Development of moment–rotation model equations for flush end-plate connections

Abolmaali, Ali; Matthys, John H.; Farooqi, M. I.; Choi, Youn‐Hee

doi:10.1016/j.jcsr.2005.05.004

Cited by 65 publications

(47 citation statements)

References 10 publications

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“…Regarding the plastic part of the curve, the modeling result is faintly higher. This is due to the plastic part of the steel stress-strain curve in the delivered 3D FEM model being considered as the idealized behavior of St-37 steel, which is di erent from those considered by Abolmaali et al [17]. 6.…”

Section: Validation Of the 3d Femmentioning

confidence: 92%

“…For the elastic part of the stress-strain curve, the values of Young's modulus and Poisson's ratio of the steel are determined according to BS 5950 [17]; the values are 206 GPa and 0.3, respectively. The tangential sti ness beyond the yield point for beam and endplate steel is de ned as 2% of the initial modulus of elasticity up to 11" y followed by its related ultimate stress at 120" y (see Figure 6(a)).…”

Section: Materials Propertiesmentioning

confidence: 99%

“…The column section that has been used is 203 203 86 UC while two end-plates with di erent thickness sizes are engaged. Third, the six 3D FEM results presented by Abolmaali et al [17] are also used for comparison. Finally, all of these previously mentioned samples that have also been performed and presented in 3D FEM by Mohamadi-Shooreh and Mo d [21] are used for comparison with the delivered 3D FEM results.…”

Section: Validation Of the 3d Femmentioning

confidence: 99%

“…The comparison of delivered 3D FEM, Eurocode 3 [3], Abolmaali et al [17], and Mohamadi-Shooreh [21] for specimens No. 4 through 11 in terms of applied moment versus rotation is shown in Figure 8.…”

Section: Validation Of the 3d Femmentioning

confidence: 99%

“…In detail, a Coulomb coe cient of friction equal to 0.3 is de ned for sliding resistance. In the earlier nite element studies of bolted connections, such as those by Abolmaali et al [17], Feng et al [18], and Al-Jabri et al [19], pretension e ects in the bolts caused by the tightening of each bolt were simulated through using the bolt pretension element, where it acted as a connecting element to connect the two imaginary parts of the bolt shank.…”

Section: Introductionmentioning

confidence: 99%

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On the assessment of a new steel bolted flush end-plate beam splice connection

Keikha

Mofid

2017

Scientia Iranica

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Abstract. This paper describes the development of a numerical model with the ability to simulate and analyze the mechanical behavior of di erent types of Double Bolted Flush End-plate Beam (DBFEB) splice connections, which thus far has not been reported. Moreover, Bolted Flush End-plate Beam (BFEB) splice connections have been investigated for calibration of the results using Finite Element Modeling (FEM). The initial sti ness, rotation capacity, strength ratio, ductility, failure mode, and the performance of these two types of connections have been investigated and compared with each other with respect to FEMA 356. Also, classi cation of these two types of connections is performed by Eurocode 3 recommendation. The analyses have been calibrated and converted to experimental and analytical results, which are also brie y reviewed in this paper. Also, due to the multitude of in uencing parameters, an analytical description of the behavior of DBFEB connections has been delivered based on component method. Moreover, several parametric analyses on the Initial Rotational Sti ness (S ini ) of DBFEB connection have been conducted using regression analysis of FEM results.

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Section: Validation Of the 3d Femmentioning

confidence: 92%

Section: Materials Propertiesmentioning

confidence: 99%

Section: Validation Of the 3d Femmentioning

confidence: 99%

Section: Validation Of the 3d Femmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 3 more Smart Citations

On the assessment of a new steel bolted flush end-plate beam splice connection

Keikha

Mofid

2017

Scientia Iranica

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Experimental investigation of dry mechanical beam–column joints for precast concrete based frames

Nzabonimpa

Hong

Park

2016

Structural Design Tall Build

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Summary This paper proposes dry mechanical beam–column joints for fully restrained moment connections of concrete components. This novel joint can be used for reinforced concrete precast frames and steel–concrete composite precast frames. The new dry mechanical joint consists of extended steel plates with bolts designed to transfer tension and compression forces, providing fully restrained moment connections at the beam–column joint. The extended end plate with bolts introduced for column‐beam joint assembly was originally used in the steel moment frame, as introduced in AISC 358. This study developed similar but unique mechanical joint details for concrete frames in order to provide fully restrained moment connections for both steel–concrete composite precast frames and reinforced concrete precast frames. Experimental and analytical investigations were performed to verify the structural behavior of fully restrained moment connections for concrete components in order to identify the parameters that influence the structural behavior of dry mechanical moment concrete connections. These connections are expected to be used in modular offsite construction for buildings and heavy industrial plants. Copyright © 2016 John Wiley & Sons, Ltd.

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