCLUSION
1)
As
load
increases displacement, minimum stress and
maximum stress also increases.
2)
For fixed support condition for corner and exterior joint
the
displacement,
minimum stress and maximum stress
values
are minimum
as compare to hin
ge
support condition.
3)
The behavior of corner beam column joint is different
than that of the exterior beam column joint.
4)
For stiffness variation of corner joint for Sj=0.18 t
he
displacement is minimum as compare to Sj=1.29, Sj=2.05,
Sj=0.75
.
5)
For s
tiffness variation of corner joint for Sj=0.18 the
minimum stress is more as compare to Sj=1.29 and
Sj=2.05,
for Sj=0.75 the minimum stress is maximum as
compare to Sj=
0.18.
6)
For stiffness variation of corner joint for Sj=0.18 the
maximum stress is more
as compare to
Sj=1.29
and
Sj=2.05
, for
Sj=0.75
the maximum stress is maximum as
compare to
Sj=0.18.
7)
For stiffness variation of
Exterior joint for
Sj=1.29
the
displacement is minimum as compare to
Sj=2.05
,
for
Sj=0.75
and for
Sj=0.18
the displacement is
maximum as
compare to
Sj=1.29
.
8)
For stiffness variation of
Exterior joint for
Sj=1.29
the
minimum stress is more as compare to
Sj=2.05
and
Sj=0.75
, for
Sj=0.18
the minimum stress is more as
compare to
Sj=1.29
.
9)
For stiffness variation of
Exterior j
oint for
Sj=1.29
the
maximum stress is less as compare to
Sj=2.05
.for
remaining stiffness
Sj=0.75
and
Sj=0.18
the maximum
stress is less.
(Minimum)
10)
As stiffness of the structure changes the displacement,
minimum stress and maximum stress changes No
n

linearly.
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ISSN: 2277

3754
ISO 9001:2008 Certified
International Journal of Engineering and Innovative Technology (IJEIT)
Volume 2, Issue 10, April 2013
158
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AUTHOR BIOGRAPHY
Prof.
Patil S
.S.
.
B.E. (Civil), M.E. (Civil

Structures)
, Phd.
ISSE( LM )
Is the professor &
Head of
civil/Structural Engineering Dept.
WIT Solapur.( M.S.) INDIA
Mr.
Manekari S.S.
B.E. (Civil), M.E. (Civil

Structures)
, ISSE (LM)
M .E. Student of WIT
Solapur.( M.S.) INDIA
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