Jurnal Teknologi PERFORMANCE APPRAISAL OF STEEL CONNECTION IN LOW RISE BUILDINGS. Full Paper. H. F. Siuw, M. Taib *

Similar documents
SIMULATION PERFORMANCE OF LOW DAMAGE BASE CONNECTION ON ABAQUS MAHDI HATAMI

Simulation Behaviour of Precast Concrete Connection with Embedded Box Section under Static Loading

The Effect of Axial Force on the Behavior of Flush End-Plate Moment Connections

THE FINITE ELEMENT ANALYSIS OF BEHAVIOR OF BOLTED COLUMN TO I-BEAM CONNECTED WITH CHANNEL STIFFENERS LEE MN YEOW

IMPROVED PERFORMANCE OF BOLT-CONNECTED LINK DUE TO CYCLIC LOAD

Effect of lateral support of compression flange to stability of beam-columns

CHAPTER 1 INTRODUCTION 1.1 MOMENT END-PLATE CONNECTIONS

CYCLIC TESTING OF BOLTED CONTINUOUS I-BEAM-TO-HOLLOW SECTION COLUMN CONNECTIONS

The need to design for robustness in fire. Ian Burgess

COLUMN DESIGN WITH SEMI-RIGID END FRAME WAN HIDAYATUL HAK BINTI WAN JUSOH

DIN EN : (E)

THE ROLE OF COMPOSITE JOINTS ON THE PERFORMANCE OF STEEL-FRAMED BUILDINGS IN FIRE. Prof. Khalifa S. Al-Jabri

On Improved Performance Of Eccentrically Braced Frames With Replaceable Shear Link

Angle Cleat Base Connections

Contents. Tables. Notation xii Latin upper case letters Latin lower case letters Greek upper case letters Greek lower case letters. Foreword.

Verification of Welded eaves moment connection of open sections

Design Method of Steel Plate Shear Wall with Slits Considering Energy Dissipation

Overview of Presentation. SCBFs are Conceptually Truss Structures

Investigation of Structural Steel Webs for Punching Shear

COMPARISON BETWEEN BS 5950: PART 1: 2000 & EUROCODE 3 FOR THE DESIGN OF MULTI-STOREY BRACED STEEL FRAME CHAN CHEE HAN

Jurnal Teknologi STEEL WEIGHT SAVING DEVELOPED FROM SEMI- CONTINUOUS CONSTRUCTION IN MULTI-STOREY BRACED STEEL FRAME BASED ON EURO-CODE 3.

Numerical Analysis and Experimental Studies on Welded Joint for Buildings

Influence of arch bridge skewness

SEISMIC BEHAVIOR AND DESIGN OF STEEL SHEAR CONNECTIONS WITH FLOOR SLABS

Analysis of the Behaviour of Semi Rigid Steel End Plate Connections

Numerical Simulation of Cold-Formed Steel Top-Seat Flange Cleat Connection

SEISMIC ENERGY DISSIPATION SYSTEM OF 12-STOREY COUPLED SHEAR WALLS

STRUCTURAL ANALYSIS AND DESIGN OF STEEL CONNECTIONS USING CBFEM METHOD

COVER SHEET. Title: Component-Based Element of Beam Local Buckling Adjacent to Connections in Fire. Authors: Guan Quan Shan-Shan Huang Ian Burgess

Study of Shear Walls in Different Locations of Multistoried Building with Uniform Thickness in Seismic Zone III

FINITE ELEMENT MODELLING ANALYSIS ON BUILT-UP COLUMN CANDRA MENAN NAGAPPAN

Comparative Study and Seismic Analysis of a Multistorey Steel Building

SEISMIC PERFORMANCE OF FLAT SLAB WITH DROP AND CONVENTIONAL SLAB STRUCTURE

Faculty of Engineering

Survey and Testing of Pre-1988 Braced Frame Structures From The West Coast of the United States

CHAPTER 6 FINITE ELEMENT ANALYSIS

FULL SCALE TESTS ON BOLTED CONNECTIONS Tests on beam-to-beam end-plate connections under bending

EAS254 Structural Analysis [Analisis Struktur]

Experimental and numerical validation of the technical solution of a brace with pinned connections for seismic-resistant multi-story structures

Load capacity rating of an existing curved steel box girder bridge through field test

RELIABILITY OF SEISMIC LINKS IN ECCENTRICALLY BRACED STEEL FRAMES

OPTIMUM UTILIZATION OF QUARRY DUST AS PARTIAL REPLACEMENT OF SAND IN GREEN CONCRETE

Types Of Roofs - Vault

eight plates and grids APPLIED ACHITECTURAL STRUCTURES: DR. ANNE NICHOLS SPRING 2018 lecture STRUCTURAL ANALYSIS AND SYSTEMS ARCH 631

Mechanical behavior and design method of weld-free steel structure with knee brace damper using square tube column

FULL SCALE TESTS ON BOLTED BEAM-TO-BEAM END-PLATE

Experimental study on the seismic performance of RC moment resisting frames with precast-prestressed floor units.

mortarless masonry Design Manual Part 1 (IS 456:2000) Section 1 Page 1 IS 456:2000 PLAIN AND REINFORCED CONCRETE - CODE OF PRACTICE

Finite Element Analysis of Failure Modes for Cellular Steel Beams

CYCLIC BEHAVIOR OF AN INNOVATIVE STEEL SHEAR WALL SYSTEM

STEEL PALLET RACKS Experimental characterization of the cross- and down-aisle seismic behaviour

EXPERIMENTAL INVESTIGATION ON THE INTERACTION OF REINFORCED CONCRETE FRAMES WITH PRECAST-PRESTRESSED CONCRETE FLOOR SYSTEMS

eight plates and grids Plates, Slabs & Grids Plates, Slabs & Grids Term Project plates horizontal plane, rigid slabs thin, flat, rigid

Design and Finite Element Analysis of A Spatial Tubular Truss and Its Pin Support

fifteen design for lateral loads Lateral Load Resistance Load Direction Lateral Load Resistance

FLEXURAL BEHAVIOUR OF STIFFENED MODIFIED COLD-FORMED STEEL SECTIONS EXPERIMENTAL STUDY

ANALYSIS AND DESIGN OF REGULAR AND IRREGULAR FLAT SLAB FOR MULTISTOREYED BUILDING UNDER TWO SEISMIC ZONES USING ETABS AND SAFE

Analysis of a Multi-Tower Frame Structure connected at different levels using ETABS

BERASAS KOMPUTER. Oleh Mohamad Rodzizan b. Hj. Ahmad Tajuddin. 0 MOHAMAD RODZIZAN TAJUDDIN, Hak Cipta Terpelihara.

Determination of the main characteristics of semi-rigid beam-to-column connections through numerical and experimental method

STRENGTH AND DUCTILITY OF BOLTED T-STUB MACRO- COMPONENTS UNDER MONOTONIC AND CYCLIC LOADING

ISSN: [Rai* et al., 6(10): October, 2017] Impact Factor: 4.116

Improved Tub Girder Details

Design of Steel Structures Prof. S.R.Satish Kumar and Prof. A.R.Santha Kumar

IJSRD - International Journal for Scientific Research & Development Vol. 4, Issue 05, 2016 ISSN (online):

DUCTILITY REQUIREMENTS FOR BUILDINGS

fifteen design for lateral loads Lateral Load Resistance Load Direction Lateral Load Resistance

Seismic Evaluation of Steel Moment Resisting Frame Buildings with Different Hysteresis and Stiffness Models

TO STUDY THE PERFORMANCE OF HIGH-RISE BUILDING UNDER LATERAL LOAD WITH BARE FRAME AND SHEAR WALL WITH OPENINGS

fifteen design for lateral loads Lateral Load Resistance Load Direction Lateral Load Resistance

IN-ELASTIC PERFORMANCE OF 2D-TWO BAY ORDINARY CONCENTRICALLY BRACED STEEL FRAME

Seismic Retrofitting of Moment-Resisting Connections Using Beam Web Opening

Seismic Performance of RC Structural Walls with Slits: Analytical Study

SEISMIC BEHAVIOUR OF RING SHAPED STEEL PLATE SHEAR WALL

Comparison of Chevron and Suspended Zipper Braced Steel Frames

Malaysian Journal of Civil Engineering 19(2) : (2007) *Corresponding Author:

Comparative Study of R.C.C and Steel Concrete Composite Structures

ANALYTICAL AND EXPERIMENTAL STUDY ON COMPOSITE FRAMES

UNIVERSITY OF BOLTON WESTERN INTERNATIONAL CENTRE FZE. BEng (HONS) CIVIL ENGINEERING SEMESTER ONE EXAMINATION 2015/2016

Study of Reduced Beam Section Connections with Web Opening

Effects of configurations of shear walls on system behavior under seismic load

Seismic Behavior of Composite Shear Wall Systems and Application of Smart Structures Technology

LONG BOLTED END-PLATE MOMENT CONNECTIONS

SET PROJECT STRUCTURAL ANALYSIS OF A TROUGH MODULE STRUCTURE, IN OPERATION AND EMERGENCY Luca Massidda

SEISMIC PERFORMANCE OF SCBF BRACED FRAME GUSSET PLATE CONNECTIONS

NUMERICAL MODELING OF WELDED RIGID BEAM-COLUMN CONNECTIONS AT MULTI-STOREY STRUCTURES

VOLUNTARY - EARTHQUAKE HAZARD REDUCTION IN EXISTING HILLSIDE BUILDINGS (Division 94 Added by Ord. No. 171,258, Eff. 8/30/96.)

Example of a modelling review Roof truss

Department of Civil Engineering, SKP Engg. College, Tiruvanamalai, TN, India

S. Gandhi *1, Syed Rizwan 2

ECONOMIC ASPECTS OF PARTIAL STRENGTH CONNECTION IN THE DESIGN OF BRACED STEEL FRAME USING TRAPEZOID WEB PROFILED STEEL SECTIONS

PIVOTAL FACTORS INFLUENCING THE PERFORMANCE OF CONSTRUCTION PROJECTS IN MOGADISHU CITY, SOMALIA ABDI AZIZ AHMED ABTIDON UNIVERSITI TEKNOLOGI MALAYSIA

Finite Element Analysis of Thin Steel Plate Shear Walls

Experimental Study on Post Buckling Behaviour of Steel Plate Girder

NON-LINEAR BEHAVIOR OF STEEL PLATE SHEAR WALL WITH LARGE RECTANGULAR OPENING

Offering a step-change in seismic technology

INFLUENCE OF MEMBER COMPONENTS ON THE STRCUTURAL PERFORMANCE OF BEAM-TO-COLUMN JOINTS OF PITCHED ROOF PORTAL FRAMES WITH CLASS 3 AND 4 SECTIONS

Seismic performance of dual frames with composite CF-RHS high strength steel columns

ELASTO-PLASTIC BEHAVIOR OF HORIZONTAL HAUNCHED BEAM-TO- COLUMN CONNECTION

Analysis of Bolted Beam-Column Connections with Multiple Bolts per Row and Column Web Stiffeners

Transcription:

Jurnal Teknologi PERFORMANCE APPRAISAL OF STEEL CONNECTION IN LOW RISE BUILDINGS H. F. Siuw, M. Taib * Building Surveying Programme, School of Housing, Building and Planning, Universiti Sains Malaysia, 11800, Penang, Malaysia Full Paper Article history Received 27 April 2015 Received in revised form 15 June 2015 Accepted 1 July 2015 *Corresponding author mariati@usm.my Graphical abstract Abstract Steel construction allows fast and economical method of construction which also fulfills the requirement of clients. Especially low-rise building such as industrial building is the most common in steel frame. There are few common types of connection that are commonly being used in the industry such as flush end plate connection and extended end plate connection. This research is conducted to evaluate the performance of end plate connection as the common steel connection in low-rise buildings. Software ConSteel is used to evaluate the performance of identified connections by analysis. At the end of the research, an optimize design of end plate connection maybe recommended based on the performance and serve as a basic of improvement and guidance of safety. Keywords: Low-rise building, end plate connection, performance appraisal Abstrak Selain dapat mencepatkan dan menjimatkan cos pembinaan, pembinaan keluli juga dapat memenuhi keperluan pelanggan. Struktur bingkai keluli ialah struktur yang paling biasa digunakan terutamanya untuk bangunan bertingkat rendah seperti bangunan industri. Terdapat beberapa jenis sambungan yang biasa digunakan dalam industri seperti siram sambungan plat hujung dan lanjutan sambungan plat hujung. Kajian ini dijalankan untuk menilai prestasi sambungan plat hujung sebagai sambungan keluli yang biasa dalam bangunan bertingkat rendah. Perisian ConSteel digunakan untuk menilai prestasi sambungan yang telah dikenal pasti dengan menggunakan kaedah analisis. Pada akhir kajian, reka bentuk sambungan plat hujung yang telah dioptimumkan boleh disyorkan berdasarkan prestasi dan fungsinya sebagai asas untuk dijadikan panduan serta meningkatkan keselamatan dalam kerja pembinaan. Kata kunci: Bangunan bertingkat rendah, sambungan plat hujung, penilaian prestasi 2015 Penerbit UTM Press. All rights reserved 1.0 INTRODUCTION Steel constructions are commonly used to build a large span scale project because it is easier and more economical as compared to concrete construction. Beams and columns are connected by specific designed connections to ensure its durability and robustness. The connections between beams and columns are essential because it is the only component that connects the main structural member together. Connections are necessary when two different members meet together. For instance, a column and an end of a beam which are attached to each other. The responsibility of a connection is not only to secure the ends of elements where they meet, but also to deliver the bending moments, shear forces, compressions and torsions (twisting effects) between the members. In an ordinary beam to column connections, a variety of different types of connection can be applied such as fin plates, end plates, web or flange cleats and haunch connections [1]. 75:5 (2015) 95 100 www.jurnalteknologi.utm.my eissn 2180 3722

96 H. F. Siuw & Mariati Taib / Jurnal Teknologi (Sciences & Engineering) 75:5 (2015) 95 100 There was a case of a five stories building 221 feet by 271 feet in plan at suburban Boston location collapsed after reconstruction and the completion of the erection of steel framing. [2] The lateral load and stability of the building is provided by series of rigid frames. A rigid frame is where beams and columns are rigidly connected to each other so that there is no rotation between the members. In this case, there were two connections which should be moment connection but they were not made. Thus, the collapse was most probably initiated by the failure of the welded connection between the particular columns and erection angle attached at the third floor. The end-plate connection method has obvious economic advantages during manufacturing and installation, which is the reason it is widely used in a large number of steel frame structures. Because of its flexible connection method, the constrained stiffness of beam to column is effectively reduced and energy dissipation capacity is stronger. However, the construction forms of the end-plate connections are relatively complex with a large number of variable parameters. The initial stiffness and moment of the joint are increases with the endplate thickness. The available rotation capacity decreases with the end plate thickness. This is particularly evident for the extended endplate configurations. Therefore, brittle components such as the bolts are likely to fail before the end-plate which behaves in a ductile manner. [3] Stiffeners are secondary plates or sections attached to beam webs or flanges to stiffen them against out of plane deformations. Almost large scale projects like main bridges beams will have stiffeners to enhance the performance of beams. Most of the stiffeners are attached vertically to the web but some very deep beams also have horizontal stiffeners. The advantage of stiffening of the end-plate is to provide a significant increase in the moment resisting capacity and the initial stiffness but lead to a reduction of the connection ductility. [4] experimental end plate connection model done by Wang M. [5]. The model consisting of a welded H- shaped beam H-300 200 8 12 (mm) and a welded H-shaped column H-300 250 8 12 (mm). Figure 1 shows the assembly of a beam and column. The bolts are grade 10.9 and size M20. The thickness of the end plate is 20 mm and all of the steel are made of grade S355. The layout of bolts and connection details is shown in Figure 2. The bolts were pre-stressed to 155 kn and 225 kn. Both ends of column were placed with fixed supports which prevent it to move in horizontal, vertical and out of plane directions. Moreover, it is also put the restriction on rotational movement in these three directions. The beam is considered the symmetrical conditions. Figure 1 Model with supports 2.0 SOFTWARE ANALYSIS In order to obtain an efficient and accurate model simulation method, the analysis was conducted in ConSteel 9.0 and a separate module CSJoint 9.0. All the analysis in CSJoint module is based on the standard procedure of Eurocode 3. -Part 1 to 8, these entire procedures are covered by the module, ConSteel. Both material and geometry nonlinearities were also considered. 2.1 Modelling The end-plate connection of steel frame consists of steel beam, column, end plate, rib stiffeners of end plate, column stiffeners and high strength bolts. In order to validate the accuracy and applicability of the end plate connection model, a simulation of Figure 2 Layout of flush end plate connection 2.2 Verification of Model The loads were applied at the end of the beams as shown in Figure 3 and the deflections were recorded. Experiment result shows linear result before 120 kn was applied to it and non-linear result after 120 kn. However, the comparison is slightly different because

97 H. F. Siuw & Mariati Taib / Jurnal Teknologi (Sciences & Engineering) 75:5 (2015) 95 100 there are restrictions of modeling pre-stressed bolt in the module. Therefore, the deflection is much larger than the experiment. The comparison result from the model in the linear phase compared well to the experiment result. Figure 4 shows the comparison of experiment result and model result. studied because they are the commonly used size of bolts. And grade 8.8 and 10.9 are mostly found in the major construction usage but only grade 10.9 is used in this research due to limitation of time. Plate dimensions are modified according to detail from experiment and grades S275 was applied because it is also generally used in construction. During the simulation, the position of loading must be applied precisely. That is because the position of loading will affect the moment applied on the connection. After the simulation, the end point shall mark correctly to obtain the accurate deflection. Figure 2 shows the layout of bolts of the flush end plate connection while layout of bolts of extended end plate connection is shown in Figure 5. Figure 3 Model under loading condition Figure 4 Point loads vs displacement The simulation of the model has limited information and need additional time to detail out of the information in order to capture the nonlinear behavior. 2.3 Parameters The deflections of the end-plate connections are relatively complex with a large number of variable parameters such as bolt sizes, bolt grades, types of connection, and grades of end plate. The simulations were carried out with two types of connection, namely flush end plate and extended end plate connection. The maximum load applied is according to the moment of each connection that was calculated by the module as local buckling failure is triggered if the imposed loads are exceeding the moment. The loads were acting on the beam as a point load at the end of the beam. Loads are increased with 5 kn and 10 kn intervals in order to capture detail deflections of the beam. Four bolt sizes M16, M20, M22 and M24 were Figure 5 Layout of extended end plate connection 3.0 DATA COLLECTION AND ANALYSIS The properties of flush end plate connection and extended end plate connection are calculated by the module and tabulated as Table 1 and Table 2 below. The deflections at the end of the beam caused by the amount of loads that was applied are shown in Table 3 and Table 4. Figure 6 and Figure 7 represent the graphical presentation. The maximum load that can be applied is calculated as equation below. Length of beam=maximum load

98 H. F. Siuw & Mariati Taib / Jurnal Teknologi (Sciences & Engineering) 75:5 (2015) 95 100 Table 1 Properties of flush end plate connection Bolt Size (knm) Maximum load M16 78.64 304.04 100 22 65.53 M20 93.40 415.70 100 19 77.83 M22 97.17 415.70 100 20 80.98 M24 98.12 415.70 100 20 81.77 Table 2 Properties of extended end plate connection Bolt Size (knm) Maximum load M16 109.99 415.70 100 22 91.66 M20 130.90 415.70 100 26 109.08 M22 135.55 415.70 100 27 112.96 M24 137.22 415.70 100 28 114.35 Table 3 Amount of displacement according to load for flush end plate Point load Displacement (mm) M16 M20 M22 M24 5.00 1.4 1.3 1.3 1.3 10.00 2.7 2.5 2.5 2.5 15.00 4.0 3.9 3.7 3.7 20.00 5.2 5.0 4.9 4.8 25.00 6.5 6.2 6.1 6.1 30.00 7.8 7.5 7.3 7.3 35.00 9.1 8.7 8.6 8.5 40.00 10.4 9.9 9.8 9.7 45.00 11.7 11.2 11.0 10.9 50.00 13.0 12.4 12.2 12.1 55.00 14.3 13.6 13.4 13.3 60.00 15.6 14.9 14.6 14.5 65.00 16.8 16.1 15.8 15.7 65.53 17.0 - - - 70.00-17.3 17.0 16.9 75.00-18.6 18.3 18.1 77.83-19.3 - - 80.00 - - 19.5 19.3 80.98 - - 19.7-81.77 - - - 19.7 Figure 6 Point loads vs displacement of flush end plate Table 1 and 2 clearly indicate that the major concern is on the moment capacity of the connection. Although the moment capacity is fully utilized but the shear capacity is only utilized a small portion of its shear capacity. Therefore, the maximum load that can be applied depends on the moment capacity of the connection. It is also shown that the moment capacity of extended end plate connection is larger than that of flush end plate connection. It also shows that the load that can be applied on extended end plate connection is greater than flush end plate connection. Table 4 Amount of displacement according to load for extended end plate Point load Displacement (mm) M16 M20 M22 M24 10.00 1.5 1.5 1.4 1.4 20.00 3.0 2.9 2.9 2.8 30.00 4.5 4.3 4.3 4.2 40.00 5.9 5.7 5.7 5.6 50.00 7.4 7.2 7.1 7.0 60.00 8.9 8.6 8.5 8.4 70.00 10.3 10.0 9.9 9.8 80.00 11.8 11.4 11.3 11.5 90.00 13.3 12.8 12.7 12.6 91.66 13.5 - - - 100.00-14.3 14.1 14.0 109.08-15.5 - - 110.00 - - 15.5 15.4 112.96 - - 15.9-114.35 - - - 16.0 Figure 7 Point loads vs displacement of extended end plate Both graphs show linear results where the beam can return to its original position if the load is removed. The deflection of the M22 and M24 in the linear region results in very close comparison overlapping and only appear M22 after 75 kn in Figure 6 and 90 kn in Figure 7. The M24 bolt has technically smaller deflection compared to M22 when the same amount of load was applied. From the graphs above, it is obvious that M16 has more deflection compared to others sizes of bolt when the same point load was applied. However, bolt sizes M20, M22 and M24 only have relatively small difference of deflection when the same point load

99 H. F. Siuw & Mariati Taib / Jurnal Teknologi (Sciences & Engineering) 75:5 (2015) 95 100 was applied. However, from Table 3 and 4, M24 only has slightly smaller deflection than M20 and M22 when the same point load was applied. 4.0 DISCUSSION AND RECOMMENDATION 4.1 Flush End Plate Connection In the case of flush end plate connection, moment and shear shown in Table 1 were calculated by the module. It is also expected to be stronger when the size of bolt is increased. The moment increased from 78.64 knm to 98.12 knm when the size of bolt is increased from M16 to M24. Meanwhile, the shear also increased from 304.04 kn to 415.70 kn. The shear does not change from bolt size M20 to M24. This is probably due to the maximum shear of the end plate and the beam. Plate shear occurs when the shear load exceeded 415.70 kn. Plate shear is the end plate or beam starts to deform before the bolt fracture. The moment capacity of the connection is fully utilized and shear is only utilized about 20% when the maximum load applied. The loads interval is 5 kn in this case because the maximum that applied on the M16 bolt connection is only 65.53 kn. Thus, more than 10 points for each different sizes of bolt can be used to plot a more accurate graph. The maximum loading that can be applied increased as expected from 65.53 kn to 81.77 kn. When the load applied is exceeded the maximum load calculated then failure such as local buckling and zone deformation between end plate and bolt will occur. The deflections of the beam can be observed clearly by the Table 1 and Figure 6 above. It shows that M16 has relatively smaller capacity and larger deflection occurred as compared to other sizes used when applied the same loading condition. On the other hand, M20, M22 and M24 have the similar results and M20 has the larger deflection while M24 has the smallest deflection when the same amount of loading is applied. M24 performs the most capacity and shows the smallest deflection among all. 4.2 Extended End Plate Connection and shear shown in Table 4.2 were calculated by the module. The result was expected to be stronger than flush end plate connection. It is also expected to be stronger same as the flush end plate connection while the size of bolt is increasing. The moment increased from 109.99 knm to 137.22 knm when the size of bolt is increased from M16 to M24. However, the shear of all the bolt sizes are the same as 415.70 kn. This is a similar case to flush end plate connection where plate shear occurs when the shear load exceeded 415.70 kn. The moment capacity of the connection is fully utilized but shear is increased from 22% with M16 bolts to 28% with M24 bolts when the maximum load applied. The loads interval is 10 kn in this case because the maximum load that was applied on the M16 bolt connection is only 91.66 kn. Thus, there are about 10 points for each different sizes of bolt can be used to plot a more accurate graph. The maximum loading that can be applied increased as expected from 91.66 kn to 114.35 kn. When the load applied is exceeded the maximum load calculated then failed through local buckling and zone deformation between end plate and bolt will occur. The deflections of the beam can be observed clearly by the Table 2 and Figure 7 above. It shows similar result from the flush end plate connection. However, the load capacity is much higher than flush end plate connection. It shows that M16 has relatively smaller capacity and larger deflection occurred as compared to other sizes used when applied the same loading condition. On the other hand, M20, M22 and M24 have the similar results and M20 has the larger deflection while M24 has the smallest deflection when the same amount of loading is applied. And M24 has the most capacity and smallest deflection among all. 4.3 Recommendation Overall, extended end plate connection has better performance than flush end plate connection. Although the number of rows of bolt is more in extended end plate than flush end plate but there is a significant growth of performance in extended end plate connection. In addition, the change of functionality of a structure is greatly depends on the strength of the structure. This is because a stronger structure is flexible of carrying loads that due to the change of functionality in future. Therefore, extended end plate connection is recommended in steel frame construction. From the results above, M24 has the best performance compared to other sizes of bolt in both cases. However, there is no significant difference of using M20, M22 and M24 size bolts. The optimum size that should be used would be M22 because its performance is at the middle of M20 and M24. On the other hand, M16 also can be used for connection of minor usage. Some of the connections require lesser moment and shear capacity in order to sustain imposed loading conditions. 5.0 CONCLUSION As a conclusion, model simulation by the software is able to capture the performance of the linear part. The simulated models are successfully performed and analyzed. In low rise building, extended end plate

100 H. F. Siuw & Mariati Taib / Jurnal Teknologi (Sciences & Engineering) 75:5 (2015) 95 100 connection and both bolt sizes M16 and M22 are recommended by their optimize performances. By the research, the objectives of the research are accomplished. The result is able to serve as the basis for improvements in the way buildings and connections are designed, constructed, maintained, and used as well as guidance for industry, safety officials and public safety. References [1] Tata Steel Europe Limited. 2014b. Connections [Online].Available: http://www.tatasteelconstruction.com/en/reference/tea ching-resources/architectural-teachingresource/elements/connections [Accessed 5 May 2015]. [2] Zallen, R. M. 2001. Collapse of Structural Steel Framing During Construction. Zallen Enginerring Forensic Engineering In Construction. [3] Girão Coelho, A. M. & Bijlaard, F. S. K. 2007. Experimental Behaviour of High Strength Steel End-plate Connections. Journal of Constructional Steel Research. 63: 1228-1240. [4] Abidelah, A., Bouchaïr, A. & Kerdal, D. E. 2012. Experimental and Analytical Behavior of Bolted End-plate Connections With or Without Stiffeners. Journal of Constructional Steel Research. 76: 13-27. [5] Wang, M., Shi, Y., Wang, Y. & Shi, G. 2013. Numerical Study On Seismic Behaviors of Steel Frame End-plate Connections. Journal of Constructional Steel Research. 90: 140-152.