• Title, Summary, Keyword: shear resisting performance

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Effect of semi-rigid connections in improvement of seismic performance of steel moment-resisting frames

  • Feizi, M. Gholipour;Mojtahedi, A.;Nourani, V.
    • Steel and Composite Structures
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    • v.19 no.2
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    • pp.467-484
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    • 2015
  • Seismic performances of dual steel moment-resisting frames with mixed use of rigid and semi-rigid connections were investigated to control of the base shear, story drifts and the ductility demand of the elements. To this end, nonlinear seismic responses of three groups of frames with three, eight and fifteen story were evaluated. These frames with rigid, semi-rigid and combined configuration of rigid and semi-rigid connections were analyzed under five earthquake records and their responses were compared in ultimate limit state of rigid frame. This study showed that in all frames, it could be found a state of semi-rigidity and connections configuration which behaved better than rigid frame, with consideration of the base shear and story drifts criterion. Finally, some criteria were suggested to locate the best place of the semi-rigid connections for improvement of the seismic performance of steel moment-resisting frames.

Seismic performance of low and medium-rise RC buildings with wide-beam and ribbed-slab

  • Turker, Kaan;Gungor, Ilhan
    • Earthquakes and Structures
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    • v.15 no.4
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    • pp.383-393
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    • 2018
  • In this study, seismic performance of low and medium-rise RC buildings with wide-beam and ribbed-slab were evaluated numerically. Moment resisting systems consisting of moment and dual frame were selected as structural system of the buildings. Sufficiency of moment resisting wide-beam frames designed with high ductility requirements were evaluated. Upon necessity frames were stiffen with shear-walls. The buildings were designed in accordance with the Turkish Earthquake Code (TEC 2007) and were evaluated by using the strain-based nonlinear static method specified in TEC. Second order (P-delta) effects on the lateral load capacity of the buildings were also assessed in the study. The results indicated that the predicted seismic performances were achieved for the low-rise (4-story) building with the high ductility requirements. However, the moment resisting frame with high ductility was not adequate for the medium-rise building. Addition of sufficient amount of shear-walls to the system proved to be efficient way of providing the target performance of structure.

Performance Evaluation of Steel Moment Resisting Frames with Seismic Retrofit Using Fragility Contour Method (내진 보강된 철골모멘트골조의 취약성 등고선을 통한 성능평가)

  • Kim, Su Dong;Lee, Kihak;Jeong, Seong-Hoon;Kim, Do Hyun
    • Journal of the Earthquake Engineering Society of Korea
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    • v.17 no.1
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    • pp.33-41
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    • 2013
  • Due to a high level of system ductility, steel moment resisting frames have been widely used for lateral force resisting structural systems in high seismic zones. Earthquake field investigations after Northridge earthquake in 1994 and Kobe earthquake in 1995 have reported that many steel moment resisting frames designed before 1990's had suffered significant damages and structural collapse. In this research, seismic performance assessment of steel moment resisting frames designed in accordance with the previous seismic provisions before 1990's was performed. Buckling-restrained braces and shear walls are considered for seismic retrofit of the reference buildings. Increasing stiffness and strength of the buildings using buckling-restrained braces and shear walls are considered as options to rehabilitate the damaged buildings. Probabilistic seismic performance assessment using fragility analysis results is used for the criteria for determining an appropriate seismic retrofit strategy. The fragility contour method can be used to provide an intial guideline to structural engineers when various structural retrofit options for the damaged buildings are available.

A Study on the Moment and Shear Resisting Performance of Steel Girder - R/C Column Connection (철골 보 - 철근콘크리트 기둥 접합부의 휨 및 전단 저항성능에 관한 연구)

  • Choi, Kwang Ho
    • Journal of Korean Society of Steel Construction
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    • v.12 no.4
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    • pp.429-436
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    • 2000
  • The composite system, which is consisted of the steel girder and reinforced concrete column has some advantages in the structural efficiency and the construction productivity by complementing the shortcomings between the two materials. This research is aimed at the development of the composite beam-column connection system by which the steel beam can be connected to the R/C column with smooth stress transfer. And, to ensure safety of this system, the tests of moment and shear resisting performance have been carried out for actual size specimen. From the test, the connection system has been preyed to take good resistance and stress transfer between steel girder and reinforced concrete column.

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Seismic Performance Evaluation of a Mid-rise General Hospital Building (중층 종합병원 건물의 내진성능평가)

  • Kim, Taewan;Chu, Yurim;Kim, Seung Rae
    • Journal of the Earthquake Engineering Society of Korea
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    • v.21 no.5
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    • pp.245-254
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    • 2017
  • The building which are essential for disaster recovery is classified as a special seismic use group. Especially, achievement of seismic performance is very important for the hospital, so the hospital should be able to maintain its function during and right after an earthquake without significant damage on both structural and non-structural elements. Therefore, this study aimed at checking the seismic performance of a hospital building, but which was limited to structural elements. For the goal, a plan with a configuration of general hospitals in Korea was selected and designed by two different seismic-force-resisting systems. In analytical modeling, the shear behavior of the wall was represented by three inelastic properties as well as elastic. Nonlinear dynamic analyses were conducted to evaluate the performance of structural members. The result showed that the performance of shear walls in the hospital buildings was not satisfied regardless of the seismic-force-resisting systems, while the demands on the beams and columns did not exceed the capacities. This is the result of only considering the shear of the wall as the force-controlled action. When the shear of the wall was modeled as inelastic, the walls were yielded in shear, and as the result, the demands for frames were increased. However, the increase did not exceed the capacities of the frames members. Consequently, since the performance of walls is significant to determine the seismic performance of a hospital building, it will be essential to establish a definite method of modeling shear behavior of walls and judging their performance.

Hysteretic Behavoir of Flat Plate System Using Rebar Type Shear Reinforcement (철근형 전단보강근을 사용한 플랫 플레이트 시스템의 이력 거동)

  • Lee, Hyun-Ho;Chun, Young-Soo;Kim, Jin-Soo;Lee, Do-Bum;Kim, Ook-Jong
    • Proceedings of the Korea Concrete Institute Conference
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    • pp.55-58
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    • 2005
  • From the development of residential flat plate system, continuously bended shear reinforcements were applied in the joint performance test. The testing parameters are shear reinforcement types, which are no reinforcement, studrail reinforcement, and rebar type reinforcement. To verify the lateral resisting capacity, cyclic load is applied in the constant vertical load condition. From the test results, the resisting capacity of developed shear reinforcement system has a good performance behavior in the story drift ratio.

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Seismic assessment of thin steel plate shear walls with outrigger system

  • Fathy, Ebtsam
    • Structural Engineering and Mechanics
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    • v.74 no.2
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    • pp.267-282
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    • 2020
  • The seismic performance and failure modes of the dual system of moment resisting frames and thin steel plate shear walls (TSPSWs) without and with one or two outrigger trusses are studied in this paper. These structural systems were utilized to resist vertical and lateral loads of 40-storey buildings. Detailed Finite element models associated with nonlinear time history analyses were used to examine seismic capacity and plastic mechanism of the buildings. The analyses were performed under increased levels of earthquake intensities. The models with one and two outriggers showed good performance during the maximum considered earthquake (MCE), while the stress of TSPSWs in the model without outrigger reached its ultimate value under this earthquake. The best seismic capacity was in favour of the model with two outriggers, where it is found that increasing the number of outriggers not only gives more reduction in lateral displacement but also reduces stress concentration on thin steel plate shear walls at outrigger floors, which caused the early failure of TSPSWs in model with one outrigger.

Structural behavior of conventional and buckling restrained braced frames subjected to near-field ground motions

  • Guneyisi, Esra Mete;Ameen, Nali
    • Earthquakes and Structures
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    • v.7 no.4
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    • pp.553-570
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    • 2014
  • In this study, nonlinear dynamic analyses were performed in order to evaluate and compare the structural response of different type of moment resisting frame buildings equipped with conventional braces (CBs) and buckling restrained braces (BRBs) subjected to near-field ground motions. For this, the case study frames, namely, ordinary moment-resisting frame (OMRF) and special moment-resisting frame (SMRF) having two equal bays of 6 m and a total height of 20 m were utilized. Then, CBs and BRBs were inserted in the bays of the existing frames. As a brace pattern, diagonal type with different configurations were used for the braced frame structures. For the earthquake excitation, artificial pulses equivalent to Northridge and Kobe earthquake records were taken into account. The results in terms of the inter-story drift index, global damage index, base shear, top shear, damage index, and plastification were discussed. The analysis of the results indicated a considerable improvement in the structural performance of the existing frames with the inclusion of conventional and especially buckling-restrained braces.

Experimental and numerical study on innovative seismic T-Resisting Frame (TRF)

  • Ashtari, Payam;Sedigh, Helia Barzegar;Hamedi, Farzaneh
    • Structural Engineering and Mechanics
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    • v.60 no.2
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    • pp.251-269
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    • 2016
  • In common structural systems, there are some limitations to provide adequate lateral stiffness, high ductility, and architectural openings simultaneously. Consequently, the concept of T-Resisting Frame (TRF) has been introduced to improve the performance of structures. In this study, Configuration of TRF is a Vertical I-shaped Plate Girder (V.P.G) which is placed in the middle of the span and connected to side columns by two Horizontal Plate Girders (H.P.Gs) at each story level. System performance is improved by utilizing rigid connections in link beams (H.P.Gs). Plastic deformation leads to tension field action in H.P.Gs and causes energy dissipation in TRF; therefore, V.P.G. High plastic deformation in web of TRF's members affects the ductility of system. Moreover, in order to prevent shear buckling in web of TRF's members and improve overall performance of the system, appropriate criteria for placement of web stiffeners are presented in this study. In addition, an experimental study is conducted by applying cyclic loading and using finite element models. As a result, hysteresis curves indicate adequate lateral stiffness, stable hysteretic behavior, and high ductility factor of 6.73.

Evaluation of Dynamic Behavior of moment resisting frame under probabilistic ground motions (확률론적 지진하중에 의한 모멘트 골조의 동적 거동평가)

  • 권오성;한상환
    • Proceedings of the Korea Concrete Institute Conference
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    • pp.565-570
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    • 2001
  • Base shear and roof drift relation was acquired from experiment of 3 story ordinary moment resisting frame which was designed using gravity loads. To evaluate the dynamic behavior of the frame, analytical model was generated from experimental result. Dynamic analysis was performed using the analytical model subjected to earthquake ground motions with 500, 1000, and 2400 years of return period. And capacity spectrum method was adopted to find the performance points of the frame. Both dynamic analysis and CSM showed that the performance of the frame meet the life safety objectives suggested by FEMA 273 and ATC 40.

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