ANALYSING THE STRENGTH ASPECTS OF PRECAST … · numerical analysis, the full scale RC beam-column...

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International Journal of Mechanical Engineering and Technology (IJMET) Volume 9, Issue 13, December 2018, pp. 118–133, Article ID: IJMET_09_13_014

Available online at http://www.iaeme.com/ijmet/issues.asp?JType=IJMET&VType=9&IType=13

ISSN Print: 0976-6340 and ISSN Online: 0976-6359

© IAEME Publication Scopus Indexed

ANALYSING THE STRENGTH ASPECTS OF

PRECAST REINFORCED BEAM-COLUMN

CONNECTIONS

Mr. Kalyana Chakravarthy P R

Assitant Professor, Department OF Civil Engineering, Vels Institute of Science, Technology &

Advanced Studies, Chennai, India.

Ms. Janani R

Assitant Professor, Department OF Civil Engineering, Vels Institute of Science, Technology &

Advanced Studies, Chennai, India.

Dr. Ilango T

Associate Professor, Department OF Civil Engineering, Vels University, Vels Institute of

Science, Technology & Advanced Studies, Chennai, India.

ABSTRACT

In this paper the strength aspects of precast reinforced beam-column connection is

analysed. A 3D nonlinear finite element model is developed by using the Finite Element

Software AnsysCivil to analyse the strength aspects of the precast Connection. The

precast connection considered for this study where the beam is connected to the column

with corbel. In this study, two types of connections were compared monolithic connection

and five types of precast connection – includes connection using (i) J-Bolt, (ii) Cleat

Angle, (iii) Dowel Bar, (iv) Dowel bar and Cleat angle and (v) Tie Rod. 2 types of

elements are used, solid elements and Contact element. For the non-linear finite element

analysis One-third models were developed and tested under axial loading. The strength

aspects of precast connections in terms of ultimate load carrying capacity, load-

displacement relation and ductility factor compared with that of monolithic connection.

It is concluded the monolithic connection has performed better in terms of ultimate load

carrying capacity, energy dissipation, but in terms of ductility factor the precast beam-

column connection using dowel bar and cleat angle showed better performance than that

of monolithic connection. And, it is concluded that if the material properties and failure

criterion can selected suitably, it is possible to predict the accurate inelastic performance

of precast beam-column connection.

Keywords: Precast connection; cleat angle; ductility; beam column joint;

Cite this Article: Mr. Kalyana Chakravarthy P R, Ms. Janani R and Dr. Ilango T, Analysing

the Strength Aspects of Precast Reinforced Beam-Column Connections, International

Journal of Mechanical Engineering and Technology, 9(13), 2018, pp. 118–133

http://www.iaeme.com/IJMET/issues.asp?JType=IJMET&VType=9&IType=13

Mr. Kalyana Chakravarthy P R, Ms. Janani R and Dr. Ilango T


1. INTRODUCTION

The concept of precast construction includes those buildings, where the majority of structural

components are standardized and produced in plants in a location away from the building and

then transported to the site for assembly. In the recent years, the reasonable growth has been

experienced by the precast concrete construction industry, because of the precast reinforced

construction supplies high quality structural elements, overall reduction in construction time and

cost, reduction in quantities of materials and manpower. The precast concrete construction has

many advantages still there is an uncertainty in constructing the precast the structures in seismic

areas. For the past four decades many researches have been done on studying the precast beam

column connection to improve the connection and to understand the complete behavior of the

connection under seismic conditions. Because, most of the precast concrete structures have failed

during earthquake due to poor connection detailing between precast beam column connections.

Though many researches have been done on this concept but still the complete behavior of the

precast concrete beam to column connection is not known.

In order to form the complete structure, the precast reinforced elements are connected with

other elements. When two different types of elements are connected problems such as volumetric

changes, differential shrinkage may occur. The volumetric change leads to the displacement

between the two elements and this has been rectified by using various methods such as inserting

connectors such as dowel bar, cleat angle, tie rod etc., the precast structure is the combination of

different precast elements so, the connection between the elements must be able to withstand all

loads. So, the design and construction of joints and connections is more important to ensure

stability and robustness of the overall structure. Fig 1.1 and 1.2 shows the installation of beams

at site and placing of beams on corbel

Figure 1.1 Installation of beams

Figure 1.2 Beam placing on corbel

Analysing the Strength Aspects of Precast Reinforced Beam-Column Connections


2. OBJECTIVE AND SCOPE OF THE WORK

This paper aims to study the behaviour of precast reinforced beam column connection and to

identify the suitable connector used for connecting the precast reinforced beam column

connection.

2.1. Scope of this study is,

To conduct investigation on precast reinforced beam-column connections with a reference

monolithic connection.

To compare between the precast beam-column connections to the monolithic connection on

the behaviour of strength, energy dissipation, ultimate loading capacity and ductility.

To compare two types of connections including precast beam column connection and

monolithic connection using ANSYS CIVIL Finite element method.

To compare the five types of precast reinforced beam-column connection using different

connectors. The connectors are,

• J-bolt

• Cleat angle

• Dowel bar

• Dowel bar and cleat angle

• Tie rod.

In this study, five types of precast connections are analysed. The precast beam column

connection using J-bolt, beam column connection using Cleat angle, beam column connection

using dowel bar, beam column connection using dowel bar with cleat angle and beam column

connection using tie rod. Monolithic connection is taken as reference connection. Finite element

model of all the specimens are analysed by using ANSYS CIVIL finite element method.

3. LITERATURE REVIEW

Two types of connections were analysed using ANSYS finite element method. Monolithic

connection and 2 types of precast connections were compared in this study. Precast connections

were connection using j-bolt and cleat angle. The elements Solid 65, Link 8, CONTA174 and

TARGE170 and Solid 45 were used for modelling the concrete, reinforcement, grouting material

and loading plates respectively. The analysis results showed that the monolithic connection

performed better than the two types of precast connection. Out of the precast connections the

specimen with j-bolt showed better performance.[1]

This paper aims to improve the understanding of the Finite Element modelling of RC

subassemblies in ABAQUS. In this study the comparison of load displacement of RCC beam

column joint under monotonic loading between the analysis using ANSYS software and

ABAQUS software. The joints are modelled for two boundary conditions i) both ends of the

column are hinged and ii) both ends of the column are fixed. Concrete Damaged Plasticity

models are used in the analysis of ABAQUS software. C3D8 element is selected for concreting

and T3D2 element is selected for reinforcement in the modelling of ABAQUS software. In the

numerical analysis, the full scale RC beam-column connection under monotonic loads performed

by ABAQUS is compared with the non-linear analysis for validating the accuracy and reliability

of the joint’s performance. The non-linear analysis of exterior beam-column joint by using

ANSYS software has been done by S.S.Patil and S.S.Manakari. The load displacement results

for the end conditions by ABAQUS have been compared with ANSYS. The result of ANSYS

does not showing the actual behaviour of exterior reinforced beam-column joint. But the

ABAQUS results shows the realistic behaviour of the beam-column joint. [2]



In this study the author is aiming to introduce new concept in connecting the beam and

column. In this study a pair of full scale precast columns were casted with holes for inserting the

top bars of the beam and a steel connector is used for connecting the beam and column and the

gap filled with grouting material. For the first specimen 2 bolts are used for connection and for

the 2nd one only one nut is used for connection. These two specimens were tested under cyclic

inelastic loading. Finite element models were done by using ABAQUS software and compared

with the test results of the 2 specimens. The test results and analysis results showed the weakness

of the steel connectors at the stage of plastic hinging.[3]

In this study the results of experimental tests related to the cyclic behaviour of beam column

“dry” connection. In this study the beam column joint is connected by using high strength steel

bars and a fibre reinforced concrete and the gap will be fill with Z-shaped interface. A full scale

specimen is casted by using above connection method and tested by imposing the horizontal drift

at the top of the column. The results showsthus the dissipating capacity is limited because of the

brittle failure at column side. Damages occurred to the column with the increase of loading cycle

amplitude.[4]

In this study the load deflection of the beam was studied under cyclic loading. In this study

two types specimens of 1/5th scale were created and tested. Connections include control

specimen which is the conventional and a prefabricated cage steel connection. The results

showed that the conventional connection was not performed well compared to the PCS

connection. Because the PCS connection is a full steel structure and it showed better confinement

[5].

In this study finite element model of the precast hybrid beam column connection has been

developed by ANSYS and tested under cyclic loading. The results of finite element model were

validated with experimental results that were conducted by NIST. The mathematical model of

the structure to be analysed is divided into mesh of finite elements. The elements used for

modelling the concrete, reinforcement and grouting material were Solid 65, Link8 and CONTA

174 & TARGE 170 respectively. For obtaining accurate prediction of the response of this

structure, accurate material properties and relevant coefficients were given to the finite element

model. The model has been tested under cyclic lateral loading condition. The author concluded

that the results of ANSYS model is fairly similar to the experimental results.[6]

In this study Carbon Fibre Reinforced Polymer composite is used for flexural strengthening

and Glass Fibre Reinforced Polymer composite is used for shear strengthening and steel plates

are used for connection. Four full scale specimens were modelled using ANSYS software. The

specimens are without FRP laminates, with Carbon FRP laminates, with Glass FRP laminates

and with both Carbon and Glass FRP laminates. Solid 65, Link 8, Solid 46 and Solid 45 were

used for modelling the concrete, steel reinforcement, FRP laminates and steel plates. SAP 2000

finite element software also used for validating the results of ANSYS. The results obtained from

ANSYS finite element model showed fairly good agreement with experimental results.[8]

In this study four types of specimens were modelled using LUSAS finite element software.

The models included corbel only, corbel + plate and bolt on beam top model, corbel + plate and

bolt on beam top + stiffener and a connection with plate and bolt. The finite element model

results showed that the connection with plate and bolt performed better than the other

connections.[9]

In this study two full scale specimens were casted and tested under unidirectional and bi-

directional cyclic loading at EW direction. The specimens are J1 and J2. J1 is the specimen

consisted of two beams framing into to the joints on opposite sides and J2 is the specimen

consisted of beams framing into the column in orthogonal direction. The connections were

attached to the reaction floor through steel struts at hinges at the ends. 4 cross ties were placed



around the joint through holes left over the beam width during precast. The behaviour of J1 is

inferior to that of J2. They concluded the specimen J2 performed better than the specimen J1.[10]

In this study two types of monolithic connections (M1 &M2) and two types of precast

connections (P1 & P2) were constructed and tested under cyclic displacement-controlled lateral

loading. The specimens M1 and P1 is constructed using U-bars at top and bottom reinforcement

and the specimens M2 and P2 are constructed for ductile detailing. The results showed that the

specimen with anchored beam bars performed better than the specimen with U-bars. The precast

specimen with beam bars anchored into the column is performed better than that of monolithic

specimen. The precast specimen with U-bars performed worse than that of monolithic specimen.

[11]

4. METHODOLOGY

Figure 1 Methodology

The monolithic connection and precast beam-column connection is designed based on the IS

456 and IS 13920. Based on the design, the connections will be modelled using ANSYS CIVIL

Finite Element Modelling. The five types of connectors will be modelledand will be merged to

the precast beam and column connection to create five precast specimens with different

connectors. The connectors includes cleat angle, j-bolt, dowel bar, dowel bar with cleat angle

and tie rod.

The considered loads will be applied to the six specimens by writing and reading the loads on

the specimens. After applying the loads the specimens will be analysed Comparison will be done

for the precast specimens with the monolithic connection. The comparison is for the parameters

such as strength, ultimate load carrying capacity and ductility factor.



4.1. Design and detailing of specimens

According to IS 456 and IS 13920 the exterior joints of precast beam column connection and

monolithic connection were designed for this study. The cross sectional dimensions are 100 x

150 mm for both beam and column of monolithic connection and for the precast connection 100

x 100 mm for beam and 150x 100 mm for column. The clear span of beam is 720 mm and height

of the column is 970 mm for both the specimens. The cover thickness for the beam and column

of the monolithic and precast connections are 20mm, 15mm, 24mm and 14mm respectively.

4.2. Monolithic Connection

The monolithic connection is designed and detailed according to IS: 456 and IS: 13920

respectively. The fig.2 shows the reinforcement detailing of the monolithic precast reinforced

beam-column connection. The beam has reinforced with 2 number of 8mm diameter bars at top

longitudinal reinforcement and 2 number of 8mm diameter bars at bottom longitudinal

reinforcement. 6mm diameter bars are provided as lateral ties at 50mm centre to centre spacing

and for a distance of 350mm from column face the spacing is reduced to 25mm. The column has

reinforced with 6 number of 8mm diameter bars and along the column height excluding the joint

region the lateral ties are provided at 50mm spacing with 6mm diameter bars and at the column

region the spacing has been reduced to 25mm. Schematic representation of isometric view of

monolithic connection is shown in Figure 2

Figure 2. Schematic representation of isometric view of monolithic connection

4.3. Precast Reinforced Beam Column Connection

The precast reinforced beam is reinforced with 2 number of 8mm diameter bars in top

longitudinal reinforcement and 2 number of 8mm diameter bars at bottom longitudinal

reinforcement. The beam has lateral ties of 6mm dia at 50mm spacing excluding the joint region

and at the joint region the spacing has reduced to 25mm. The column is reinforced with 6 number

of 8mm diameter bars for longitudinal reinforcement and lateral ties are provided at a spacing of

50mm centre to centre excluding joint region. The spacing has decreased to 25mm at the joint

region.

4.4. Precast Reinforced Beam Column Connection using J- Bolt

In this connection, the main connecting element was the J-bolt. J-bolt of 16 mm diameter was

cast inside the corbel and projected out from the corbel in the precast column. The precast beam

with a 21mm diameter sleeve hole which was cast inside the beam was inserted on to the

projecting J-bolt and the nut tightened. Iso-resin grouts were filled into the bolt hole to complete

the connection. This connection transmits vertical shear forces. The schematic representation of

isometric view of precast reinforced beam-column connection using J-Bolt is shown in figure 3



Figure 3 Schemeatic representation of isometric view of precast beam-column connection using J-Bolt

4.5. Precast Reinforced Beam Column Connection using Cleat angle

In this connection two 16mm diameter bolts were used, in which one bolt connects the cleat angle

with the column and the other connects the cleat angle with both the beam and the corbel. In the

precast elements, sleeve holes of 21 mm diameter were cast inside the column, beam and corbel.

The cleat angle used for the connection is ISA 100x100x10. The bolts used were of grade 4.6.

The gap between the bolts and the bolt hole was filled using iso-resin grouts. The schematic

representation of isometric view of precast reinforced beam-column connection using Cleat angle

is shown in Figure 4.

Figure 4 Schematic representation of isometric view of precast beam-column using cleat angle

4.7. Precast Reinforced Beam Column Connection using Dowel bar

In this connection the beam was supported on concrete corbel using dowel bar. The dowel bar

was embedded in the column to a length equal to the development length and cast with the bar

projecting from the corbel. The precast beam with 21 mm diameter sleeve hole which was cast

inside the beam was inserted into the projecting dowel bar. The gap between the dowel bar and

the hole was filled iso-resin grouts. The schematic representation of isometric view of precast

beam-column using dowel bar is shown in figure. 5.



Figure 5 Schematic representation of isometric view of precast beam-column connection using Dowel

bar

4.8. Precast Reinforced Beam Column Connection using Dowel bar and cleat angle

In this connection the beam was supported on concrete corbel using dowel bar and cleat angle.

The dowel bar was embedded in the column to a length equal to the development length. The

cleat angle used for the connection was ISA 100x100x10. A sleeve of 21 mm diameter was cast

inside the column and beam to facilitate the connectivity between precast elements. A part of the

dowel was projecting outside the corbel for connection with the beam using cleat angle and nuts.

A bolt of 16 mm diameter of grade 4.6 was used to connect the cleat angle and the column. The

gap between the dowel bar and the groove was filled isoresin grouts. The schematic

representation of isometric view of precast beam-column connection using dowel bar and cleat

angle is shown in Figure-6

Figure 6 -Schematic representation of isometric view of precast beam-column connection using dowel

bar &cleat angle

4.9. Precast Reinforced Beam Column Connection using Tie Rod

In this connection, the main connecting element was the J-bolt. J-bolt of 16 mm diameter was

cast inside the corbel and projected out from the corbel in the precast column. The precast beam

with a 21mm diameter sleeve hole which was cast inside the beam was inserted on to the

projecting J-bolt and the nut tightened. Iso-resin grouts were filled into the bolt hole to complete

the connection. This connection transmits vertical shear forces. The schematic representation of

precast beam-column connection using tie rod is shown in Figure 7.



Figure 7 Schematic representation of isometric view of precast reinforced beam-column connection

using tie-rod

4.10. Finite element modelling

It is possible to evaluate the strength aspects of structure using Finite Element Model. To obtain

accurate results of the structure accurate material properties and coefficients should be given to

the Finite Element Model. In this study the monolithic connection and precast connection with

five types of connectors are analysed by using ANSYS CIVIL FEM software.

4.11. Elements of modeling

The elements used for modelling the specimens are selected based on the literature review. The

elements are as follows:

• SOLID 65 element: This element is having 8nodes with three degrees of freedom at

each node. This type of elements are used for 3-D modelling solids with and without

rebar. It is used to model concrete.

• LINK 8 element: This is a 3-D spar elements with three degrees of freedom at each

nodes. This type of elements are used to model rebars.

• CONTA 174 and TARGE 170 element: This type of elements are used for the

modelling of contact and target surfaces since the contact is between two different

surfaces. The surface with finer meshing is considered as contact surface and surface

with coarser meshing is considered as target surface. This types of elements are used

to model the grouting material.

• SOLID 45 element: This is a 3-D element having 8 nodes with three degrees of

freedom at each node. This type of element are used for modelling the angle plates.

4.12. Material properties

To obtain accurate behaviour of the specimens, accurate material properties and accurate co-

efficient should be given to the model.

Grade of concrete – M35

Grade of Bolt - 4.6

Grade of Steel -Fe 500

Poisson’s ratio for concrete and steel bar -0.2& 0.3

Density of concrete and steel-24 kg/m³ and 7950 kg/m³.

Material Properties of the Link8 element and Solid65 elements were given in Table 1.



Table1. Material Properties

MATERIAL

MODEL NO

ELEMENT

TYPE MATERIAL PROPERTIES

1 Solid65

Linear isotropic

EX (MODULUS OF

ELASTICITY)

175000N/

mm²

PRXY (POISON’S RATIO) 0.2

CONCRETE

SHEAR TRANSFER

COEFFICIENT FOR AN OPEN

CRACK

0.5

SHEAR TRANSFER

COEFFICIENT FOR AN

CLOSED CRACK

0.9

STIFFNESS MULTIPLIER FOR

CRACKED TENSILE

CONDITION

0.6

2 Link8

LINEAR ISOTROPIC

EX (MODULUS OF

ELASTICITY)

2e5

N/mm²

PRXY (POISON’S RATIO) 0.3

4.13. Sectional properties

Discrete modelling is adopted for this study. Real constants considered for Solid 65 element was

volume ratio and orientation angle. Real constants considered for 3D Spar Link8 elements were

given in the table2.

Table2. Real Constants for Steel reinforcement

REAL

CONSTA

NT SET

ELEMEN

T TYPE

PARTICULARS OF

THE MODEL

1

Link8

(main

bars)

Cross sectional

area (mm²)

50.25

8

Initial Strain 0

2

Link8

(lateral

ties)

Cross sectional

area (mm²) 28.27

Initial Strain 0

4.14. Modelling of beam column joints

In this present study modelling of the beam-column joints were done by discrete modelling

method. In discrete modelling both the concrete and steel models share the same nodes. For

applying the displacement and force steel plates are used at the top and bottom of the column and

at the free end of the beam. Because if the steel plates are not provided the loads given to the

connection will make the connection to misbehave. In monolithic connection Solid65, Solid45

& Link8 elements were used to generate the models. But for the precast reinforced beam-column

connections contact elements were used for grout materials. Contact elements are CONTA174

& TARGE170. In beam column interface and in beam corbel interface surface to surface contact

elements were used. The finer surface should be the target surface and coarser surface should be



the contact surface.The Fig 5, 6, 7, 8, 9 & 10 shows the reinforcement modelling of the precast

and the monolithic connections using 5 different connectors.

4.15. Boundary condition

Both the ends of the column were fixed, the bottom and top of the column is restrained in six

degrees of freedom at the Ux,Uy and Uzdirections and rotations Rx, Ry and Rz directions.

Boundary condition is shown as in figures

4.16. FINITE ELEMENT ANALYSIS

Loads applied to the monolithic connection and the precast beam column connections were

considered and the loading was applied to the top of the beam surface with fixed column ends.

Axial load equal to 1000N, 2000N, 3000N...up to its ultimate load was applied to the beam. Axial

loading was applied to the beam as shown in the Figure-15



Figure 14- Boundary condition Figure 15- Axial load and Acceleration due to gravity

load

5. RESULTS AND DISCUSSION

The ultimate load carrying capacity of the Monolithic specimen is 12.6kN and 13.2kN in positive

and negative directions respectively. The ultimate load carrying capacity of the precast specimen

using j-bolt is 5.6kN and 4.9kN in positive and negative directions respectively. The load

carrying capacity of the precast specimen with j-bolt is lesser than the monolithic specimen. The

ultimate load carrying capacity of the precast connection using cleat angle is 4.2kN and 3.8kN in

positive and negative directions respectively. The load carrying capacity of the precast specimen

using cleat angle is lesser than the precast specimen using j-bolt and monolithic specimen. The

ultimate load carrying capacity of the precast connection using dowel bar is 7.3kN and 6.8kN in

positive and negative directions respectively. The ultimate load carrying capacity of the Precast

specimen using dowel bar and cleat angle is 9.3kN and 10.2kN in positive and negative directions.

The ultimate load carrying capacity of the precast specimen using tie rod is 3.8kN and 2.2kN in

positive and negative directions respectively. Out of the precast specimens precast specimen

using dowel bar and cleat angle has better load carrying capacity. When comparing to the

monolithic connection the precast connections has poor load carrying capacity.

5.1. Load displacement relationship

Load-displacement behavior of beam-column connection structures includes three stages. Stage

I manifests the linear behavior of uncracked elastic section. Stage II implies initiation of concrete

cracking and Stage III relies relatively on the yielding of steel reinforcements and the crushing

of concrete. Load-displacement relationship curve of specimen ML, PC-JB, PC-CL, PC-DW,

PC-DWCL & PC-TR is shown in figure 14. There is no damage developed in column for all the



precast connections. But there are some predefined damages occur which indicates gap opening

at the joint region. For the monolithic connection, damages occur to the column.

Figure 17- Load-Displacement envelopes of specimen ML, PC-JB, PC-CL, PC-DW, PC-DWCL & PC-

TR

5.2. Ductility

The displacement ductility is the ratio of the maximum displacement that a structure or

element can undergo without significant loss of initial loading to the initial yielding

deformation. The displacement ductility factor was calculated for monolithic and the two

precast beam-column connections is shown in Table 3. The average displacement ductility

factor of precast reinforced beam-column connection using dowel bar and cleat angle is greater

than that of all the specimens. The average displacement ductility factor of the specimens

indicated that all the connections behaved in a ductile manner.

Table3. Ductility factor of the specimen

Specimen

Yield displacement ∆y

(mm)

Ultimate

displacement ∆u

(mm)

Displacement

ductility factor

(µ)

Averag

e

displace

ment

ductilit

y factor

(µ)

Positive Negative Positive Negative Positive Negative

ML 6.2 6.6 30 30 4.84 4.55 4.695

PC-JB 5.7 9.1 30 30 5.26 3.3 4.28

PC-CL 14.3 8.3 30 30 2.1 3.62 2.86

PC-DW 6.8 9.8 30 30 4.41 3.06 3.735

PC-

DWCL 4.8 5.2 30 30 13.64 5.77 9.705

PC-TR 12.1 7.9 30 30 2.48 3.8 3.14

-16

-14

-12

-10

-8

-6

-4

-2

0

2

4

6

8

10

12

14

-35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35

LO

AD

in

(K

N

Displacement in mm

LO AD-DISPLACEM ENT CURVE

ML

PC-JB

PC-CL

PC-

DW



6. CONCLUSION

6.1. Strength

The ultimate load carrying capacity of monolithic beam-column connection greater than that of

the precast reinforced beam-column connection. The ultimate load carrying capacity of

monolithic connection is 12.6kN and 13.2kN in positive and negative directions respectively.

The ultimate load carrying capacity of precast reinforced beam-column connection using J-Bolt

is 56% and 63% lesser than the monolithic connection in positive and negative directions

respectively. The PC-CL connection is 66.7% and 62.8% lesser than the monolithic connection

in positive and negative directions respectively. The ultimate load carrying capacity of PC-DW

is 42% and 48.5% lesser than the monolithic connection in positive and negative directions

respectively. The ultimate load carrying capacity of PC-DWCL is 26% and 22.7% lesser than

the monolithic connection in positive and negative directions respectively. The ultimate load

carrying capacity of PC-TR is 70% and 81.08% lesser than the monolithic connection in positive

and negative directions respectively. Out of the precast connections, the precast beam-column

connection with Dowel bar and cleat angle has performed better than the other precast

connections. While comparing to the precast connections, the monolithic connection performed

better in resisting the loads.

6.2. Load Displacement relationship

When the load increases the displacement increases. The displacement is directly proportional

to the load applied. All the connections loaded upto 30mm displacement. There is no damages

occur in the column for all the precast specimens. But there are some damages occur to the corbel

portion. The monolithic connection showed better bonding than that of precast connections.

Because in precast connection there is a predefined damages which indicates gap opening at

connections, which indicates minimal energy dissipation. In precast connection, the column is

free from damages when compared to the monolithic connection. This behaviour satisfies

“Strong Column-Weak Beam Theory”.

6.3. Ductility

All the specimens has performed in ductile manner. Out of precast connection the PC-DWCL

has greater ductility factor. While comparing to the monolithic connection, the connection using

dowel bar and cleat angle has greater ductility factor. While comparing to the monolithic

connection, the ductility factor of PC-DWCL is 51.62% greater than monolithic connection. The

ductility factor of PC-JB is 8.84% lesser than that of ML. The ductility factor of PC-CL is 40.36%

lesser than that of monolithic connection. The ductility factor of PC-DW is 20.45% lesser than

that of monolithic connection. The ductility factor of PC-TR is 33.12% lesser than the monolithic

connection. Out of precast connections, the precast beam-column connection using dowel bar and

cleat angle has performed better than other precast connections. Also, it is observed that the

precast beam column connection using dowel bar and cleat angle has performed satisfactorily in

comparison with the monolithic connection.



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