Seismic performance of boxplate, boxplate with UNP, boxplate with Lplate and ordinary rigid beamtocolumn moment connections
A. Shishegaran^{1} , A. Amiri^{2} , M. A. Jafari^{3}
^{1}School of Civil Engineering, Science and Technology of Iran, Tehran, Iran
^{2}School of Civil Engineering, Azad University of Tehran South, Tehran, Iran
^{3}School of Civil Engineering, Niroo Research Institute, Tehran, Iran
^{1}Corresponding author
Journal of Vibroengineering, Vol. 20, Issue 3, 2018, p. 14701487.
https://doi.org/10.21595/jve.2017.18716
Received 3 June 2017; received in revised form 25 October 2017; accepted 4 November 2017; published 15 May 2018
JVE Conferences
Nowadays, using highductility structures in construction and significant buildings is highly appreciated. To use better ductile structures, effort has been made in this research to introduce boxplate, boxplate with UNP, boxplate with Lplate and ordinary beamtocolumn connections. Eleven models with different shapes and thickness were analyzed and compared in this research, and they underwent hysteretic loading. Parameters such as restraint percentage, stiffness, strength, plastic hinge location, and ductility under cyclic loads were calculated for each model. It was found, from their momentrotation curves that the bending capacity and ductility of the boxplate with UNP connection was greater than any other rigid connections, and those of the latter were greater than those of the normal, typical ones. It was also shown that stress concentration in boxplate with UNP connections disappear over the top and bottom flange plates.
 This paper investigates Seismic performance of new beam to column connections.
 Eleven models with different shapes and thickness were analyzed and compared in this research, and they underwent hysteretic loading.
 Parameters such as restraint percentage, stiffness, strength, plastic hinge location, and ductility under cyclic loads were calculated for each model.
 The stress concentration in boxplate with UNP connections disappear over the top and bottom flange plates.
Keywords: top/bottom flange plate rigid connection, boxplate/UNP/Lplate, rigid connection, ductility, stress concentration, energy dissipation.
1. Introduction
Before the North Ridge Earthquake in 1994, structures that had lateral resisting systems with rigid frames were considered as the most ductile and most earthquake resisting compared with other similar systems, but the earthquake resulted in lots of damage in steel rigid structures that had welded beamtocolumn connections. Numerous studies were done and they showed that the reason for all the damage was different brittle fractures in the welded connections; such fractures prevent the connections’ inelastic behavior and hence reduce the structure ductility. Thereafter, many researches were carried out to improve the behavior of the welded moment connections; the summary of some of which (more recent ones) are provided in this paper, and based on them some novel connections, studied in the FEM software, have been proposed [1].
Chen et al. studied the longitudinal toothed connection and its bending capacity through laboratory tests and simulation methods. The study showed that it prevented brittle fractures (in the beam penetration part), and reduced stress concentration at the connection end which hence prevented the flange failure. Using the FEM Software and the ANSYS Software, the study showed that local stress concentration was reduced, plastic hinge was formed at a good distance from the column, the system showed appropriate ductility (without any brittle fractures), and according to the diagrams, the tested models reached 3 % of the required plastic bending moment while the connection remained in its elastic state [2].
Tehranizadeh et al. studied the effects of the upper and lower plates on the bending rigidity of the restrained joints using three, realsize beamtocolumn connections all tested under hysteretic loading. The results, validated through simulations in the ABAQUS Software, revealed that the deformations were nearly similar in all three models. Other findings worth noting in their study are: 1) some kind of fracture or rupture was observed in the flangeweb connection line around the plastic hinge, 2) an increase in the plate length caused an improvement in the required plastic bending moment which increased the local buckling of the web and flange around the plastic hinge, 3) an expansion in the local buckling caused an increase in the failure potential of the plastic hinge, 4) in the web plate connection, since the plastic hinge was formed at the end of the upper plate, no damage occurred to the upper platetoweb slot weld, and 5) in models with longer flange connection plates, the slot weld rupture in the webtoflange line occurred around the plastic hinge; the reason being the plate length which increased the plastic strain in that area. Accordingly, they suggested that it would be beneficial if the flange plates had the shortest lengths, welding materials would be highstrength (resistant), so the upper and lower plates’ thicknesses for welding were the highest allowable [3].
Wang et al. studied the effects of the longitudinal plate connection in the center of a beam web on the beamtocolumn connection, investigated the ductility increase of the connection of a column to a beam with uncompressed flange by welding a longitudinal strengthening plate to its web, and showed, through realsize model tests, that such plates were quite effective in delaying the local buckling in the web. The connection had considerable effects on enhancing the beamtocolumn ductility and the results of the tests performed in this research were validated using the FEM numerical studies and the ABAQUS Software [4].
Mohammad Ali Kafi et al. studied a new idea of a rigid connection to the minor axis of builtup Ishaped columns by haunch plates. Initially, data from rigid beam to column flange connection were used to verify numerical analysis and results, owing to the unavailability of experimental data concerning rigid beam to web connection. Thereafter, seven numerical models of onesided subassembly of beam to column web connection with different arrangements of the haunch plates, and vertical and horizontal continuity plates were designed and assessed by means of finite element method using ABAQUS. After that, parameters such as restraint percentage, stiffness, strength, plastic hinge location, and ductility under cyclic loads were calculated for each model. His effort was indicated that adding haunch plates along with horizontal and vertical continuity plates in the panel zone of double Ishaped columns could lead to significant increases in connection stiffness, as it restricts a relative rotation of the tip of top and bottom connection plates [5].
A steel structure is an assembly of load bearing members, which are linked through numerous connections for the purpose of forming an integrated and stable system, able to carry all subjected loads. It should then be noted that the behavior of connections plays an important role in how the structure responds. Lack of knowledge about the behavior of connections, and their inaccurate design, may increase the extent of damages induced to the structure in case of an earthquake. The rigid connection’s specifications such as restraint percentage, stiffness, strength, and ductility have also been studied before. Nevertheless, no published paper was found on a rigid connection to the web side of the columns. Thus, considering the fact that this connection is not a prequalified one, a thorough study must in addition to providing construction details, evaluate the cyclic behavior of this connection in a subassembly model, and satisfy code measures such as stiffness, restraint percentage, strength, and ductility, especially according to Iran’s code regulations, AISC2005, and FEMA350 as well. In the present research, one novel rigid connection is introduced and compared, for their ductility and moment capacity, with typical restrained connections through their related momentrotation diagrams drawn under similar regular dimensions, loading, and boundary conditions; when rotation is more than 4 %, the connection is a special bending frame connection. To do this research, use was made of the restrained connection utilized in the models. To make sure of the manual model dimensions, use was made of the AISC for the sections and sizes of the welding and connection plates with no loading combination coefficients; these sections were then modeled in the finite element software [3, 4, 68].
2. Methodology
In this research, the typical and novel connections have been studied by the FEM under ultimate and hysteretic loading, and their performances have been compared through their momentrotation diagrams. This research uses weld and beamtocolumn sections, and interacts them together with ties and friction interaction to do modeling in the ABAQUS by virtue of the papers validated by laboratory methods and the mentioned software. As the weld and connections are more important and require higher precision, use was made of finer meshes for their modeling. The models underwent reciprocal loading, and their momentrotation diagrams were drawn for better comparisons. In the finite element analyses, use was made of the linear failure model the details of which will be explained in the next section along with the research methodology [811].
For a better study of the finite element model and the modeling verification, first, the beam to column connection investigated by Tehranizadeh et al was modeled in the ABAQUS, and then its finite element analyses’ results were compared with those of the laboratory tests. In short, the dimensions of the beamcolumn plates, connections, and welds (Table 1), their materials specifications (Table 2), and the materials behavior (Fig. 1) were used in the ABAQUS finite element software as inputs. As shown in Table 2, the mechanical specifications of the materials used in the software for the beamcolumn plates and welds are different; (the interactions of all the welded plates used in the software were of a contact type). It is obvious that in the boxplate connection, the web plate on its side is connected to the column plate, and its two sides are connected to the beam flange plate by 6 mm weld. (For better analyses, appropriate mesh sizes were selected for modeling, but the meshes were smaller for welds and connection plates because of their higher importance). The mesh size was 20 mm for welds, 30 mm for connection plates, and 40 mm for beams and columns. The simulation models of the ordinary typical and boxplate connections are shown in Figs. 2 and 3 respectively [9].
At the end of this research, the equations are proposed by Matlab Software that they can calculated ultimate moment and plastic moment for all of the connections that they are introduced in this study. It is used from the regression method for finding these equations by Matlab software. In this investigation, it is proposed 2 type equations (linear and nonlinear). The variables of the linear equations are thickness and length of the connection plates and the variable of the nonlinear equation is inertia moment of the connections [12].
Table 1. Dimensions of the plates used in the FE modeling [3]
Thickness

Width

Length

Plate

12

200

2500

Beam flange

8

380

2500

Beam web

20

400

3000

Column

20

200

300

Upper

15

250

300

Lower

10

400

400

Col. Continuity

8

300

380

Boxplate num1

10

300

380

Boxplate num2

15

300

380

Boxplate num3

20

300

380

Boxplate num4

6

50

100

UNP num1

8

70

150

UNP num2

10

100

100

Lplate num1

12

120

120

Lplate num2

20

20

3000

Column Weld

8

8

2500

Beam Weld

12

12

150

UNP weld

12

12

120

UNP weld

10

10

280

Lower plate weld

10

10

284

Upper plate weld

10

10

100

Shear plate weld

10

10

300

Continuity plate weld

20

20

200

Lplate weld

Table 2. Specifications of the plates used in the finite element modeling [3]
Ultimate point

Yield point


Strain (%) ${\epsilon}_{u}$

Stress (MPa) ${\sigma}_{u}$

Strain (%) ${\epsilon}_{y}$

Stress (MPa) ${\sigma}_{y}$

Component

18

430

0.15

300

Beam flange

17

400

0.155

310

Beam web

15

390

0.145

290

Column flange

15

390

0.145

290

Column web

18

450

0.155

310

Upper

15

390

0.145

290

Lower

12

560

0.26

525

Weld materials

18

450

0.155

310

UNP

18

450

0.155

310

LPlate

18

450

0.155

310

BoxPlate

18

450

0.155

310

Col. Continuity

Fig. 1. Stressstrain relationship in the ABAQUS software [9]
Fig. 2. Simulation of an ordinary typical connection and boundary conditions in the ABAQUS software [9]
Fig. 3. Simulation of the boxplate, boxplate with UNP and boxplate with Lplate connection in the ABAQUS Software [9]
a) Simulation of the BoxPlate connection model [9]
b) Simulation of the BoxPlate with UNP connection [9]
c) Simulation of the Boxplate with L plate connection [9]
2.1. Analytical model
2.1.1. Interstory drift angle
Interstory drift angle is a combination of both elastic and inelastic rotations assumed to be almost the same as joint rotation of the model. On the contrary, elastic rotation of joint is negligible and major rotation of the subassembly model is dedicated to column and beam rotations. In AISC314(2005) as well as FEMA351(2000), cyclic load pattern, classifying connections to special, intermediate, and ordinary moment frames, and calculating rotation capacities are all based on interstory drift angle. Fig. 4 depicts terms used in formulas calculating required rotations and moments. Eqs. (1) and (2) show how to calculate interstory drift angle and moment at column face, respectively. Panel zone rotation and connection components rotation can yield by Eqs. (3) and (4), and adding up these two equations result in Eq. (5) which is joint rotation or total connection rotation [7, 8]:
Fig. 4. How to calculate required moments and rotation of connection assembly
2.1.2. Panel zone rotation
Panel zone deforms under shear forces due to moments induced to the column by beams. These deformations because of shear strains can rotate panel zone. Therefore, panel zone rotation is shear strain in the joint. Fig. 5 shows how to calculate this rotation:
where $a$ and $b$ are panel zone dimensions, and ${\delta}_{1}$ and ${\delta}_{2}$ are changes in rectangle’s diameters.
2.1.3. Connection components rotation
Connection components rotation is the most significant term in determining whether a connection is rigid, semirigid, or simple. Nonetheless, connection classification is based on total connection rotation, which is a combination components rotation and panel zone rotation.
2.1.4. Total connection rotation
Total connection rotation is needed to determine if a connection is rigid, semirigid, or simple. AISC 360(2005) suggests that total connection rotation is defined as summation of panel zone, connection of components, and initial length of beam rotation. Total connection rotation is schematically illustrated in Fig. 6 where $\gamma $ is panel zone rotation, ${\mathrm{\varnothing}}_{c}$ shows connection components rotation, and ${\mathrm{\varnothing}}_{j}$ is the total connection rotation.
Fig. 5. Panel zone rotation calculation by Mazzolani [13]
a)
b)
Fig. 6. Joint rotation by Mazzolani [13]
a)
b)
c)
3. Verification with laboratory test
For a better study of the finite element model and the modeling verification, first, the beamtocolumn connection investigated by Tehranizadeh et al was modeled in the ABAQUS, and then its finite element analyses’ results were compared with those of the laboratory tests. Fig. 7 shows comparing FEM model with the laboratory test that carry out with Tehranizadeh et al. [3, 11, 9].
4. Findings
Fig. 8 shows the momentrotation curve of a typical connection and Fig. 9 shows three different typical curves of momentrotation for fully restrained (FR), partially restrained (PR), and simple (S) connections. Fig. 10 shows protocol load in this research, Fig. 11 shows the bending capacity, and Fig. 16 shows energy dissipation of the ordinary and four boxplate connections under the application of 34 similar loading cycles (of the displacement type), and Fig. 11 shows their momentrotation diagrams.
As shown, an increase in the connection hardness increases its bending capacity; in other words, boxplate connections can tolerate more cycles of the reciprocal loading. In addition, the connections with no brittle failure have rotated more than 4 radians. The ordinary connection reaches a moment value of 456.625 KN.M at cycle 34th while boxplate connections reach this value at cycles 27th and 28th respectively; therefore, energy dissipation is more in the boxplate than any other connection. Fig. 11 shows that boxplate with UNP connection is more restrained than the ordinary connection. Fig. 12 shows the momentrotation curves of the models in the first cycle. With the instructions shown in Figs. 11 and 12, it is possible to calculate the bending capacity and stiffness of the connections. It is clear that the tangent of the graph shows stiffness for models [79, 11, 13].
Fig. 7. Comparing the ordinary model in ABAQUS with Laboratory result of Tehranizadeh investigation [3, 9, 11]
4.1. Connection stiffness
AISC 2005 categorizes connections in terms of three important behavioral parameters, which are stiffness, strength, and ductility. These behavioral parameters are derived from momentrotation curve of connection subassembly. Fig. 11 illustrates a typical momentrotation curve [7].
Fig. 8. Momentrotation curve of a typical connection [7, 8]
Fig. 9. Three different typical curves of Momentrotation for fully restrained (FR), partially restrained (PR) and simple (S) connections [7, 8]
The expressions used in above curve are explained as follows:
Regarding momentrotation curve of a connection two stiffness parameters are defined for each connection. Initial stiffness of connection ${K}_{i}$ (which is not a practical term), and secant stiffness is ${K}_{s}$ (defined as ${K}_{s}={M}_{s}/{\theta}_{s}$ where ${M}_{s}$ and ${\theta}_{s}$ are respectively moment and rotation of the connection under service loads). The connection is considered fully restrained (FR) when ${K}_{s}$ is larger than 20EI/L, i.e. relative rotation of beam and column can be ignored. Nominally simple (S) when ${K}_{s}$ is less than 2EI/L, i.e. the joint rotates without any resistance, and partially restrained (PR) when the stiffness is between these two limits, that is, their stiffness, strength, and ductility should be taken into account in analysis and design of the structure. EI and L are flexural rigidity and length of the beam, respectively. These three types of connections are depicted in Fig. 9.
4.2. Connection strength
Connection strength, ${M}_{n}$, is the maximum bearable moment of the connection, which can be seen next to each curve in Fig. 9. ${\theta}_{u}$ is the maximum rotation capacity of the connection, and is defined as a point in which it corresponds to 0.8${M}_{n}$. If ${M}_{n}$ exceeds ${M}_{p,beam}={Z}_{*}{F}_{y}$ (with ${M}_{p,beam}$ as plastic moment of beam, $Z$ as plastic modulus, and ${f}_{y}$ as steel yield stress), the connection will be called full strength; otherwise it is named partial strength connection.
4.3. Connection ductility
The connection should be capable of bearing at least 0.04 rad interstory drift angle. If the connection strength is significantly higher than the beam plastic capacity (${M}_{p}$), the beam will be the controlling factor and the connection can be considered elastic. If the beam plastic capacity (${M}_{p}$) is higher than connection strength, most inelastic deformations will be concentrated in connection, which is not favorable at all. Moreover, even if the connection strength is slightly higher than the beam plastic capacity, substantial inelastic deformations will occur in the connection while the beam has not reached its full capacity.
4.4. Loading history
The specimens were subjected to the loading sequence proposed by AISC seismic provisions for testing of beamtocolumn moment connection. Cyclic loading history is shown in Fig. 10 [7].
Fig. 10. Displacementtime analyses of all the models [9]
5. Simulation results
5.1. Momentrotation hysteretic curves of models
Momentrotation hysteretic curves are used to classify connections. That is, connection strength and ductility, two measures of AISC 341(2005), are concluded from these curves. For that reason, momentrotation hysteretic curves under cyclic loading for proposed models are represented in Fig. 11. With regard to the analysis results, it can be seen that for all the proposed models of the beam to column web rigid connection, the connection could withstand rotations more than 0.04 rad the minimum ductility measure for special moment frames. This indicates a qualified connection from the viewpoint. Meanwhile, none of the models showed a decrease in load bearing capacity until 0.06 rad rotation angle, and the connection strength is higher than the plastic moment (${M}_{p}$) of the beam section. Consequently, one can conclude that the studied connections bear adequate flexural strength, and thus the strength measure of AISC 341(2005) is also satisfied [7].
5.2. Connection momentrotation hysteretic curves
To determine stiffness of a connection pursuant to AISC 314(2005), momentrotation hysteretic curves for the analyzed connections are drawn in Fig. 11 [7].
Fig. 11. Momentrotation curves of models under 34 loading cycles [9]
a) Momentrotation curves of ordinary model
b) Momentrotation curves of Box plate connection (thickness = 8 mm)
c) Momentrotation curves of Box plate connection (thickness = 10 mm)
d) Momentrotation curves of Box plate connection (thickness = 15 mm)
e) Momentrotation curves of Box plate connection (thickness = 20 mm)
f) Momentrotation curves of Box plate connection (thickness = 15 mm) and UNP6
g) Momentrotation curves of Box plate connection (thickness = 8 mm) and UNP8
h) Momentrotation curves of Box plate connection (thickness = 10 mm) and UNP8
i) Momentrotation curves of Box plate connection (thickness = 15 mm) and UNP8
j) Momentrotation curves of. Box plate connection (thickness = 10 mm) and Lplate connection (thickness = 10 mm)
k) Momentrotation curves of Box plate connection (thickness = 10 mm) and Lplate connection (thickness = 12 mm)
5.3. Stress and strain contours
VonThird Invariant and equivalent plastic strain contours for numerical models of beam to column web rigid connection using Boxplate with UNP, Boxplates, Boxplate with Lplates at $\theta =$ 0.05 rad are illustrated in Fig. 12 and Fig. 13 respectively. Maximum values were set to 450 MPa for stress, and 0.1361 for strain. What can be derived from these contours is that the stiffer the models get, the farther plastic hinges are moved from the connection.
Fig. 12 shows the stress at the end of the 34th loading cycle in the models respectively, and shows that stress has been concentrated at the point where the column and upper plate connect. Also, Fig. 12 shows that in the boxplate and boxplate with UNP connection, stress concentration is lower than the other models in the upper and lower plates [9].
Fig. 13 shows the plastic strain in the 34th loading cycle in the ordinary and boxplate connections respectively. In the ordinary, UNP and L plate models; the plastic strain at the junction of the upper and lower plates is 2.55 and 2.43 times those in the 11 models shown. Fig. 13 shows the plastic hinge was created next to the panel zone. The plastic hinge has the greatest area the in boxplate and boxplate with UNP models, but it has little area in the ordinary model [9].
Fig. 12. Triaxial stress in eleven models [9]
a) Ordinary model
b) Box plate connection thickness = 8 mm
c) Box plate connection thickness = 10 mm
d) Box plate connection thickness = 15 mm
e) Box plate connection thickness = 20 mm
f) Box plate connection
g) UNP8 and Box plate connection thickness = 8 mm
h) UNP8 and Box plate connection thickness = 10 mm
i) UNP8 and Box plate connection thickness = 15 mm
j) Box plate connection thickness = 10 mm and Lplate connection thickness = 10 mm
k) Box plate connection thickness = 10 mm and Lplate connection thickness = 12 mm
Fig. 13. Plastic strain in eleven models [9]
a) Ordinary model
b) Box plate connection thickness = 8 mm
c) Box plate connection thickness = 10 mm
d) Box plate connection thickness = 15 mm
e) Box plate connection thickness = 20 mm
f) Box plate connection thickness = 15 mm and UNP6
g) UNP8 and Box plate connection thickness = 8 mm
h) UNP8 and Box plate connection thickness = 10 mm
i) UNP8 and Box plate connection thickness = 15 mm
j) Box plate connection thickness = 10 mm and Lplate connection thickness = 10 mm
k) Box plate connection thickness = 10 mm and Lplate connection thickness = 12 mm
Fig. 13 shows pushover curves of eleven models under 34 loading cycles. The integral of this graph is cumulative energy dissipation. It is clear that the tangent of the pushover curve shows stiffness in the model, so comparing the curves in Fig. 14 you can find the best connection. Fig. 15 shows the limits of stiffness for the simple connection and rigid connection. Energy dissipations for the models is calculated as integral of the graph in Fig. 14. The results of this calculation is shown in Fig. 16 [79].
Fig. 14. Pushover curves of eleven models under 34 loading cycles [9]
a) Ordinary model
b) Box plate connection thickness = 8 mm
c) Box plate connection thickness = 10 mm
d) Box plate connection thickness = 15 mm
e) Box plate connection thickness = 20 mm
f) Box plate connection thickness = 15 mm and UNP6
g) UNP8 and Box plate connection thickness = 8 mm
h) UNP8 and Box plate connection thickness = 10 mm
i) UNP8 and Box plate connection thickness = 15 mm
j) Box plate connection thickness = 10 mm and Lplate connection thickness = 10 mm
k) Box plate connection thickness = 10 mm and Lplate connection thickness = 12 mm
6. Discussion and comparison on numerical models
6.1. Study on the rigidity of models based on Iran’s connection code 264
In order to measure connection rigidity, the beam lineslope deflection equation line should be drawn on the momentinterstory drift angle push curves of the models as shown in Fig. 15. Then by dividing the moment resulted from intersecting momentrotation curve and beam line by FEM, percent restraint can be yielded. As stated in Iran’s connection code 264, if this ratio reaches 90 %, the connection will assume to be rigid or fully restrained (FR); if it drops below 90 % but remains above 20 %, the connection is considered semirigid or partially restrained (PR); if it falls under 20 %, the connection will be presumed simple (S). The percent restraint values for each of the models are given in Table 3, and it shows that all the models have almost satisfied the rigidity requirement [6].
6.2. Study on the connection’s stiffness as stated in AISC 314(2005)
In order to classify connections based on their stiffness, as AISC 314(2005) suggests, the momentrotation push curves of the connections were drawn. In view of these curves, secant stiffness (${K}_{s}$) is defined as ${M}_{s}$/${\theta}_{s}$, in which ${M}_{s}$ is the moment of beam under service loads, and is measured by ${M}_{s}={f}_{y}*S$ where ${f}_{y}$ indicates steel yield stress. $S$ is elastic section modulus, and ${\theta}_{s}$ shows beam rotation under service loads. As it is tabulated in Table, and what has been mentioned in introduction about stiffness measures, all the models are qualified to be used as fully restrained connections (with ${K}_{s}$ greater than 20). Our concerted effort was to restrict the connection components rotation instead of the panel zone rotation. The test results showed that the major part of rotations in beam to column connections with plates and UNP is dedicated to connection components rotation, and not to panel zone rotation [7].
Table 3. Percent restraint values for beam to column web connections
Model name

Percent restraint

a

89 %

b

86 %

c

86 %

d

86 %

e

86 %

f

85 %

g

85 %

h

85 %

i

85 %

j

85 %

k

85 %

Table 4. Stiffness calculation for the numerical models of beam to column web connection
Model name

${M}_{s}$ (KN.M)

$\theta s$

${K}_{s}$ (KN.M)

${I}_{x}$ (cm^{4})

${K}_{s}L$ / EI

a

264.63

0.008788

30112.65

12880.85

2.92

b

264.63

0.00689

38407.83

12880.85

3.72

c

264.63

0.006877

38480.44

12880.85

3.73

d

264.63

0.006892

38396.69

12880.85

3.73

e

264.63

0.006887

38424.56

12880.85

3.72

f

264.63

0.006848

38643.39

12880.85

3.75

g

264.63

0.006845

38660.33

12880.85

3.75

h

264.63

0.006838

38699.91

12880.85

3.75

i

264.63

0.006828

38756.59

12880.85

3.76

j

264.63

0.006848

38643.39

12880.85

3.75

k

264.63

0.006851

38626.47

12880.85

3.74

Fig. 15. Two different typical curves of momentrotation for fully restrained (FR), partially restrained (PR), and simple (S) connections [7, 8]
6.3. Study on energy dissipation curves
For the purpose of evaluating each connection’s performance and surveying the amount of energy absorbed by the models presented in this study, energy dissipation curves for the different types of models were depicted in Fig. 16. These numbers are derived from the momentrotation curve of the model in a way that the limited area under each cycle is recorded and added to result in cumulative energy dissipation, as listed in Table 5.
Table 5. Energy dissipation values for beam to column web connection (kN.m)
Model name

Dissipated energy in last cycle

Cumulative energy dissipation

a

4.33782986

38.95223305

b

4.719435782

40.24518636

c

4.710019116

40.52065056

d

4.72489593

40.52065056

e

4.716689835

40.43618964

f

4.718308056

40.56696738

g

4.711899435

40.56642863

h

4.708310532

40.59551439

i

4.71120299

40.61861738

j

4.710019116

40.52065056

k

4.704158277

40.53497299

6.4. Study on ductility coefficient
For calculating connection ductility, the corresponding rotation in which the elastic section of push curve of momentinterstory drift angle inclines, is considered as ${\theta}_{y}$. Where strength is degraded, it is assumed as ${\theta}_{U}$. Ductility coefficient, $\mu $, is calculated for all models in Table 6. According to FEMA350, strength degradation rotation for special moment frames should be restricted to 0.04 rad; the mentioned rotation was 0.06 rad for all models which qualifies for all moments when applying in SMFs. Above this, all models showed to have mobilized all their elastic and plastic capacities which have low rotations in the elastic region, and high rates of energy dissipation in the plastic region.
Table 6. Ductility coefficient values for beam to column web connections
Model name

${\theta}_{y}$

${\theta}_{u}$

$M={\theta}_{y}$/${\theta}_{u}$

a

0.075

0.06

8

b

0.075

0.06

8

c

0.075

0.06

8

d

0.075

0.06

8

e

0.075

0.06

8

f

0.075

0.06

8

g

0.075

0.06

8

h

0.075

0.06

8

i

0.075

0.06

8

j

0.075

0.06

8

k

0.075

0.06

8

6.5. Study on the equations of the moment capacity
In this section, it is introduced the 4 equations for calculation of ultimate moment and plastic moment these connections. For finding the equations that they can calculate ultimate moment capacity and plastic moment capacity, it is used from regression method by MATLAB software. Eq. (7) and Eq. (8) show respectively two nonlinear equations for calculation ultimate moment capacity and plastic moment capacity.
Eq. (9) and Eq. (10) show respectively two linear equations for calculation ultimate moment capacity and plastic moment capacity that the variable of these equations is moment inertia. Table 7 shows plastic and ultimate moment capacity that they are calculated by MATLAB and ABAQUS software. Table 8 shows maximum, minimum, mean errors and the standard deviation for each 4 equations. Fig. 16 shows curves that they are showed comparing the results MATLAB and ABAQUS software [12]:
where ${M}_{e}=$ ultimate moment capacity of connection (kN.m), ${M}_{p}=$ plastic moment capacity of connection (kN.m), $I=$ inertia moment (mm^{4}), ${b}_{u}=$ the wide of the upper plate connection (mm), ${t}_{u}=$ the thickness of the upper plate connection (mm), ${b}_{d}=$ the wide of the down plate connection (mm), ${t}_{d}=$ the thickness of the down plate connection (mm), $X=$ number of the box plate connection, ${d}_{w}=$ the length of the box plate connection (mm), ${t}_{w}=$ the thickness of the box plate connection (mm), $U=$ number of the UNP connection, ${b}_{unp}=$ the wide of UNP plate, ${t}_{unp}=$ the thickness of UNP plate, ${h}_{unp}=$ the high of UNP plate, $L=$ number of the $L$ plate, ${h}_{L}=$ the wide of $L$ plate, ${t}_{L}=$ the thickness of $L$ plate.
Table 8 shows the Max, min, mean errors and the standard deviation for each equation that they are introduced. Correlation coefficients are more than 0.99 for each equation [12].
Table 7. Plastic moment and ultimate moment are calculated by MATLAB and ABAQUS software [12]
Model

${M}_{e}$ (ABAQUS simulation)

${M}_{e}$ (MATLAB simulation)

${M}_{e}$ (MATLAB simulation)

${M}_{p}$ (ABAQUS simulation)

${M}_{p}$ (MATLAB simulation)

${M}_{p}$ (MATLAB simulation)

–

Eq. (7) linear

Eq. (9) nonlinear

–

Eq. (7) linear

Eq. (9) nonlinear


A (1st model)

362.3475

362.348

362.366

456.625

456.620

456.610

B (2nd model)

373.975

374.293

374.229

462.760

463.309

463.009

C (3th model)

375.0975

374.419

374.757

464.058

463.481

463.759

D (4th model)

374.5925

374.735

374.823

464.435

463.910

464.478

E (5th model)

374.8325

375.051

375.196

464.268

464.340

464.304

F (6th model)

376.62

376.911

376.602

464.013

464.241

464.068

G (7 model)

376.7675

377.486

377.092

463.930

463.794

463.967

H (8th model)

377.19

377.612

377.395

464.058

463.966

464.018

I (9 model)

377.8475

377.928

378.131

464.350

464.395

464.369

J (10 model)

376.435

378.165

375.996

463.998

464.179

464.042

K (11th model)

376.7725

378.848

377.221

463.968

464.221

463.877

Table 8. The maximum, minimum, mean, variance and standard deviation for each equation [12]
°

Eq. (7)

Eq. (8)

Eq. (9)

Eq. (10)

Max error

0.00119131

0.000642742

0.005509345

0.001242637

Min error

4.79683E05

3.29993E05

2.76807E12

1.19735E05

Mean errors

0.000707178

0.000182074

0.001612251

0.000522333

Variance

1.34718E07

3.92223E08

2.98902E06

1.89053E07

Standard deviation

0.00036704

0.000198046

0.001728878

0.000434802

Fig. 17(a) shows the result of the linear equations, that they calculated by MATLAB and ABAQUS software. Fig. 17(b) shows the result of the 6 degrees polynomial equation that only the variable of these equations is inertia moment [12].
Fig. 17(a) shows comparing the results that they are calculated linear functions by MATLAB software and ABAQUS software. Fig. 17(b) shows comparing the results that they are calculated by MATLAB software with ABAQUS software. Fig. 17(b) shows comparing the results of the nonlinear equations that are calculated by MATLAB software with ABAQUS software [12].
Fig. 16. Cumulative energy dissipation of five models under 34 loading cycles [9]
a) The curve of the cumulative Energy dissipation of five models under 34 loading cycles [9]
b) Enlarging the curve of the cumulative Energy dissipation of five models under 34 loading cycles [9]
Fig. 17. a) Comparing the results that they are calculated with linear equations by ABAQUS and MATLAB softwares, b) comparing the results that they are calculated from nonlinear equations with the ABAQUS results [12]
a)
b)
7. Conclusions
The modeling of the ordinary, boxplate, boxplate with UNP, boxplate with Lplate, Lplate, and UNP connections under hysteretic loading showed that:
• They all rotated more than 4 radians in the 34th loading cycle meaning that according to the AISC Seismic Code they can be used in the Special Moment Frame systems.
• The bending moment capacity of the boxplate with the UNP model is 6.2 % more than that of the ordinary model. This connection had maximum bending capacity in this research.
• The area under the momentrotation curve revealed that energy dissipation in the boxplate (15 mm) with UNP (Num8) model is 4.3 % more than that in the ordinary model.
• In the boxplate UNP model, the stress concentration in the upper and lower plates is more than those of the ordinary model, and its value at the web center is 1.06 times that of the upper and lower plates.
• Tangent curve of momentrotation shows all of the models are semirigid connection, and they are in partially restrained zone. Fig. 14 shows stiffness of boxplate with UNP connection is more than the other models. This model can damp energy more than the ordinary model.
• There is not much difference for the seismic performance among these models.
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 Azhari M., Mirghaderi R. Design of Steel Structures. Based on the AISC Code, First Editing, Vol. 3, 2005. [Search CrossRef]
 Chen C. C., Lee J. M., Lin M. C. Behaviour of steel moment connections with a single flange rib. Engineering Structures, Vol. 25, Issue 11, 2003, p. 14191428. [Publisher]
 Gholami M., Deylami A., Tehranizadeh M. Seismic performance of flange plate connections between steel beams and box columns. Journal of Constructional Steel Research, Vol. 84, 2013, p. 3648. [Publisher]
 Wang W., Zhang Y., Chen Y., Lu Z. Enhancement of ductility of steel moment connections with noncompact beam web. Journal of Constructional Steel Research, Vol. 81, 2013, p. 114123. [Publisher]
 Rajabi M. J. H., Karimi M. S., Kafi M. A. A new model for beam rigid connection to double Ishaped column’s web. Journal of Constructional Steel Research, Vol. 127, 2016, p. 204220. [Publisher]
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