Numerical Modelling of Semi-rigid Connection with High Strength Steel

Transcription

1 Study of Civil Engineering and Architecture (SCEA) Volue 2 Issue 2, June 23 Nuerical Modelling of Sei-rigid Connection with High Strength Steel Syahril Taufik Departent of Civil Engineering, Labung Mangkurat University Banarasin 723, Indonesia syahril_taufik@unla.ac.id Abstract This work offers a three-diensional finite eleent odel of a flush end plate connection and the full interaction between plate coluns is siulated by contact eleent using ANSYS. software aid. The analysis results of the oentrotation relationship and behaviour characteristic of the connection with high strength steel are copared and discussed. The oent capacity prediction of flush end plate connections based on EC3 has been shown to be reasonable copared with finite eleent (FE) odeling. The proposed FE connection odel is capable of predicting the ultiate load capacity and the plastic strain pattern with good accuracy. The odel presented gives excellent results for increasing the connection capacity significantly due to eployed higher strength steel section. The four paraeter odel is proposed to predict M θ odel through curve fitting for FEP connection with high strength end-plate. Keywords Flush End Plate; High Strength; Failure Mode; Moent-Rotation Introduction Nuerical odelling by finite eleent analysis of bea-colun connection has been done by any researchers. Three diensional finite eleent (FE) odels have been well verified with experiental results. More recent studies using FE odelling have focused ostly on top-and-seat angle and end plate connections. FE odel fro Bose et al. (996), Bursi et al. (998), Maggie et al. (25) have been considered by solid eleents, whilst Bahaari et al. (996) and Shearbourne et al. (996) have proposed odel with shell eleents. Danesh F, et al. (27) consider a top and seat angle without web angle connection under effect of shear force on the initial stiffness. Taufik and Xiao (25) have studied the behaviour of angle bolted connection by applying high strength steel with shell eleent odel. There is a very little inforation about the bea-colun bolted connection with high strength steel, which Puthli et al. (2) and Moze et al. (25) have been only pointed out experient testing on siple bolted connection. In this study, a refined 3D odelling of bolted connection are perfored recognizing contact effects and bolt geoetry. Since the pretension of the bolts and slip are ost iportant paraeters of connection behaviour by Citipitouglu et al. (22), therefore the bolt odel and contact eleent require considered odel as accurate as possible. The odelling approach is still required siplifications by a half odel in order to reduce the coputational effort. Solid eleents with syetrical boundary condition are considered in order to eliinate generating various types of detailed 3D geoetries. The odel of shank and bolt hole is introduced for refining previous odel as conducted by previous finite eleent odelling. Moze et al. (25) produced experiental testing data on high strength steel. Taufik et al. (2) investigated behaviour of partially restrained connection with high strength steel with refined four paraeter power odel to predict M θ odel through curve fitting. Taufik et al. (26) conducted siplified finite eleent odelling of bea-colun bolted connection with shell eleent. Various grades of high strength steel end-plates are siulated to investigate the connection behaviour. Taufik et al. (26) investigated behaviour of flush end plate connection with high strength steel using threediensional finite eleent odelling. Various grades of high strength steel end-plates are siulated to investigate the connection behaviour. Balc et.al (22) presents the analysis with finite eleents of a steel oint with end plate and prestressed bolts, using the ABAQUS finite eleent software code. The results obtained after the nuerical siulation were copared with the experiental data in order to validate the odel. Fanning et al. (2) investigated behaviour of sei-rigid bolted end-plate connections with nonlinear finite eleent analysis. Connection Configuration Flush end plate (FEP) connections are designated in 38

2 Study of Civil Engineering and Architecture (SCEA) Volue 2 Issue 2, June 23 provision of sei-rigid connection. FEP connection is able to transfer not only the vertical reaction but also soe end oent of the bea to the colun. The geoetry of the FEP is based on two different sizes of beas and coluns with all the connection parts are kept in sae size, whilst the end-plates are claped on colun flanges. The only higher strength of the end-plate is applied to keep the original connection geoetry for iproving the oent and rotational capacity, whilst the other connection ebers are kept with carbon steel. The FEP connection paraeter is depicted in TABLE. The configuration detailing of FEP connection in the non-linier finite eleent odelling is illustrated in FIG.. TABLE FEP CONNECTION PARAMETERS bea, and S69 endplate as shown in TABLE 2. The FE analysis results of the FEP connection are presented in coparison with the test results. Coparisons are ade with experiental results obtained fro Siões da Silva et al. (2), Bose (998), and Coelho et al. (2). The connection geoetry is shown in FIG. 2, and the connection paraeter is detailed in Table 2. Bea and colun for FEP-a are designated as IPE24 and HEA24, respectively, whilst 46x78x6UB and 254x254x 73UC are used for FEP-2a, and HE32A and HE3M are used for FEP-3. Bolt gauge on colun flange (g) and bolt spacing (p) are 98. and 58. for all type FEP connections, except 5, and 6 for FEP-3. TABLE 2 MATERIAL PROPERTIES FOR FE MODEL Type Bea End-plate Bolt - grade g () p () r () Specien Steel grade fy (MPa) fu (MPa) fy / fu FEP- a FEP- 2a FEP- 3a IPE24 46x78UB HE32A 268x6xtep 46x2xtep 36x3xtep M2.9 M M colun (-2) S bea (-2) S colun (3) S bea (3) S bolt () Grade Stiffener Bolt r bolt (2) Grade bolt (3) Grade end-plate (-2) S End-plate end-plate (hss-) S Colun p end-plate (hss-2) S Bea Stiffener r 9 8 Bolt End-plate Bea Moent (KN.) g Colun flange FIG. FE MODELLING CONFIGURATION OF THE FEP CONNECTION Steel aterial properties for FE analysis is based on experiental data. All steel aterials for connection used are S275, M24 bolts grade 8.8 and M2 bolts grade., except for FEP-3a using S355 colun and 2 FE FEP-a (tep=5) Experiental F (da Silva 2) Rotation θ (Rad) FIG. 2 VALIDATION OF FE MODELLING AGAINST TEST RESULT; FEP-A CONNECTION Different thickness of higher strength end-plate (tep) are applied. The end-plates are deterined with different high strength steel grade, whilst the bea 39

3 Study of Civil Engineering and Architecture (SCEA) Volue 2 Issue 2, June 23 and colun are kept to ild carbon steel. TABLE 3 shows the configuration of finite eleent odel for the FEP connections. Connectio n destinatio n TABLE 3 FEP CONFIGURATION PARAMETER FOR FEA Bea size Stiffene r () Plate grad e tep ( ) g ( ) p ( ) FEP-a IPE24 N/A S FEP-b IPE24. S FEP-c IPE24 N/A S FEP-d IPE24. S FEP-d* IPE24. S FEP-e* IPE24. S FEP-f* IPE24. S EP-g* IPE24. S FEP-2a FEP-2b FEP-2c FEP-2d 46x78U B 46x78U B 46x78U B 46x78U B N/A S S N/A S S FEP-3a HE32A N/A S FEP-3b HE32A N/A S FEP-3a* HE32A N/A S FEP-3b* HE32A N/A S r = 55 for FEP- and FEP-2, and r = for FEP-3 Nuerical Modelling The ANSYS version. which is a general purpose finite eleent package is selected to carry out nuerical odelling analysis (ANSYS, 24). Non linear flush end plate connection odel is syetric about the centre of the bea web and no lateral displaceent is assued, so only one side of the plane of syetry is odelled. The geoetry of the odel now represents one half of the full scale connection in the ters of area and oent of inertia, so the capacity of the connection odel is only a half of the actual load capacity. The following ANSYS eleent types are used for only one half of an entire flush end plate connection. Eight node isopraateric plastic solid eleents, SOLID45, are used to odel bea, colun and end-plate. Bolt head and nut are idealized using eight-node isoparaetric solid eleents, i.e. SOLID45. Bolt shank is odelled using twelve 3D spar eleent of LINK8 eleents. The interactions between angle and colun or bea are siulated by CONTACT78 eleents. The bolt head and nut are odelled as hexagons. The bolt shank is odelled using spar eleent connecting the farthest corner nodes of head and nut to each other. The effective area of the bolt is split one twelfth equally aong the spar eleents. The bolt holes are odelled as circular in M22 diaeter holes. Bolt pretension caused by bolt tightening is siulated by applying equivalent initial strains for bolt shank eleents. Initial strain value of bolt pretension is used according to the bolt pretension calibration curves as designated by Citipitiouglu et al. (22). Since the bolt is tightened, the head and/or nut stay in close contact with their connecting angles and flanges, therefore the bolt share their nodes with the plate ones. Interface eleent is considered to accoodate the effect of friction and slip. Friction coefficient value is used to capture experiental response and previous FE odelling. The odel of interface eleent is designated as a line of 3D node to node contact eleent with coincident nodes. The interface eleents connect the nodes at the back of the end-plate to corresponding nodes at the colun flange. The external onotonic static point load is applied in increents to obtain a converged solution to a nonlinear analysis. The autoatic tie stepping is on with the iniu tie step increent is set for gaining load sub step result at the last step. The convergence criterion is based on the force and displaceent for tracking the axiu plastic strain step. The deforation easureent is based on the deforation of the angle. The relative displaceents at the locations of the bea tension and copression flanges were used to find the rotation of a connection. The rotation of connection is defined as relative horizontal displaceent over the depth of the bea easured fro the centre of top flange to the centre of botto flange. The ost iportant aspect of seirigid connection behaviour is the oent-rotation (Mθ) relationship. Flush end plate connections represents flexible connection due to the geoetry displaceent of end-plate. The oent rotation curve of the connection is based on the siple relations: M = Fd, θarctanh where M is the oent, θ is the rotation of the connection, F is twice as uch as the applied point load, d is the length of the bea, is relative displaceent of the bea and h is the depth of the bea easured fro the centre of top flange to the centre of botto flange. The finite eleent odels were validated against the recorded load- 4

4 Study of Civil Engineering and Architecture (SCEA) Volue 2 Issue 2, June 23 displaceent curves fro the tests. As the initial stiffness of the endplate connection is governed by the geoetry of the endplate, the nonlinear behaviour is related to aterial properties. To establish the effects of end-plate configurations, plate thickness and strength are selected as two ain paraeters. Multi-linear elastic-plastic approach is used to deterine the aterial properties of high strength steel for the FE odel, whilst the yield stress is defined as.2% proof stress. By these paraeters cobination, various oent-rotation curves can be obtained fro 3D nonlinear finite eleents analyses. In order to increase the connection capacity, the higher strength end-plates are applied with different thickness. Bolt gauge, bolt spacing and bolt diaeter are kept in the sae value. Plots of the Von Mises equivalent stress and plastic strain were used to assess the predicted yield line patterns. Mild carbon steel S275 was used for beas and colun with yield stress of 3 MPa and Young odulus of 2 GPa. High strength bolts of M2 and M24 grade 8.8 with yield stress of 8 MPa are applied for all types of connections. Multi-linear elastic-plastic approach is used to deterine the aterial properties of bea, colun and angle for the FE odel. Multilinear elastic-plastic approach is used to deterine the aterial properties of high strength steel for the FE odel, whilst the yield stress is defined as.2% proof stress. Material properties of carbon steel grade S355 and high strength steel grade S55 (hss-) and S69 (hss-2) are used for the FE odels as depicted in Table 2, whilst a Poisson s ratio is.3. The FEA results are shown in Figures 5 to 8. A close correlation between the odel and test was observed, with a good coparison of the stiffness and oentrotation capacity. The analysis result of the FEP connections is presented in Figures 2, 3, and 4. The FE odels show ultiate oents of 87.2, 66.5, 3.5 and 2. kn., respectively. FIG. 4 shows different shape of M θ curve copared with Figures 2 and 3, which it was considered local softening effect after ultiate oent reached. Coparison between the Finite Eleent Analysis and test results for the FEP connections is presented in TABLE 4. The FEA results are shown in FIG. 5 to 8. A close correlation between the odel and test was observed, with a good coparison of the stiffness and oent-rotation capacity. The analysis result of the FEP connections is presented in Figures 5 to 8. The FE odels show ultiate oent of 87.2 kn., 66.5 kn., 3.5 kn. and 2. kn., respectively. Coparison between the FEA and test results for the FEP connection is presented in TABLE 4. Moent (KN.) Moent (KN.) FE FEP-2a (tep=2) Experiental Test-3 (Bose 998) Rotation θ (Rad) FIG. 3 VALIDATION OF FE MODELLING AGAINST TEST RESULT FEP-2A F2EP-5_2 (Test-Coelho,27) FE FEP-3a* (tep=4.7) F2EP-_2 (Test-Coelho,27) FE FEP-3a (tep=.2) Rotation θ (Rad) FIG. 4 VALIDATION OF FE MODELLING AGAINST TEST RESULT FEP-3A Moent (KN.) FEP-b (S55-tep=2) FEP-c (S55-tep=5) FEP-d* (S69-tep=2) FEP-e* (S55-tep=5) FEP-f* (S69-tep=5) FEP-g* (S55-tep=8) Rotation θ (Rad) FIG. 5 MOMENT-ROTATION RELATIONSHIP OF THE FEP- MODEL; M22 BOLTS 4

5 Study of Civil Engineering and Architecture (SCEA) Volue 2 Issue 2, June 23 9 TABLE 4 COMPARISON FEA AGAINST TEST RESULTS Connection FEA result Test result Moent (KN.) Rotation θ (Rad) FIG. 6 MOMENT-ROTATION RELATIONSHIP OF THE FEP- MODEL; M2 BOLTS 2 FE FEP-a (tep=5) FE FEP-b (tep=5) FE FEP-c (tep=5) FE FEP-d (tep=5) destination Rki Mu θmu Rki Mu θmu FEP-a FEP-2a FEP-3a FEP-3a* Rki in kn./rad); Mu in kn. ; θmu in Rad Mode () d d l Mode (2) 5 9 Mode (3) Moent (KN.) Moent (KN.) FIG. 7 MOMENT-ROTATION RELATIONSHIP OF THE FEP-2 MODEL; M2 BOLTS FEP-2d (S69-tep=5) FEP-2c (S69-tep=5) FEP-2b (S55-tep=5) FEP-2a (S55-tep=5) Rotation θ (Rad) FEP-3b* (S69-tep=5, M27 bolts) FEP-3b (S69-tep=5, M24 bolts) FEP-3a* (S69-tep=, M27 bolts) FEP-3a (S69-tep=, M24 bolts) Rotation θ (Rad) FIG. 8 MOMENT-ROTATION RELATIONSHIP OF THE FEP-3 MODEL; M24 BOLTS FIG. 9 EFFECTIVE LENGTH leff OF EQUIVALENT T STUB AND THREE POSSIBLE MODES OF YIELDING The FEP connections based on FEM with stiffened and un-stiffened colun are also analyzed using design equations to odern design codes EC3 (CEN, 993). The design tension resistance of the colun flange and of the end-plate are given in ters of equivalent T- stub. The effective length leff of plate and colun flange is based on the yield line patterns around bolt holes and should be taken as the height of the end plate d as shown in FIG. 9. The sallest value for the three possible odes of the yielding is chosen fro equation, 2 and 3 as follows: F F t. t. 2 4(.25 eff t y f y / γ M ) = () 2 2(.25 eff t y f y / γ M ) + nσbt. = + n (2) F t. = ΣBt. (3) Deterine the design value of the oent resistance of the connection M based on the bolt-rows in the reduced tension zone, fro: M 2 Σhi = Fti. ( ) (4) h 42

6 Study of Civil Engineering and Architecture (SCEA) Volue 2 Issue 2, June 23 Moent connection capacity of the FE result and the EC design prediction for high strength FEP connection has been copared. The coparisons of the ultiate oent fro FEA with diffrenent steel grade of endplates are ade within stiffened (s) and unstiffned colun (n). TABLE 5 indicates the observed failure oents fro the FE analyses, copared with the design predictions. Plots of von Mises stress contours of the FEP connection with S275 and S355 colun are shown in Figures and. A siginificant change of axiu stresses shows the value of MPa to MPa, respectively. TABLE 5 ULTIMATE MOMENT AND FAILURE MODE OF FEP MODEL Connection destination Colun (stiffened) End-plate (),grade Mult (FE) (kn.) Mult (EC3) (kn.) failure ode FEP-a S275 (n) 5., S cf(2) FEP-b S275 (s) 5., S cf(2) FEP-c S275 (n) 5., S cf(2) FEP-d S275 (s) 5., S cf(2) FEP-d* S275 (s) 2., S cf(2) FEP-e* S355 (s) 5., S ep(2) FEP-f* S355 (s) 5., S cf(2) FEP-g* S355 (s) 8., S cf(2) FEP-2a S355 (n) 5., S ep() FEP-2b S355 (s) 5., S ep(2) FEP-2c S355 (n) 5., S cf(2) FEP-2d S355 (s) 5., S cf(2) FEP-3a S355 (n)., S ep() FEP-3b S355 (n) 5., S bf(2) FEP-3a* S355 (n)., S ep() FEP-3b* S355 (n) 5., S cf(2) cf(2): colun flange ode 2; ep() (2): end plate ode or 2; bf(2): bolt failure ode FIG. STRESS CONTOURS OF THE FEP MODEL WITH S275 COLUMN; UNIT IN MPA FIG. STRESS CONTOUR OF THE FEP MODEL WITH S355 COLUMN; UNIT IN MPA Fro the results in TABLE 5, it can be seen that the designs are soewhat conservative despite the oission of factors of safety. The FE odel of the FEP connection with thin end-plate and low bea depth shows significant results close to EC3 prediction, and also for connection with thicker end-plate and higher bea depth. Modern design ethods such as EC3 use yield line analyses of the end plate to predict the capacity of the tensile region. At the ultiate load, the failure ode type () which is coplete yielding of the colun flange occurred for alost all of the FEP connection except for thinner S55 and S69 end-plate of the FEP connection on the end-plate. The finite eleent odel was used to confir the predictions by studying the yielding of the end-plate and colun flange. Waiving of colun web stiffeners is not advisable because their absence causes preature failure in the colun flange. This consequently leads to a drastic drop in oent and rotation capacities. The ultiate oent of S69 5. thick end-plate without colun stiffener reached 96. kn., and it can be increased by 2.3 kn. if the colun stiffeners exist. However, a connection with colun web stiffeners is advisable because their presence increases oent capacity up to 2%. Plots of von Mises stress contour of the FEP connection with the 5 thick S69 end-plate and S355 colun are presented in FIG. 2 and 3. Plastic deforation of S69 end-plate is shown in FIG. 4. The axiu stress of end-plate and the ultiate stress of closely reach the ultiate stress and also for the colun flange stress. The ratio between axiu stress and the ultiate stress of the end-plate is 99.%, whilst the ratio between axiu stress and the ultiate stress of the colun flange is 86.%. The effect of plate thicknesses gives significant change of the initial stiffness, whilst the thin higher strength endplate will be ore pronounced on the oent capacity of connection. 43

7 Study of Civil Engineering and Architecture (SCEA) Volue 2 Issue 2, June 23 ANSYS FIG. 2 STRESS CONTOUR OF THE S355 COLUMN FLANGE FIG. 3 STRESS CONTOUR OF THE S69 ENDPLATE.286E FIG. 4 PLASTIC DEFORMATION OF THE S69 END-PLATE Analytical Model for Moent-Rotation The stiffness of any sei-rigid connection is dependent upon the oent-rotation characteristic associated with the connection. Many attepts have been ade to establish curve-fitting techniques that can be used to provide suitable odels for sei-rigid connections. Abolaali et.al (25) have developed oent rotation odel equations for flush end-plate connections. It was shown that both odels predicted the M θ plots closely, with the ore accurate odel being the Three-Paraeter Power odel. The Three- Paraeter Power odel was originally proposed by Richard and Abbott (975) and Chen and Kishi (989) to predict the oent rotation (M θ) characteristics of PR connections. The M θ data points obtained fro these analyses were curve fitted to Equations 5 and 6 by iniizing their error-square to obtain odel paraeters Mu, n, q, and θ. Consequently, regression equations were developed for the aforeentioned paraeters of each equation in ters of geoetric variables of the connection region. The three paraeter is expanded into a proposed equation to accoodate change in the curve shape due to non-linear behaviour of different steel grade of each eber of the connection as defined by Taufik et al. (2). The rigidity paraeter n is be exploded into paraeter q, with the dependent variables are considered, the prediction equations is defined as: R ki θ M = (5) [ ( ) ] n + θ / θ q where Mu = ultiate oent capacity (kn.) n = rigidity paraeter q = rigidity paraeter Rki = initial connection stiffness (kn./rad) θ = reference plastic rotation defined by: θ = Mu / Rki (6) In this study, several test cases selected using the FEM connection odel developed in previous section. The M θ data points obtained fro the analysis were curve fitted to obtain odel paraeters. Consequently, regression equations were developed for the aforeentioned paraeters of each equation in ters of geoetric variables of the connection region. In the developent of the prediction equations, the independent variables (connection geoetric variables) are defined as: g = the gage distance db = the noinal bolt diaeter pf = the bolt pitch hb = the bea depth tep = the thickness of end-plate tcf = the thickness of colun flange Fyp = aterial yield stress of end-plate Fyc = aterial yield stress of colun Unit of independent variables: and N/ 2 Using these results and the ultiple regression 44

8 Study of Civil Engineering and Architecture (SCEA) Volue 2 Issue 2, June 23 technique, a prediction equation was developed for each independent paraeter using the following general for: R ki = Aa n = = Ca y w ; x M u = Ba ; ; z q = Da where A, B, C and D are unknown coefficients, a is the th independent paraeter, w, x, y, and z are the exponents to be deterined through regression, and is the nuber of independent paraeters considered. Taking logariths of both sides of the forulae in Equation (7), linear fors of these forulae are obtained as: ln M u ln R ki (7) = ln A + w ln a (8) = ln B + x ln a (9) ln n = ln C + y ln a () ln q = ln D + z ln a () Multiple regression using spreadsheet software is applied to each forula in Equations 8 to to deterine the coefficients A, B, C, D, w, x, y, and z. Fro regression analyses, Equations 2 to 5 represent independent paraeters of the design equation for ultiate oent, reference plastic rotation, and rigidity paraeter. Sensitivity and error band analyses were conducted to validate the behaviour of each equation to the variation of independent variables and the error associated with each equation, respectively. The design equations for the four dependant paraeters of the flush end plate connection based on Taufik et al. (2) are obtained as: Rki = 62.2 g.77 pf.28 db.34 tep.7 (N./rad) (2) Mu = 3.57 db.76 tep.82 hb.37 tep.25 Fya.85 (N.) (3) n = 2.22db.25 pf.64 hb -.82 tep.28 tcf -.77 Fyp.25 Fyc -.24 (4) q = 23.db.25 pf.64 hb -.82 tep.27 tcf -.78 Fyp.29 Fyc -.28 (5) TABLE 6 below presented the paraeter values for power odel obtained through curve fitting for high strength FEP connection. Paraeter n and q indicate rigidity paraeters influenced by different steel grades of end-plate. Coefficient correlations r indicates level of accuracy of curve fitting fro FEM results copared by proposed equations. TABLE 6 PARAMETERS VALUES FOR POWER MODEL Connection Rki Muc n q r FEP-c FEP-g* FEP-d* FEP-2a FEP-2b FEP-2c FEP-2d FEP-3a FEP-3b FEP-3a* FEP-3b* n, q = rigidity paraeter; r = coefficient correlation; Rki in kn/rad; Muc in kn. FIG. 5 shows coparisons between typical FEM M θ results and the predicted proposed M θ odel values for each connection obtained fro TABLE 4. It can be seen fro these figures that the predicted curves give very close correlation with FEA results Moent (kn.) FIG. 5 FEM RESULTS VS PROPOSED EQUATIONS Conclusion FEM Result (FEP-d*) Proposed Equation (FEP-d*) FEM Result (FEP-b) Proposed equation (FEP-b) Rotation (Rad) A three-diensional finite eleent odel of a flush end plate connection is presented. Three different steel grades of end-plate properties are investigated. Conclusions are drawn based on the research. a) The high strength end-plate gives significant proportion of axiu stress distribution, whereas the bea and colun are kept to ild carbon steel. b) The results obtained fro the FEA for the oent-rotation curves of different speciens of end-plate connection are within the range of 3% to 5% copared to the experiental results. c) However, connection with colun web stiffeners is advisable because their presence increases 45

9 Study of Civil Engineering and Architecture (SCEA) Volue 2 Issue 2, June 23 oent capacity up to 5%. d) It can be observed that, if thickness of end-plate is bigger than the thickness of colun flange, the oent capacity of the connection will not be increased in clearly due to excessive deforation of colun flange and web. e) Thick high strength end-plate connections provide additional rotational stiffness and oent capacity but the rotation capacity ay be coproised by bolt failure. This type of failure ode is not acceptable for sei-rigid frae design because a large rotation capacity is required to allow oent redistribution. f) The oent capacity prediction of EC3 has been shown to be reasonable. The nature of the failure ode was predicted reliably for the sei-rigid connections studied. g) A power odel expression was proposed to predict the ultiate oent and initial stiffness of the high strength FEP connection. The expression is a function of the corresponding strength of the end-plate and colun flange. A reasonably good prediction was obtained for high strength sei-rigid connection. REFERENCES Abdel-Rahan N. and Sivakuaran K.S., Material Properties Models for Analysis of Cold-Fored Steel Mebers, Journal of Structural Engineering ASCE, Vol.23 No.9, Abolaali A., Matthysa J.H., Farooqib M., and Choic Y. (25), Developent of Moent Rotation Model Equations for Flush End-plate Connections, l of const steel res ANSYS docuentation. Manual Set and Theory Reference Manual, Software Technology, Ansys Inc. 24 Bahaari M.R. and Sherbourne A.N., 3D Siulation of Bolted Connections to Unstiffened Coluns-II. Extended Endplate Connections, J Construct Steel Res, 4:3, Balc R., Chire A. and Chira N. Finite Eleent Analysis of Bea to Colun End Plate Bolted Connection. Acta Technica Napocensis: Civil Engineering & Architecture Vol. 55 No.. 22 Bose B., Design Resistance of Unstiffened Colun Web Subect to Transverse Copression in Bea-Colun Joints, J Const. Steel Res.45 (): Bose B, Sarkar S, and Bahrai M., Extended Endplate Connections: Coparison between Three-diensional Nonlinear Finite-Eleent Analysis and Full-scale Destructive Tests. Structural Engineer Rev;8(4): Bursi O.S. and Jaspart J.P., Basic Issues in the Finite Eleent Siulation of Extended Endplate Connections. Coputers Structure; 69: Broderick BM, and Thoson A.W., Cyclic Testing of Flush End-plate Sei-Rigid Steel Connections. In: Proc. of the STESSA, Chen WF, Goto Y, Liew JYR., Stability Design of Sei-rigid Fraes. Wiley, New York Chen WF, Kishi N., Moent Rotation Relation of Top and Seat Angle Connections. Proceedings of the International Colloquiu on Bolted and Special Connections, CE-STR Citipitouglu A.M., Ha-Ali R.M. and White D.W., Refined 3D Finite Eleent Modeling of Partially Restrained Connections Including Slip, J. Construct Steel Res, 58:5-8, Coelho J. et al., Experiental Behaviour of End-plate Beato-colun Joints under Bending and Axial Force, Database reporting and discussion results of ECCS Technical Coittee Connections TWG.2 eeting in Lublana. 2. Danesh F, et al., Effect of Shear Force on The Initial Stiffness of Top And Seat Angle Connections with Double Web Angles. J. Const. Steel Res. doi:.6/.csr ENV Eurocode 3: Design of Steel Structures, Part.3: General Rules, Suppleentary Rules for Cold Fored Thin Gauge Mebers and Sheetings, CEN European Coittee for Standardisation, Eurocode 3: Design of Steel Structures, Part.: General Rules for Buildings. DD ENV Fanning P., Tucker M. and Broderick B., "Nonlinear Finite Eleent Analysis of Sei-Rigid Bolted End-Plate Connections", in Coputational Techniques for Materials, Coposites and Coposite Structures, B.H.V. Topping (Editor), Civil-Cop Press, Edinburgh, 2. doi:.423/ccp

10 Study of Civil Engineering and Architecture (SCEA) Volue 2 Issue 2, June 23 Maggi Y.I, et. al., Paraetric Analysis of Steel Bolted End Plate Connections Using Finite Eleent Modelling, J Construct Steel Res, 6, Moze P. et al., Bolted Connections Made of High Strength Steel S69, ECCS_ TC-5-587, Paris. 25. Puthli R. and Fleischer O., Investigations on Bolted Connections for High Strength Steel Mebers, J Construct Steel Res, 57:, Richard RM, Abbott BJ., Versatile Elastic plastic Stress strain Forula. J Eng. Mech. Division, ASCE; (EM4): Sherbourne A.N. and Bahaari M.R., 3D Siulation of Bolted Connections to Unstiffened Coluns-I. T-stub Connections. J Construct Steel Res, 4:3, Siões da Silva, L., Santiago, A. and Vila Real, P. (2), A Coponent Model for the Behaviour of Steel Joints at Elevated Teperatures, J. Construct. Steel Research, 57, pp Taufik S. and Xiao R.Y., 3D Finite Eleent Predictions of Angle Bolted Connection with High Strength Steel, Proc. of the 4th Int. Conf. on Advance in Steel Struct., Shanghai China, Vol. II, Taufik, Syahril et al., Predicted Behaviour of Partially Restrained Connection with Cold Fored High Strength Steel by 3D Finite Eleent Modeling, Adv. Mat. Res. Vol , Taufik, Syahril and Xiao R.Y., Siplified Finite Eleent Modelling of Bea-Colun Bolted Connection with Shell Eleent, Proc. of the 8th Int. Conf. on Cop. Struc. Tech., Civil-Cop Press, Stirlingshire, UK, Paper Taufik, Syahril and Xiao R.Y. (26), Three-Diensional Finite Eleent Modelling of Flush End Plate Connection with High Strength Steel, Proc. of the 8th Int. Conf. on Cop. Struc. Techn., Civil-Cop Press, Stirlingshire, UK, Paper Syahril Taufik, graduated fro Labung Mangkurat University Indonesia earning Ir degree in civil engineering. In 995, graduated fro University of Sheffield UK earning M.Sc.Eng. degree in civil and structural engineering. He got Ph.D. degree in civil and coputational engineering fro Swansea University UK. Fro 99 to 23, he worked as a lecturer in structural engineering courses for undergraduate and postgraduate students at Labung Mangkurat University. His aor field of research interest, ostly in steel structure and finite eleent odelling. He is also working as technical advisory in several building structure proects and a eber of Indonesian Civil and Structural Engineering Society. Dr. Taufik published ore than papers in European technical ournals and conference proceedings. The following are exaples of his publications: Predicted Behaviour of Partially Restrained Connection with Cold Fored High Strength Steel by 3D Finite Eleent Modeling, 2 Coputational Frae Analysis of Partially Restrained Connection with Strain Softening Effect, 29 Nuerical Modelling of the Effect of Openings in the Coposite Bea Flange to the Coposite Connection, 29 Three-Diensional Finite Eleent Modelling of Flush End Plate Connection with High Strength Steel, 26 47