comparative study of conventional connection and...

International Journal of Control Theory and Applications95

Comparative Study of Conventional Connection and RBS

Devraj Sa, Shreya Naikb, Harsh Naikc, and V. VasugidaPhD Scholar, Structural Engineering Division, SMBS, VIT University-Chennai Campus, Chennai-600127 b,cM.Tech Students, Structural Engineering Division, SMBS, VIT University-Chennai Campus, Chennai-600127 dFaculty, Structural Engineering Division, SMBS, VIT University-Chennai Campus, Chennai-600127

Abstract: For any type of structure it is necessary to remain elastic during earthquake. The failure of any structure due to earthquake is commonly at the column-beam connection. So it is necessary to make the joint capable to withstand the load. For that purpose semi rigid connection are more preferable according to recent studies Compare to rigid connections. So, in this paper the comparative study is carried out by analyzing bolted (as semi rigid connection) and welded( as rigid connection) column-beam connections, using an end plate for bolting connection and bottom seat angle- top clip angle for welded connection to connect the members. The behavior of both types of connection is analyzed under monotonic loading and the best model is identified. For the further modification of the connections two options are available in FEMA and AISC 358-10 code. One of the method to modify the connection is by weakening the beam section and the weakening can be done either by cutting the beam flange or beam web. So the main objective of this research is, to study the behavior of RBS with two approaches 1) flange cutting and 2) web opening. End plate Bolted connection is used to connect column with beam. The Analysis is carried out by Appling both monotonic and cyclic loading in FEA software.Keywords: Special Moment Resisting Frame, Column-beam joint, Bolted connection, Welded connection, End-plate, Moment-Rotation curve, Reduse Beam Section, Flange Cut, Web Opening.

INtRoDuCtIoN1. In steel moment resisting frames unexpected damage occurs generally at the beam to column connection. Which cause brittle failure of the structures. One of the reason of this failure is the improper design of connection. To overcome this failure different approaches were made for design of column to beam connection.

The behavior of beam-column joint plays an important role in any steel moment resisting frames.

Since beam-column connection plays a vital part in any structure to prevent the failure of structure, it is necessary to know the characteristics of connection and type of connections like rigid, semi rigid or flexible connection.

The required criteria for any earthquake resistant structure are:

International Journal of Control Theory and Applications

ISSN : 0974-5572

„ International Science Press

Volume 9 • Number 51 • 2016

Devraj S, Shreya Naik, Harsh Naik, and V. Vasugi

International Journal of Control Theory and Applications 96

(a) Sufficient strength

(b) Adequate stiffness

(c) Large ductility

(d) A good configuration

There are some other criteria which give the requirement of beam-column connection to avoid failure of connection, such as:

1. Beam-column connections are required to remain elastic and inelastic failure or brittle failure should not occur in connection elements.

2. Beam-column connection are required to resist the probable maximum bending moment and corresponding Shear which occurs due to seismic shaking when plastic hinge formed.

The widespread damage that had been occurred in past earthquakes led to investigate the failure causes and to the development of alternative connection designs for moment connections. Regarding to this, many solutions have been proposed for moment resisting connection in steel buildings.

Two main concepts have been developed for the provision of high ductility and reliable performance:

1. Strengthening the connection by providing additional connection reinforcements like cover plates, haunches etc,

2. Weakening the beam away from the column face

The main reason to provide reinforcement is to get beam-column connection stronger than that of beam section.

These reinforcements make the plastic hinge to form away from the column face. But the disadvantage of providing reinforcement is that it increases the cost and with use of excessive reinforcement, problems may occur due to very large requirement of weld and higher degree resistant.

An alternative proposed to the reinforcement provision in moment connection with the same benefits and which may avoid the disadvantages, is the Reduced Beam Section (RBS) connection. RBS is weakening strategic by trimming the beam flange at the shorter distance from the column face. It is advisable to provide RBS connection because it reduces the shear force in panel zone and stiffeners can be avoided. By using RBS the most important criteria require for column-beam connection as strong column-weak beam can be achieved.

LIteRatuRe ReVIew2. In the most of the cases it is assumed that Column-Beam joints are ideally pinned or fully rigid. In pinned condition no moment can transfer from beam to column, which means connection doesn’t have rotational stiffness so moment can’t be transfer only shear force and axial force can transfer. While in fixed condition all kind of loads can transfer from beam to column. Behavior of this type of joint is observed from the analysis of the structure. But in real cases, joints have some finite stiffness which is called semi-rigid joint. In previous years different analysis methods evolved to obtain the structural response of semi-rigid joints like slope-deflection method, moment distribution methods [1], complex iterative analysis methods [2-4] and matrix stiffness method [5-7].

Research bank can be use for validation of models and for prediction of behavior of connection according to the geometrical and mechanical properties [8-20]. Wilson and Moore [21,22,23] studied the moment-rotation



curve. After that so many researchers had carry out the study of connections by different approaches [24-35]. Researchers have anticipated the analytical and experimental mathematical model for presenting Moment-Rotation curve. They try to classify the type of connection and to develop model for joint stiffness[36-41]. The basic concepts used in analytical model are compatibility, material property and equilibrium, which can be apply to obtain the moment resistance and rotation stiffness[42-73]

Mohammad taghi kazemi et. al., (2012)[74] did parametric study on the effect of perforation location; perforation size and length of span of reduce web section. Eighteen different models were prepared and analyzed by FE program according to AISC 2005 criteria. C.e. Sofias et. al., (2014)[75] carried out experimental as well as fem analysis for the rbs moment connections with extended end plate bolted column-beam joint. Imanpour et. al., (2007)[76] examined a new RBS connection with the use of steel corrugated plates in plastic hinge zone of beam. Swati Ajay Kulkarni & Gaurang Vesmawala(2014)[77] have made comparative study of steel moment connection. Scott L Jones et. al., (2000)[78] carried out the experimental testing & analysis of elastic-plastic fiber model of the Reduce Beam section. Cheol-Ho Lee & Samuel W. Chung (2006)[79] conclude from various study that constant-cut or taper-cut RBS configuration, however, can create stress concentration at the reentrant corners of the RBS. Konstantinos Daniel Tsavdaridis et. al., (2014)[80] studied welded perforated column-beam connection and examine the behavior of reduced web section with novel opening shapes.

MoDeLINg aND aNaLySIS3. The parametric study of beam to column joint in steel moment resisting frames is carried out to check the behavior under monotonic loading. Three models are prepared with welded connection as a rigid connection and another three models are prepared with bolted connection as a semi rigid connection. Modeling is done in SOLIDWORKES software then imported in ANSYS software as .IGES files for analysis. The main aim is to find out total deformation and to generate moment-rotation curve for checking the behavior of joint.

3.1. welded Beam to Column Connection with top Clip angle and Bottom Seat angleColumn of ISHB250 and Beam of ISMB300 is used to make a model. The beam is connected to the flange of the column as shown in Figure 1. To connect the beam-to-column, top clip angle and bottom seat angle are used. Three models are analyzed by varying the thickness of the clip angle as shown in Table 1. Filet field weld is used for the welding.

Figure 1: Model of welded connection



table 1 Modeling details of welded connection

Elements Model 1 Model 2 Model 3Beam ISMB 300 ISMB 300 ISMB 300Column ISHB 250 ISHB 250 ISHB 250Clip angle with 3 mm fillet weld 60 x 60 x 6 60 x 60 x 8 60 x 60 x 10Seat angle with 5 mm fillet weld 100 x 75 x 12 100 x 75 x 12 100 x 75 x 12

To analyze the model firstly finite meshing is done for each element. Here in welded connection clip angle and seat angle are the most critical parts of the connection. So to get accurate result for these parts it is necessary to do refinement of meshing as shown in Figure 3.

table 2 engineering properties of steel

Properties ValueTensile Yield Strength 250 MpaTensile Ultimate Strength 460 MpaDensity 7850 kg/cubic mPoisson’s ratio 0.3

Figure 2: Meshing provided to welded connection

Figure 3: (a) Refinment to clip angle



Figure 3: (b) Refinment to seat angle

3.2. Bolted Beam to Column Connection with end PlateFor a bolted connection column of ISHB200 and beam of ISMB300 is used. Here beam is connected to the column flange with end plate as shown in Figure 4. HSFG bolts are used to connect the plate with column flange. Analysis is carried out by varying the thickness of end plate with same beam–column section. The configuration for bolted end plate connection is given in Table 3.

table 3 Modeling details of bolted connection

Element Model 1 Model 2 Model 3Beam ISMB 300 ISMB 300 ISMB 300Column ISHB 200 ISHB 200 ISHB 200End-plate 180 x 470 x 8 180 x 470 x 10 180 x 470 x 12

Figure 4: Model of bolted beam to column connection

Finite meshing is provided to the model for analysis. As discussed earlier, connection is the most critical portion in any structure. So it is require to know the behavior of each finer element of that connection. For that purpose, Here refinement is done to the end-plate (Figure 6) as it is the critical portion in this model.



Figure 5: Meshing provided to bolted connection

Figure 6: Refinement to end-plate

3.3. RBSSelection of Column and Beam is proposed based on the criteria of FEMA350. The main key concept of connection is, strengthening of column and weakening of beam. For that normally plastic Moment capacity is checked and in general the capacity of column should be at least 20% more than of the beam capacity. For the sections preferred in this study, the column capacity is obtained is around 30% More than the beam capacity so is satisfied the weak-beam strong column criteria.

For RBS various flange cut geometries were proposed by researchers. According to literature, to achieve cut shape with uniform strain distribution and minimum stress concentration radius cut is more preferable than other shapes like tapered cut, straight cut etc because it gives significant plastic rotation. So for this research radius cut is obtained as flange cut as shown in Figure 1. Design of radius cut is prepared according the provision given by FEMA350. All proposed dimension is listed in Table 4 with the radius of cut. Figure 6 shows the model of radius cut.

For the provision of opening in the web of the beam there are several opening shapes acquire by the researches. In intent of this study conventional circular opening is provided in the beam web. The diameter of the circle is taken as d0 = 200 mm and the spacing between the connection the centre of the circle S0 = 200mm.



Figure 7: Modeling of RBS

ReSuLtS aND DISCuSSIoN4.

4.1. Conventional ConnectionAs we discussed in modeling, analysis of Welded connection by changing Clip angle size and Bolted connections by changing the thickness of plate is carried out.

4.1.1. Welded ConnectionTotal Deformation: Model analyzed by applying Monotonic Point Load at 950 cm far from joint. By increasing 50 KN, Load is applied up to 350 KN. Here Total Deformation due to 50 KN point load is shown in Figure 8. Maximum total deformation is 2.62211. From the Total Deformation the rotation is been calculated.

table 4 Proposed dimension for RBS

Component Criteria Allowable dimension Proposed dimensionBeam As per AISC 358-10 As per SP6 ISMB 400

Column As per AISC 358-10 As per SP6 ISHB 400a 0.5bbf ≤ a ≤ 0.75bbf 70 mm-105 mm 80 mmb 0.65d ≤ b ≤ 0.85d 260 mm-340 mm 180 mmc 0.1bbf ≤ c ≤ 0.25bbf 14 mm-35 mm 20 mm

R 48

2 2c bc+ - 212.5 mm

From the total deformation results Moment-Rotation curve is generated for analyzing the behavior of the joint. Moment-Rotation curve for this models is shown in Figure 11.

4.1.2. Bolted ConnectionTotal Deformation: In the bolted connection analysis is carried out by the same manner as in welded connection. But model is analyzed by using three various size of 8 mm, 10 mm and 12 mm plate. Here Total Deformation due to 50 KN point load is shown in Figure 9. Maximum total deformation is 2.3795 radian..

From the total deformation results Moment-Rotation curve is generated for analyzing the behavior of the joint. Moment-Rotation curve for this models is shown in Figure 12.



Figure 8: total Deformation in welded connection

Figure 9: total deformation in bolted connection

Figure 10: Plate behavior for 50 KN point load



table 4 analysis for different thickness of clip angle

Force MomentDisplacement Rotation

6 mm size 8 mm size 10 mm size 6 mm size 8 mm size 10 mm size0 0 0 0 0 0 0 050 47.5 2.6211 7.896 9.63128 0.275905 0.831158 1.013818947100 95 13.11 15.22 16.39623 1.38 1.602105 1.725918947150 142.5 20.06098 21.97763 25.36592 2.111682 2.313435 2.670096842200 190 50.225 53.2359 43.2692 5.286842 5.603779 4.554652632250 237.5 64.784 69.235 78.23652 6.819368 7.287895 8.235423158300 285 78.1245 81.2368 87.2369 8.223632 8.551242 9.182831579350 332.5 94.6634 98.6325 115.2369 9.964568 10.38237 12.1302

table 5 analysis for different thickness of end-plate

Force MomentDisplacement Rotation

8 mm size 10 mm size 12 mm size 8 mm size 10 mm size 12mm size0 0 0 0 0 0 0 050 47.5 4.759 4.763 4.808 0.500947368 0.501368421 0.506105263100 95 7.704 8.2052 9.616 0.810947368 0.863705263 1.012210526150 142.5 20.8316 22.3974 24.05072 2.1928 2.357621053 2.531654737200 190 35.318 35.8 38.73904 3.717684211 3.768421053 4.077793684250 237.5 50.025 56.96666 60.53173 5.265789474 5.996490526 6.371761053300 285 99.7846 104.7238 108.0654 10.50364211 11.02355789 11.37530526350 332.5 134.2356 139.12365 145.315 14.13006316 14.64459474 15.29631579

4.3. Moment-Rotation CurveHere we can see from above all graph that as we are increasing the thickness of the clip angle and End-plate, allowable rotation is increasing. In the all the cases Moment-Rotation curve is linear when moment is less than 150 KN.m. Above 150 KN.m , as moment is increasing Connection is undergoing to the plastic region. If allowable rotation is more than connection is less stiff..

Figure 11: Moment-rotation curve for 10 mm thick clip angle



Figure 12: Moment-rotation curve for 10 mm thick end-plate

4.2. RBS Connection

4.2.1. Loading ProcedureThe main aim of this work is to analyze the behavior of connection under the cyclic loading. For the analysis cyclic variable amplitude displacement is applied at the end face of the beam. This loading is same as the SAC loading protocol (Table 6& Figure 13).

Figure 13: loading protocol

4.2.2. Boundary ConditionBoth end of the column are fixed. Further boundary conditions for the connection between the various elements are such as endplate and column flange contact surface is given as frictionless as shown in Figure 14. Rest of the contact regions are taken as a bonded. All the condition is given in such a manner that it behaves exactly as a real problem.



table 6 loading protocol

Load Step Peak Deformation Number of Cycle1 0.375 22 0.50 23 0.75 24 1.00 45 1.50 26 2.00 27 3.00 2

Figure 14: Boundary condition for column and endplate

4.2.3. Moment-rotation curveTotal displacement and moment reaction is taken as an output from the ANSYS software. Also moment-rotation curve is generated. All the output is as shown in Figure 15 to 20.

Figure 15: total Deformation for Flange Cut

From the output of three models, it is observed that available deformation is more in Radius cut compare to web opening and conventional connection. From the moment rotation curve it is predicted that allowable rotation for the each model is 0.003radian, which is within the allowable limit. As the rotation capacity will increase more energy dissipation will occur. In this connection some amount of moment and shear is dissipated before transferring from beam to column.



Figure 16: total deformation of conventional Connection

Figure 17: total deformation of web opening

Figure 18: Moment-Rotation curve for the Flange Cut connection

CoNCLuSIoN5. FEM analysis is done by ANSYS Workbench 14.5 software package for the Column Beam Joint connection. Six Model were analyzed and Found the maximum deformation for each model. From the total deformation Moment-rotation curve is generated. From the analysis of the Moment-rotation behavior, it is observed that for the monotonic loading End-plate bolted connection is performing well as compare to Clip and Seat angle welded connection. Here in two below graph it is clearly seen that when moment is increasing End-plate connection



Figure 19: Moment-Rotation curve for the conventional connection

Figure 20: Moment-Rotation curve for the web opening connection

is giving more allowable rotation. And even in End-plate connection when we are increasing the thickness of the plate, rotation is increasing. As the allowable rotation is more, more energy dissipation will occur in the connection. So End-plate bolted connection is the most suitable connection for the Column-Beam connections.The stable cyclic behavior and energy dissipation capacity of bolted semi-rigid frames may prevent the collapse of a hybrid system consisting of rigid frame and semi-rigid frames when the rigid frames experienced heavy damage after a severe Earthquake.

Extended end-plate moment connection is the most suitable for seismic force resisting moment frames. For inelastic deformation and formation of plastic hinge, strong column-weak beam and strong connection is the most suitable philosophy. In flange cut connection plastic deformations occurs in the beam. In all model the panel zone remains elastic. This connection can be proposed as the special moment frames.

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comparative study of conventional connection and...

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