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Proceedings of the First Makassar International Conference on Civil

Engineering (MICCE2010), March 9-10, 2010, ISB" 978-602-95227-0-9

STUDY O� THE BEHAVIOUR OF PRECAST BEAM COLUM� JOI�T

USI�G STEEL PLATE CO��ECTIO� (JPSP)

H. Parung 1, R. Irmawaty

2, Ricko

3, A. Mappanyukki

4 and Sudirman

Abstract: Joint beam column connection is the most critical part for a structure subjected to earthquake loading. This

part should be designed such that any possible failure can be prevented. For a cast in situ structure, any failure in this

joint can be prevented if all requirements in the design code are obeyed. For pre-cast construction, structural failure

usually occurs at the beam-column connection. The research aimed at studying the strength of precast beam-column

joint using steel plate as connector (JPSP – Joint Pracetak Sambungan Plat). The precast joints were then connected to

precast beams and columns which formed beam-column sub-assemblages for both joint exterior and interior joints. The

beam-column sub-assemblages were then tested in the laboratory using monotonic and cyclic loading procedure. Two

samples (1 exterior and 1 interior joint) of JPSP were tested and their strength was compared with the strength of the

equivalent monolit construction. The research reveals that no significant failures are observed at the core of the joints,

where the reinforcing bars of the columns were connected to the bars of the joints by means of welding. Failures /

cracks of the joints initiated and concentrated at the junction between the concrete grouting and the precast beam,

approximately at the distance equals to the height of beam research is still required in order to obtain the response of the

construction to simultaneous gravity and horizontal loads.

1 Professor, Hasanuddin University, Makassar 90245, INDONESIA 2 Lecturer, Hasanuddin Universtity, Makassar 90245, INDONESIA 3 Student, Hasanuddin University, Makassar 90245, INDONESIA 4 Student, Hasanuddin University, Makassar 90245, INDONESIA

INTRODUCTION

It is widely known that precast construction has

several advantages in comparison with conventional

construction, so the use of the precast construction

increases in the last years.

The research presebted in this paper deals with the

combination of precast joint (JPSP) and precast

beams/columns. All elements of the structure were

precasted, and connected together before subjected to

monotonic and cyclic loading. The strength and the

behavior of the JPSP are compared with those of the

conventional structure.

METHODOLOGY

There were four samples tested in the laboratory,

cosnsisted of 2 samples for precast construction and 2

samples for conventional structures (monolith

construction).

Connection

Joints, beams and columns were precasted, in which

the beam divided into 2 segments. One segment becomes

part of the joint, and the other segment will be connected

later to the joints using JPSP. The beams’ segements

were connected using bolts, as shown in Figure 1.

Figure 1 Connection of elements

P-shape connection

106

Method for connecting the precast elements

a. Columns, beams and joints were prefabricated.

The core of the joint is left without concrete,

Four holes at each beam were provided..

b. Precast columns (top and bottom parts) were

connected to the rebars of the core of the joint

by means of welding. After connected with the

weld, the holes weas grouted.

c. The precast beam was connected to the joint

using bolts to form beam-column sub-

assemblages just before subjected to loading.

Design of samples

Due to the limitation of the test frame capacity, the

size of the beams and columns were limited, as presented

in Table 1.

Table 1. Dimension of Beams and Columns

Description Beam Column

Width (B) 200 mm 250 mm

Height (H) 250 mm 250 mm

Concrete cover

(d) 40 mm 40 mm

(f’c) 20 MPa 20 MPa

length (L) 1050 mm 1500 mm

TEST PROCEDURE

Interior Joint

To obtain as much data as possible, the beam column

subassembblages were tested in two directions. After

beam in x direction tested, the sample was turned 90o

and then tested again. The load applied in rwo ways,

namely monotonic one and two-direction.

Figure 4. Monotonic one-direction loading

Figure 3. Test Set-up

Figure 2. Dimension of sample

hinge Pleft Pright

hinge

sample

Load

Dial

Frame

dU dT dM dM dT dU

107

Figure 5. Monotonic two-direction loading

Exterior Joint

The exterior joints were loaded in two ways,

namely monotonic two-way and cyclic loading. Please

not ethat the cyclic loading applied using 2 actuators

which operated alternately from 2 directions.

EXPERIMENTAL RESULTS

Maximum Load

a. One-direction Monotonic Loading Interior

The load was applied with 100 kg increment until

the sample reached its maximum capacity.

Table 2. Maximum Loads for interior joints (one

direction loading)

No Test samples

Pmax (kN)

Left Right

1 Monolith Interior MI 8 6

2 JPSP Interior JPSP-I 16 18

b. Two-direction Monotonic Loading Interior

Table 3 shows the maximum loading applied for the

interior joints.

Table 3. Maximum loads for interior joints (two-

direction loading)

No Test samples

Pmax (kN)

Left Right

1 Monolith Interior MI 17 28

2 JPSP Interior JPSL-I 16 25

c. Monotonic Two-direction Eksterior

Table 4. Monotonic Two-Direction Exterior

No Samples

Pmax (kN)

Left Right

1 Monolith

Exterior ME 14 14

2 JPSP Exterior JPSP-E 22 26

d. Cyclic Loading, Exterior

Table 5. Maximum Cyclic Load

No Samples

Pmax (kN)

Left Right

1 Monolith

Exterior ME 13 12

2 JPSP Exterior JPSP-E 13 13

Crack Patterns

The crack patterns were observed throughout the

application of loading.

a. Monolith Construction

Figure 6 shows the crack patterns for the monolith

construction. In general, it can be seen that the

cracks initiated at the beam ends.

(a) Front beam

(b) Rear beam

Figure 6 Crack patterns of monolith construction

b. Precat Construction (JPSP)

a. Beban 2 arah (sisi B kiri dan Ckanan)

For the precast construction, similar crack patterns

with the monolith construction were observed at

the initial phase of loading.

hinge

Pright

hinge Pleft

108

At the subsequent loading, the cracks concentrated

at the junction between the grouted joints and the beams.

This shows that the bonding between the old and new

concrete failed, although a special bonding agent was

used before grouting of the core of the joint. Further

loading resulted in the failure of the beam ends (the

tongue), as shown in the Figure 7.

(a) Front beam

(b) Rear beam

Figure 7 Crack patterns of JPSP

Load-Displacement Relationship

Monolith and JPSP Exterior

a. Two-direction loading

Figure 8 Load-displacement diagrams of Monolith and

JPSP Exterior

Figure 8 shows that the strength and the stiffness of

the JPSP are lower than those of the monolith

construction. This may be contributed to the fact that the

tongue of the connection and the bonding between the

old and new concrete failed.

a. Cyclic Loading

Figure 9 Load-displacement diagrams of monolith and

precast exterior joints under cyclic loading

The figure shows that under cyclic loading, the

displacement for JPSP is higher than monolith

construction.

Monolith and JPSL Interior

a. Two-direction loading

� Pleft

Figure 10Load-displacement diagrams of interior

monolith and JPSP under two-direction loading

109

b. One-direction loading

Figure 11 Load-displacement diagrams of interior

monolith and JPSP under one-direction loading

CONCLUDING REMARKS

1. In general, the type of cracks for both precast and

monolith construction are similar, namely flexural

cracks. The cracks initiated at the connection

between the precast and the grouted segments.

2. The strength of the JPSP is higher than the strength

of the monolith construction. This can also be seen

from the lower deflection for JPSP.

3. There is no sign of failures at the core of the joint,

where the precast columns connected using welding

before grouted. Cracks at the outer parts can be

reduced by using better material for bonding.

REFERENCES

ACI Committee 318-89,(1989) “Building Code

Requirements for Reinforce Concrete” (ACt 318-

89) .Illionis.

American Standard for Testing and Material. Annual

Book of ASTM. Concrete and Aggregates.

Volume 04.02. US and Canada. 2003

Andi Sangga Prasetia (2002). Analisis Perilaku

Perbaikan Sambungan Balok-Kolom Eksternal

Dibawah Beban Siklis Dengan Menggunakan

Metode Pre-packed Aggregate Concrete. Unikom

Digital Library. ITB. Bandung.

Ardi Prihartanto & Era T. Rosenov Hutagalung, dkk

(2005) Kajian Eksperimental Perbaikan Joint

Balok-Kolom Eksterior dengan Metode Beton

Prepack Polimer. Unikom Digital Library. ITB.

Bandung

ASTM. 1993. Concrete and Material, Annual Book of

ASTM Standart Vol.04.02. Philadelpia.

Bayzoni. (2001). Analisis Eksperimental Exterior Beam-

Column Joint Pracetak. Unikom Digital Library.

ITB. Bandung.

Gideon H Kusuma (1993). Desain Struktur Rangka

Beton Bertulang di Daerah rawan Gempa.

Erlangga,Jakarta.

Hawkins, Neil M., Ghosh, SK. Proposed Revisions to

1997 "EHRP Recommended Provisions for

Seismic Regulations for Precast Concrete

Structures.Online.

(http://www.pci.org/pdf/publications/journal/2000

/ september-october/jl-00-september-october-

6.pdf). Diakses 26 Oktober 2007

Kamaluddin. (1998). Studi Eksperimental Perilaku

Rangkaian Balok-Kolom Beton Pracetak Kinerja

Tinggi. Unikom Digital Library. ITB. Bandung.

Maryoko Hadi (2003) Kajian Eksperimental Perilaku

Sistem Struktur Beton Pracetak Terhadap Beban

Quasi Statik Unikom Digital Library. ITB.

Bandung.

Neville, A.M., Brooks, J.J. 1987. Concrete Technologi.

John Wiley & Sons, New York.

Nono R. (2001). Sifat dan Perilaku Sambungan Balok-

Kolom Elemen Pracetak Dibawah Beban Siklik.

Unikom Digital Library. ITB. Bandung.

Onur Estas dkk (2006).Ductile Connection in Precast

Concrete Momen Resisting Frame.

Park, R., and Paulay, T., 1975. Reinforced in Concrete

Design. John Wiley & Sons, New York.

Paulay, T., Priestley, M.J.N. 1992. Seismic Design of

Reinforced Concrete and Masonry Building. John

Wiley & Sons.

Rudi Herawan. (2001) Studi Eksperimental Perilaku

Sambungan Balok-Kolom Pracetak Beton

Agregat Kasar Ringan. Unikom Digital Library.

ITB. Bandung.

Syarif, BP, 2008 : Kajian Eksperimental Balok Kolom

Eksterior Menggunakan Balok Beton Pracetak

dan Kolom Baja Profil Kotak, Pascasarjana

Unhas

SNI03-2847-2002(2002). Tata Cara Perhitungan

Struktur Beton untuk Bangunan Gedung.

Depkimpraswil

Widodo. (2007). Peran Penting Beam Column Joint :

Studi Kasus Kerusakan Bangunan Bertingkat

Akibat Gempa Yokyakarta 27 Mei 2006.

Prosiding Seminar Nasional III, Institut

Teknologi Sepuluh Nopember. ITS. Surabaya.

110

ISSN: 1693-6264.

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