A numerical study on special truss moment frames with Vierendeel openings

Ölmez, Harun Deniz; Topkaya, Cem

doi:10.1016/j.jcsr.2010.11.013

Cited by 8 publications

(2 citation statements)

References 15 publications

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“…Although the ceiling beams are barely functional as main structural members except when transporting and assembling modular units, the combination of these two components may result in the weak column-strong beam behavior, which is not desirable in the viewpoint of earthquake resistant design. In order to handle this issue, the concept of the special truss moment frame discussed in [13][14][15][16] may be applied to the design of the modular structural system. Its main idea is to install a Vierendeel opening between steel truss moment frames and use it as an effective energy dissipation device, thus the strong column-weak beam behavior can be guaranteed.…”

Section: Introductionmentioning

confidence: 99%

Structural Performance of a New Blind-Bolted Frame Modular Beam-Column Connection under Lateral Loading

et al. 2019

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This study proposes an effective steel frame modular system and evaluates the structural performance of its beam-column connection through experimental and analytical work. The new steel frame modular system utilizes the blind bolts, which allow free access to the structural members of the closed cross-section. In addition, the new modular system is designed such that the strength of its beam members is considerably lower than that of its column members to implement the strong column-weak beam concept. In order to investigate the effectiveness of the proposed modular beam-column connection, two types of specimens were designed and tested. One of the two specimens has four knee brace members to increase the bending stiffness of the connection, while the other does not have these components. The applied load versus displacement curves are plotted for the two specimens, and their failure modes are identified. Finally, a simplified analytical model for the modular beam-column connection is proposed, and its effectiveness is validated by performing its push-over analysis and comparing its results with the test results.

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Section: Introductionmentioning

confidence: 99%

Structural Performance of a New Blind-Bolted Frame Modular Beam-Column Connection under Lateral Loading

et al. 2019

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“…In the analytical study, using a bilinear model for the SBRB, the total energy dissipation was in agreement with the experimental result. An investigation on the performance of STMF-Vierendeel type was conducted, considering different vertical load distribution [8]. It was found that the formula to compute the shear force on the STMF girder as stated in the AISC Seismic Provisions was too conservative.…”

mentioning

confidence: 99%

Seismic Performance of Special Truss Moment Frames With X-Bracing Type: Influence of Building Height

Sugihardjo

Habieb

Karuniawan

2022

Civil and Environmental Engineering

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This study investigated the implementation of Special Truss Moment Frames (STMF) X-braced type in accordance with the recommendations of the National Earthquake Hazards Reduction Program (NEHRP), 1997:2000 and Indonesian National Standards (SNI) 1726 where it is stated that the STMF may only be used up to a maximum building height of 48 m (160 feet) for Seismic Design Category of D. The analyses compared the seismic response of apartment buildings using STMF system with different height: 44 m (11 stories), 48 m (12 stories), and 52 m (13 stories). The nonlinear behaviors were investigated through a series of nonlinear time history and pushover analyses, including the inelastic response of the structural components, top-roof displacement, drift ratio, and ductility. The structural modeling and the selection of steel sections were performed in SAP 2000 based on SNI 1726 code, considering that the structure was built on medium soil in Aceh region. Seismic performance was examined through a series of pushover and nonlinear time history analysis (NLTHA) using three scaled accelerogram: Elcentro 1940, Northridge 1994 and Kobe 1995 records. The results of the study show that in case of STMF structure with the height of 52 m (higher than the maximum height of STMF structure stated in the codes), the seismic performance of the structure was excellent and met the requirements. Axial plasticization occurred only in X-braces, not followed by the formation of plastic hinges at the ends of the ductile segments. Meanwhile, the other structural components remained elastic. This indicates that the structure can still be used after the earthquake, by replacing only the X-braced components. The drift ratio met the requirements and the roof displacements behavior was asymptotic, indicating that there is no residual horizontal displacement of the building after the seismic loads occurred.

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