scholarly journals STUDI PERBANDINGAN PERENCANAAN BANGUNAN BAJA SISTEM SPECIAL MOMENT FRAMES DAN SPECIAL PLATE SHEAR WALLS

2019 ◽  
Vol 3 (1) ◽  
pp. 57
Author(s):  
Deny Anarista Sitorus ◽  
Wiryanto Dewobroto
Keyword(s):  
Shear Walls ◽  
Analytical Models ◽  
Earthquake Risk ◽  
Steel Buildings ◽  
Moment Frames ◽  
Risk Area ◽  
Long Span ◽  
Seismic Force ◽  
Special Moment Frames ◽  
Special Truss Moment Frames

Indonesia merupakan wilayah rawan gempa, sehingga konstruksi bangunan memakai sistem penahan gaya seismik dianggap penting. Umumnya, struktur bangunan adalah beton bertulang, adapun baja penggunaan sistem special moment frames (SMF) lebih banyak dijumpai sebagai sistem penahan gaya seismik. Padahal menurut peraturan ASCE/SEI 7-10 terdapat pilihan sistem penahan gaya seismik untuk bangunan baja seperti special plate shear walls (SPSW), special truss moment frames (STMF) dan sistem khususnya lainnya. Studi ini akan memperlihatkan perbandingan perencanaan bangunan sistem SMF dan SPSW dalam mempelajari potensi penggunaan kedua sistem ini di Indonesia. Konfigurasi bentang antar kolom dipilih agar menghasilkan variasi desain bangunan sistem SMF sehingga menghasilkan struktur yang ekonomis. Dari hasil studi perbandingan perencanaan, diketahui jika konfigurasi struktur bangunan dengan panjang bentang antar kolom yang pendek, maka sistem SMF lebih ekonomis bila dibandingkan terhadap sistem SPSW. Akan tetapi, untuk panjang bentang antar kolom yang besar penggunaan sistem SPSW dapat menjadi alternatif. Indonesia is located in earthquake risk area, thus the construction of seismic resisting structures is important. In general, reinforcement concrete is used for the structural of buildings, while the use of steel material, special moment frames (SMF) is more commonly used as a seismic force-resistant frame system. According to the standard provision of ASCE/SEI 7-10, the seismic resisting systems for steel buildings are special plate shear walls (SPSW), special truss moment frames (STMF) and other specialized systems. This paper will present analytical models of SMF and SPSW, which is studied further to determine the potential use in Indonesia. To overcome this, parametric study is used to develop design variations with the SMF system cases on different column distance designed to find the most economical structure. The results of comparative design study shown that the SMF system is suitable to be applied for the columns distance with short span and verified to be more economical. However, for long span of columns distance the use of SPSW system can be an alternative.

scholarly journals STUDI PERBANDINGAN PERENCANAAN BANGUNAN BAJA SISTEM SPECIAL MOMENT FRAMES DAN SPECIAL PLATE SHEAR WALLS

2019 ◽  
Vol 2 (2) ◽  
pp. 393
Author(s):  
Deny Anarista Sitorus ◽  
Wiryanto Dewobroto
Keyword(s):  
Shear Walls ◽  
Moment Frames ◽  
Special Moment Frames ◽  
Special Truss Moment Frames

Indonesia merupakan wilayah rawan gempa, sehingga konstruksi bangunan memakai sistem penahan gaya seismik dianggap penting. Umumnya, struktur bangunan adalah beton bertulang, adapun baja penggunaan sistem special moment frames (SMF) lebih banyak dijumpai sebagai sistem penahan gaya seismik. Padahal menurut peraturan ASCE/SEI 7-10 terdapat pilihan sistem penahan gaya seismik untuk bangunan baja seperti special plate shear walls (SPSW), special truss moment frames (STMF) dan sistem khususnya lainnya. Studi ini akan memperlihatkan perbandingan perencanaan bangunan sistem SMF dan SPSW dalam mempelajari potensi penggunaan kedua sistem ini di Indonesia. Konfigurasi bentang antar kolom dipilih agar menghasilkan variasi desain bangunan sistem SMF sehingga menghasilkan struktur yang ekonomis. Dari hasil studi perbandingan perencanaan, diketahui bahwa konfigurasi struktur bangunan dengan panjang bentang antar kolom yang pendek, maka sistem SMF lebih ekonomis bila dibandingkan terhadap sistem SPSW. Akan tetapi, untuk panjang bentang antar kolom yang besar penggunaan sistem SPSW dapat menjadi alternatif.Kata kunci: gempa, special moment frames, special plate shear walls

Seismic Design and Performance Evaluation of Long-Span Special Truss Moment Frames

2019 ◽  
Vol 145 (7) ◽  
pp. 04019053 ◽  
Author(s):  
Chatchai Jiansinlapadamrong ◽  
KyoungSub Park ◽  
John Hooper ◽  
Shih-Ho Chao
Keyword(s):  
Performance Evaluation ◽  
Seismic Design ◽  
Moment Frames ◽  
Long Span ◽  
And Performance ◽  
Special Truss Moment Frames

Assessment of Performance-Based Seismic Design Methods in ASCE 41 for New Steel Buildings: Special Moment Frames

2018 ◽  
Vol 34 (3) ◽  
pp. 977-999 ◽  
Author(s):  
John Harris ◽  
Matthew Speicher
Keyword(s):  
Seismic Design ◽  
Performance Metrics ◽  
Structural Performance ◽  
Steel Buildings ◽  
Moment Frames ◽  
Component Level ◽  
Existing Building ◽  
Special Moment Frames ◽  
Steel Building ◽  
Performance Based Seismic Design

This paper presents the results of a study investigating the correlation between the anticipated seismic performance of an ASCE 7 code-compliant steel building with special moment frames and its predicted performance as quantified using ASCE 41 analysis procedures and structural performance metrics. Analytical results based on component-level performances at the collapse prevention structural performance level indicate that special moment frames designed in accordance with ASCE 7, and its referenced standards, have difficulty satisfying the acceptance criteria in ASCE 41 for an existing building intended to be equivalent to a new building.

Effect of Special Segment Aspect Ratio on Seismic Performance of Special Truss Moment Frames (STMFs)

2018 ◽  
Vol 763 ◽  
pp. 709-717
Author(s):  
Rajesh Kumar ◽  
Dipti Ranjan Sahoo
Keyword(s):  
Aspect Ratio ◽  
Nonlinear Analysis ◽  
Plastic Hinge ◽  
Moment Frames ◽  
Moment Frame ◽  
Collapse Probability ◽  
Seismic Force ◽  
New Type ◽  
Nonlinear Static ◽  
Special Truss Moment Frames

Special Truss Moment Frame (STMF), a relatively new type of seismic force resisting system dissipates energy through plastic hinge formation in a well-defined region known as special segment. The aspect ratio of special segment plays an important role during dissipation of energy in terms of moment and rotation developed at the end of special segment. Higher aspect ratio lowers the rotational demand while lower aspect ratio increases the rotational demand at the end of special segment. ANSI/AISC 341 specifies that aspect ratio of any panel shall not exceed 1.5 nor be less than 0.67 in the special segment. This paper presents an investigation on the effect of aspect ratio of special segment during seismic event and explore the possibility of higher aspect ratio. The investigation is carried out using FEMA P695 involving nonlinear static as well as dynamic analyses based on collapse probability. In this paper the variation of aspect ratio is taken as 1, 1.5, 2, 2.5 and 3 considering 9-story comprised perimeter STMF with five bays having 150 ft. by 150 ft. in plan. For carrying out nonlinear analysis all the archetypes were modelled in a nonlinear analysis software Perform-3D. The evaluation of collapse carried out by performing incremental dynamic analysis (IDA) using scaled ground motion based on total collapse uncertainty as per FEMA P695.

Seismic evaluation of single-storey steel buildings

1999 ◽  
Vol 26 (4) ◽  
pp. 379-394 ◽  
Author(s):  
M S Medhekar ◽  
DJL Kennedy
Keyword(s):  
Seismic Performance ◽  
Response Spectrum ◽  
Time History ◽  
Analytical Models ◽  
Steel Buildings ◽  
Concentrically Braced Frames ◽  
Braced Frame ◽  
Seismic Zones ◽  
Concentrically Braced Frame ◽  
Concentrically Braced

The seismic performance of single-storey steel buildings, with concentrically braced frames and a roof diaphragm that acts structurally, is evaluated. The buildings are designed in accordance with the National Building Code of Canada 1995 and CSA Standard S16.1-94 for five seismic zones in western Canada with seismicities ranging from low to high. Only frames designed with a force modification factor of 1.5 are considered. Analytical models of the building are developed, which consider the nonlinear seismic behaviour of the concentrically braced frame, the strength and stiffness contributions of the cladding, and the flexibility, strength, and distributed mass of the roof diaphragm. The seismic response of the models is assessed by means of a linear static analysis, a response spectrum analysis, a nonlinear static or "pushover" analysis, and nonlinear dynamic time history analyses. The results indicate that current design procedures provide a reasonable estimate of the drift and brace ductility demand, but do not ensure that yielding is restricted to the braces. Moreover, in moderate and high seismic zones, the roof diaphragm responds inelastically and brace connections are overloaded. Recommendations are made to improve the seismic performance of such buildings.Key words: analyses, concentrically braced frame, dynamic, earthquake, flexible diaphragm, low-rise, nonlinear, seismic design, steel.

Seismic evaluation of concrete moment frames in existing government buildings

2009 ◽  
Vol 36 (5) ◽  
pp. 813-825
Author(s):  
G. Akhras ◽  
W. Li
Keyword(s):  
Response Spectrum ◽  
Shear Walls ◽  
Linear Segment ◽  
Seismic Evaluation ◽  
Moment Frames ◽  
Limit States ◽  
Frame Element ◽  
Weak Beam ◽  
Detailed Evaluation ◽  
Column Joint

Many government departments have hundreds of buildings located in active seismic regions. Most of these buildings were built decades ago according to old design codes, and could be vulnerable to strong or even moderate earthquakes. To evaluate the seismic performance of concrete moment frames or moment frames with shear walls in these buildings, the static, vibration and modal response spectrum analyses are carried out according to the 2005 National building code of Canda NBCC. The analysis uses 2-D finite element models consisting of frame elements and inplane elements. The frame element has a built-in rigid linear segment at each end for modeling the portion within the beam–column joint, whereas the inplane element may have openings for modeling doors and windows in shear walls. The stiffness of both elements is adjusted to include effects of shear deformation in beams and bending deformation in wall piers. The results are further adjusted to incorporate effects of torsion and accidental torsion. Then, CSA-A23.3-04 is followed for detailed evaluation on safety in limit states, “strong column – weak beam” concept and shear strength requirements. Based on this approach, a new computer program is developed to perform this evaluation with minimum input data. Important issues in each step are discussed in detail. Examples are presented, and results are compared with available existing data.

scholarly journals Effect of Soil Classification on Seismic Behavior of SMFs considering Soil-Structure Interaction and Near-Field Earthquakes

2018 ◽  
Vol 2018 ◽  
pp. 1-17 ◽  
Author(s):  
Shahrokh Shahbazi ◽  
Iman Mansouri ◽  
Jong Wan Hu ◽  
Armin Karami
Keyword(s):  
Soil Structure ◽  
Near Field ◽  
Free Field ◽  
Soil Structure Interaction ◽  
Nonlinear Time History Analysis ◽  
Type Ii ◽  
Steel Buildings ◽  
Moment Frames ◽  
Structure Interaction ◽  
Soil Flexibility

Seismic response of a structure is affected by its dynamic properties and soil flexibility does not have an impact on it when the bottom soil of foundation is supposedly frigid, and the soil flexibility is also ignored. Hence, utilizing the results obtained through fixed-base buildings can lead to having an insecure design. Being close to the source of an earthquake production causes the majority of earthquake’s energy to reach the structure as a long-period pulse. Therefore, near-field earthquakes produce many seismic needs so that they force the structure to dissipate output energy by relatively large displacements. Hence, in this paper, the seismic response of 5- and 8-story steel buildings equipped with special moment frames (SMFs) which have been designed based on type-II and III soils (according to the seismic code of Iran-Standard 2800) has been studied. The effects of soil-structure interaction and modeling of the panel zone were considered in all of the two structures. In order to model radiation damping and prevent the reflection of outward propagating dilatational and shear waves back into the model, the vertical and horizontal Lysmer–Kuhlemeyer dashpots as seen in the figures are adopted in the free-field boundary of soil. The selected near- and far-field records were used in the nonlinear time-history analysis, and structure response was compared in both states. The results obtained from the analysis showed that the values for the shear force, displacement, column axial force, and column moment force on type-III soil are greater than the corresponding values on type-II soil; however, it cannot be discussed for drift in general.

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