IRJET- Analytical Investigation on Precast Concrete Column to Column Connection

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 06 Issue: 04 | Apr 2019 www.irjet.net p-ISSN: 2395-0072
© 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 2872
ANALYTICAL INVESTIGATION ON PRECAST CONCRETE COLUMN TO
COLUMN CONNECTION
N.Vijayaprasath1, R.Suganya2
1 P.G Student, Department of Civil Engineering, Mepco Schlenk Engineering College, Sivakasi, Virudhunagar Dist.,
Tamilnadu
2 Faculty in Department of Civil Engineering, Mepco Schlenk Engineering College, Sivakasi, Virudhunagar Dist.,
Tamilnadu
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Abstract - Precast concrete is one of the time saving ways
for construction activities. It is a method ofplacingtheprecast
elements such as beam, column, slabs and footing in their
located area. These precast elements are manufactured in
controlled environment. In precast concrete, column has a
main part to withstand complete structure. In this paper the
precast concrete column is studied, and different types of
column are modelled using Finite Element Software. Then the
analytical results are compared with monolithic column by
given monotonic load.
Key Words: Long bolt, End plate, welding, Coupler,
Deflection.
1. INTRODUCTION
Prefabricated building is the recent trending in this modern
culture. This technic is used in many places to complete the
building in shorter duration. Assembling and dismantle is
easy in this technic. Failure and crack development can be
minimized in this technic. Manufacturing the precast
element in closed environment can avoid unnecessary
cracks. This precasting element such as beam, column, slab,
footing, stairs etc., are transport and placed in site.
In prefabricated element the main element for the whole
structure is column, because the column is the vertical
member it will withstand the total building from top to
bottom. This paper deal with developingnewtypeofprecast
concrete column to column connection. Based on economic
three types of connection are chosen for analytical work.
Ikhlas S.sheet, et.al., has tested four half scale interior
connections with steel beams and concrete filled tubular
(CFT) column. In this they used long bolts for connecting
steel beams with Monolithic column. At the test result long
bolts passing through the columns were effective [7].
Neeladharan, et.al., hasaimedtoachievecontinuityloadpath
in steel reinforcement. In order to reduce its amount of steel
reinforcement. So, they had developed mechanical coupler
instead of providing development length of the bars and lap
weld. They have decided to check different length in coupler
for suitability. Finally based on the test results (L=3D) has a
better result [9].
Stency Mariam Thomas, el.al., has designed the optimal
design for RC Columns. In this optimization of columns
results in saving total cost of the column. Here the axial load
is given, and it is validated. Finally, the result of using m20
grade of concrete gives a least cost when the column is
loaded 500KN [17].
1.1. Research Signification
In precast concrete column to column connection, bolts and
welded connection are used as a dry connection. In bolted
connection, there are different types of bolts such as anchor
bolt, flange bolt, machine bolt, etc., for connecting two
members. In some paper long bolts are used for connecting
beams andcolumn [7]. In welded connection, if thethickness
of the weld increases and the failure also decrease. In this
paper different types of connection are studied and analysed
based on the economical and idealistic new type of
connection are developed and it is tested using monotonic
load (compression).
1.2. Theory/calculation
A. Total Deformation
The deformation of the structural member, with known
geometry and subjected to an axial load can be determined
by using the equation.
𝛿 = PL/EA [E = σ/ ε = PL/A𝛿]
The term EA/L is the stiffness of the member so we can
rewrite the equation as
𝛿 = PL/EA, 𝛿 = P/k.
B. Normal stress
Normal stress is the stress were the member is loaded by
an axial force. The normal stress will occur when a member
is placed in tension or compression.
σ = P/A
σ = Normal stress
P = Axial load
A = Cross Sectional Area

2. Analytical Properties and Figures
TABLE I
Properties of Concrete
Density 2300kgm3
Coefficient of thermal
expansion
1.4E-05
Young’s modulus 3E+10Pa
Poisson’s ratio 0.18
Bulk modulus 1.5625E+10Pa
Shear modulus 1.2712E+10Pa
Tensile ultimate strength 5E+06Pa
Compressive ultimate
strength
4.1E+7Pa
TABLE II
Properties of Steel Structures
Density 7850kgm3
Coefficient of thermal
expansion
1.2E-05
Young’s modulus 2E+11Pa
Poisson’s ratio 0.3
Bulk modulus 1.6667E+11Pa
Shear modulus 7.6923E+10Pa
Tensile ultimate strength 4.6E+08Pa
Compressive ultimate
strength
2.5E+08Pa
Strength coefficient 9.2E+08Pa
Ductility coefficient 0.213
Tensile yield strength 2.5E+08Pa
TABLE III
Mechanical Properties For Plate And Bolt
S.NO Material
Strength
of Steel
Elongation
(%)
Yield
strength
(Mpa)
Ultimate
strength
(Mpa)
1 Flat end
plate
(Grade
250)
29.8 297.58 431.38
2 Bolt
diameter-
22
10.9 406.62 711.46
*Development length of the steel bar is 45 times the
diameter of the bar as per IS456:2000
2.1. Preparation of Figure and Properties
Connection such as bolted connection, welded on steel
bearing and coupling of reinforcing bars are taken for
analytical work and it is modelled using Ansys Workbench
18.2.
2.1.1. Column to Column Connection by Bolts
The bolted connections are referred as concentric
connections (force transfer in tension & compression
member), eccentric connections (in reaction transferring
brackets) or moment resisting connections (in beam to
column connections in frames).
In bolted connection, here using long bolt for column to
column connection. In previous literatures this type of long
bolted connection are given to connect the steel beams to
monolithical column [7].
In this paper this long bolt is given for connecting two
individual precast columns into one single column by the
method of bolted two parts with end plate and then it is
bolted.
Dimension for Bolted Connection
1) Total Height of Column: 1500mm
(i) Top portion – 750mm
(ii) Bottom portion – 750mm
2) Column size – 230mm x 230mm (Constant)
3) Diameter of Main bar – 16mm
4) Diameter of ties – 8mm
5) End Plate: 230mm x 500mm (four sides)
6) Thickness of End Plate – 20mm
7) Diameter of Long Bolt – 20mm
8) Diameter of Hole in Plate – 22mm
9) Inner diameter of nut – 16mm andouterdiameter–20mm
10) Dimension of nut – 20mm and Tread of nut – 1 mm
11) Length of long bolt – 350mm
Fig 1: Connection of Long Bolt in Column

2.1.2. Column to Column Connection by Welded on Steel
Bearing Face
In this column to column connection the plate is given at
the bottom of the concrete and the rods extended inside
the concrete which is welded at its face and edge. This rod
is given because to keep bonding between plate and
concrete. Further the two individual precast concrete are
places one by one and it is welded on its face with certain
thickness.
In this connection the face of the plate is welded. As the
thickness of welding increases and the fracture of weld will
be decreases. Welding thickness as 8-10 mm as per IS 816-
1969.
Dimension for Welded on Steel Bearing Faces
5) Thickness of bottom plate – 20mm
6) Rods extended inside the concrete - 300mm
7) Diameter of rod extended – 20mm
Fig 2: Connection by Welded on Steel Bearing Face
2.1.3. Column to Column Connection by Coupling of
Reinforcing Bars
Coupling of Reinforcing bars are by joining two
individual reinforcing bars into single bar. It is just
screwing the coupler between two bars. In precast
concrete two individual column are casted with bars
extended one side.
Further, the edges of the bars are coupled. Finally, the gaps
of the precast concrete are filled with concrete on it. The
length of the coupler is 3D as per Reference in journal can
give a best performance. Coupling of reinforcing bars is
the one which is used to reduce the bars from extension
and welding. This coupling method gives a better result
while comparing with extension bar and welded
connection.
Dimension for Coupling of Reinforcing Bars Connection
(iii) Mid portion – 200mm
5) Using coupler of (L=3D) length 48mm
6) External Diameter - 20mm
7) Internal Diameter – 12mm
8) Tread – 2mm and pitch as 1.2mm
Fig 3: Connection by Coupling on bar

3. Preparation of Tables and Graphs.
3.1.Description:
In this result obtained from column to column connection by
bolt, the total deformation value obtained as 0.35476mm. Then
the normal stress result as 14.733 Mpa (+ve) and 16.684 (-ve).
These values are within the permissible limit.
TABLE IV
Load
Axial
load (
KN)
Deformation
(mm)
Normal
stress (Mpa)
+ve -ve
Convention
al column
500 0.43159 2.84 2.81
Column
from
Journal
500 0.51547 13.36 17.37
Column
with Bolted
connection
500 0.35487 14.73 16.68
*All values are in below permissible limit
Graph-1
3.2. Description:
In this result obtained from column to column connection by
welded on steel bearing face, the total deformation value
obtained as 0.43395mm. Then the normal stress result as
5.876 Mpa (+ve) and 5.85 (-ve). These values are within the
permissible limit.
TABLE V
Load
Axial
load
( KN)
Deformation
(mm)
Normal stress
(Mpa)
+ve -ve
Conventional
column
500 0.43159 2.84 2.81
Column from
Journal 500 0.51547 13.36 17.37
Column with
Welded on
steel bearing
face
500 0.43395 5.876 5.85
Graph-2
3.3. Description:
In this result obtained from column to columnconnection by
coupling in reinforcing bars, the total deformation value
obtained as 0.46195mm. Then the normal stress result as
18.871 Mpa (+ve) and 5.6342 (-ve). These values are within
the permissible limit.
TABLE VI
Load
Axial
load (
KN)
Deformation
(mm)
Normal stress
(Mpa)
+ve -ve
Conventional
column
500 0.43159 2.84 2.81
Column from
Journal 500 0.51547 13.36 17.37
Column with
Coupling of
Reinforcing
Bars
500 0.46195 18.87 5.634
Graph-3

4. DISCUSSION
Based on the Analytical tests results the following are
obtained:
• The result for bolted connection has a less deformation
comparing to other connection.
• The results for steel bearing face have close result
comparing with conventional RC Column.
• The results for the coupler have an intermediate result.
5. CONCLUSIONS
1) The mechanical connection method is relatively easy and
quick to implement and configure.
2) Constant Axial force is given to all connection as per
journal.
3) In coupling connection 3 x Diameter of the rod is perfect
to joining two bars.
4) In long bolted connection, twoindividual precastconcrete
columns are easily connected with end plates by screwing
nuts into bolt. It saves on reducing steel plates.
5) For coupling method, the cost is relatively low because it
saves some quantities of reinforcing bars.
6) As the thickness of the weld increases the failure criteria
also reduced in steel bearing face.
REFERENCE
[1] Dongxu Li, et.al, “Behaviour and design of demountable
CFST column-column connections under tension”,Journal of
Constructional Steel Research 138 (2017) 761–773,
ELSEVIER.
[2] Dongxu Li, et.al, “Behaviour and design of demountable
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compression”, Journal of Constructional Steel Research 141
(2018) 262–274, ELSEVIER.
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column bolted-flange connections in prefabricated multi-
high-rise steel structures”, Journal of Constructional Steel
Research 145 (2018) 28–48, ELSEVIER.
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of column-to-column bolted flange connections in
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Structures 160 (2018) 439–460, ELSEVIER.
[5] José F. Rave-Arango, et.al, “Seismic performance of
precast concrete column-to-column lap-spliceconnections”,
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IRJET- Analytical Investigation on Precast Concrete Column to Column Connection

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