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Journal articles on the topic 'Special Moment Resisting Frame'

Author: Grafiati

Published: 4 June 2021

Last updated: 1 February 2022

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1

Kumar, Nishant. "Comparison and Optimization of 8 Storeys Ordinary Moment Resisting Frame and Special Moment Resisting Frame Building." International Journal for Research in Applied Science and Engineering Technology V, no. X (2017): 705–10. http://dx.doi.org/10.22214/ijraset.2017.10104.

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2

Khandelwal, Kapil, and Sherif El-Tawil. "Collapse Behavior of Steel Special Moment Resisting Frame Connections." Journal of Structural Engineering 133, no. 5 (2007): 646–55. http://dx.doi.org/10.1061/(asce)0733-9445(2007)133:5(646).

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3

Wieser, Joseph, Gokhan Pekcan, Arash E. Zaghi, Ahmad Itani, and Manos Maragakis. "Floor Accelerations in Yielding Special Moment Resisting Frame Structures." Earthquake Spectra 29, no. 3 (2013): 987–1002. http://dx.doi.org/10.1193/1.4000167.

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Severe damage to acceleration sensitive nonstructural components in recent earthquakes has resulted in unprecedented losses. Recent research has been aimed at increasing the understanding of acceleration demands on nonstructural components in buildings. This investigation subjects a set of four special moment resisting frame (SMRF) building models to a suite of 21 far-field ground motions using the incremental dynamic analysis procedure. Full three-dimensional models including floor slabs are used to extract both the horizontal and vertical responses. Floor acceleration response spectra are generated to assess the acceleration demands on elastic nonstructural components. Changes to the current code provisions that include the influence of structural period are proposed. An alternative design approach that directly amplifies the ground acceleration spectrum to achieve the desired floor acceleration spectrum is presented.

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4

Olsen, Anna H., Thomas H. Heaton, and John F. Hall. "Characterizing Ground Motions that Collapse Steel Special Moment-Resisting Frames or Make Them Unrepairable." Earthquake Spectra 31, no. 2 (2015): 813–40. http://dx.doi.org/10.1193/102612eqs318m.

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This work applies 64,765 simulated seismic ground motions to four models each of 6- or 20-story, steel special moment-resisting frame buildings. We consider two vector intensity measures and categorize the building response as “collapsed,” “unrepairable,” or “repairable.” We then propose regression models to predict the building responses from the intensity measures. The best models for “collapse” or “unrepairable” use peak ground displacement and velocity as intensity measures, and the best models predicting peak interstory drift ratio, given that the frame model is “repairable,” use spectral acceleration and epsilon ( ∊) as intensity measures. The more flexible frame is always more likely than the stiffer frame to “collapse” or be “unrepairable.” A frame with fracture-prone welds is substantially more susceptible to “collapse” or “unrepairable” damage than the equivalent frame with sound welds. The 20-story frames with fracture-prone welds are more vulnerable to P-delta instability and have a much higher probability of collapse than do any of the 6-story frames.

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5

Shah, Syed Azmat Ali, Junaid Shah Khan, Syed Muhammad Ali, Khan Shahzada, Waqar Ahmad, and Junaid Shah. "Shake Table Response of Unreinforced Masonry and Reinforced Concrete Elements of Special Moment Resisting Frame." Advances in Civil Engineering 2019 (July 7, 2019): 1–17. http://dx.doi.org/10.1155/2019/7670813.

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Half-scaled reinforced concrete frame of two storeys and two bays with unreinforced masonry (URM) infill walls was subjected to base excitation on a shake table for seismic performance evaluation. Considering the high seismic hazard Zone IV of Pakistan, reinforcement detailing in the RC frame is provided according to special moment resisting frames (SMFRs) requirement of Building Code of Pakistan Seismic-Provisions (BCP SP-2007). The reinforced concrete frame was infilled with in-plane solid masonry walls in its interior frame, in-plane masonry walls with door and window openings in the exterior frame, out-of-plane solid masonry wall, and masonry wall with door and window openings in its interior frame. For seismic capacity qualification test, the structure was subjected to three runs of unidirectional base excitation with increasing intensity. For system identification, ambient-free vibration tests were performed at different stages of experiment. Seismic performance of brick masonry infill walls in reinforced concrete frame structures was evaluated. During the shake table test, performance of URM infill walls was satisfactory until design ground acceleration was 0.40g with a global drift of 0.23%. The test was continued till 1.24g of base acceleration. This paper presents key findings from the shake table tests, including the qualitative damage observations and quantitative force-displacement, and hysteretic response of the test specimen at different levels of excitation. Experimental results of this test will serve as a benchmark for validation of numerical and analytical models.

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6

Susanto, Sita Ramandhani Arumsari, and Koespiadi Koespiadi. "STRUCTURAL ANALYSIS OF APARTMENT BUILDING WITH SPECIAL RESISTING FRAME SYSTEM." IJEEIT : International Journal of Electrical Engineering and Information Technology 2, no. 1 (2020): 9–15. http://dx.doi.org/10.29138/ijeeit.v2i1.1147.

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Indonesia has a high earthquake risk, therefore several buildings in Indonesia are designed with seismic retention systems where the column structure is designed to be stronger than the beam. The calculation of apartment building structure in this final design is based on SNI 1726:2012 and SNI 2847:2013. The method used in this calculation is the Special Moment Resisting Frame System (SMRFS) because the building area is included in the category of E seismic design which is a type of soft soil. The Special Moment Resisting Frame System is designed so that the building has more strength to withstand earthquakes, especially the column structure. This building is classified as a high-level building, therefore the analysis of seismic load is carried out by Spectrum Response Dynamic, using the SRSS (Square Root of the Sum Squares) method because the building structure has far-flung natural vibration times. In high-rise buildings, it is necessary to control the displacement between floors to reduce the large sway on each floor. The displacement between floors resulting from elastic analysis is less than the maximum allowable intersection between floors. so that the building structure is still safe against swaying.

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7

Sitorus, Deny Anarista, and Wiryanto Dewobroto. "STUDI PERBANDINGAN PERENCANAAN BANGUNAN BAJA SISTEM SPECIAL MOMENT FRAMES DAN SPECIAL PLATE SHEAR WALLS." Jurnal Muara Sains, Teknologi, Kedokteran dan Ilmu Kesehatan 3, no. 1 (2019): 57. http://dx.doi.org/10.24912/jmstkik.v3i1.2565.

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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.

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8

Rosyidah, Anis, and Nadhila Ramadhani A.P. "Direct Displacement Based Design and Capacity Spectrum Method for Special Moment Resisting Frame." Logic: Jurnal Rancang Bangun dan Teknologi 20, no. 1 (2020): 6–12. http://dx.doi.org/10.31940/logic.v20i1.1455.

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9

Mehdipanah, Alireza, Seyyed Rasoul Mirghaderi, and Seyyed Ali Razavi Tabatabaei. "Seismic performance of stiffness-based designed buckling-restrained braced frame and special moment-resisting frame dual systems." Structure and Infrastructure Engineering 12, no. 8 (2015): 918–35. http://dx.doi.org/10.1080/15732479.2015.1071854.

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10

HART, GARY C., SAMPSON C. HUANG, ROY F. LOBO, ANURAG JAIN, and MATTHEW VAN WINKLE. "EARTHQUAKE RESPONSE OF STRENGTHENED STEEL SPECIAL MOMENT RESISTING FRAMES." Structural Design of Tall Buildings 6, no. 1 (1997): 37–58. http://dx.doi.org/10.1002/(sici)1099-1794(199703)6:1<37::aid-tal83>3.0.co;2-m.

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11

Valadbeigi, A., and M. Ghassemieh. "Evaluation of Progressive Collapse of Special Steel Moment Frames." Advanced Materials Research 831 (December 2013): 85–89. http://dx.doi.org/10.4028/www.scientific.net/amr.831.85.

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The point of this study was to assess the progressive collapse resisting capacity of special steel moment frame structures and the behaviour of buildings which have different height when they are losing one of their exterior columns. Two buildings were considered for this research, 7-storiy and 12-storiy buildings. Corner column as well as one of the middle columns was removed to evaluate the importance and the effect of the location of removed column in structural response. General Services Administration (GSA) and Department of Defence (DoD) guidelines are considered for choosing the method of analysis. Nonlinear dynamic analysis procedures were carried out to investigate the behavior of structures. Thus, maximum vertical displacement in the point of column removal for each structure was measured. In addition, both buildings have cover plate connections which are cosidered to be rigid in modelling.

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12

Babaei, Mehdi, and Mohsen Jabbar. "Evaluation of steel special moment resisting frame structures with different spans and story numbers." International Journal of Structural Engineering 9, no. 2 (2018): 145. http://dx.doi.org/10.1504/ijstructe.2018.093040.

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13

Babaei, Mehdi, and Mohsen Jabbar. "Evaluation of steel special moment resisting frame structures with different spans and story numbers." International Journal of Structural Engineering 9, no. 2 (2018): 145. http://dx.doi.org/10.1504/ijstructe.2018.10014104.

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14

Alinouri, Hossein, Fakhroddin Ahmadi Danesh, and Hamideh Khazaee. "Seismic design of special moment-resisting steel frame with prevention of soft-storey mechanism failure." Structural Design of Tall and Special Buildings 22, no. 11 (2011): 876–86. http://dx.doi.org/10.1002/tal.748.

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15

Pantelides, Chris P., Yasuteru Okahashi, and Lawrence D. Reaveley. "Experimental Investigation of Reduced Beam Section Moment Connections without Continuity Plates." Earthquake Spectra 20, no. 4 (2004): 1185–209. http://dx.doi.org/10.1193/1.1814369.

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The AISC 2002 Seismic Provisions for Structural Steel Buildings recommend that usage and sizing of beam flange continuity plates across the column web shall be based on tests. The Recommended Seismic Design Criteria for New Steel Moment-Frame Buildings ( FEMA-350) state that unless project-specific testing is performed to demonstrate that continuity plates are not required, moment-resisting connections should be provided with continuity plates when the thickness of the column flange is below a minimum value. One of the preferred moment connections for seismic-resistant steel frames is the reduced beam section (RBS) moment connection, which has performed well under cyclic loads in laboratory testing. To demonstrate the effectiveness of the RBS moment connection without continuity plates in the panel zone, a series of four full-scale tests of exterior beam-column connections was carried out. All materials were A572 Grade 50 steel; the beams were W30×132, two of the assemblies used W14×283 columns, and the other two used W18×211 columns. The beams were welded to the columns using complete joint-penetration welds. All four tests demonstrated that the RBS connections without continuity plates developed a total interstory drift angle greater than 0.04 radians and met the requirements for special moment frames.

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16

Eom, Tae-Sung, Hong-Gun Park, and Cheol-Ho Lee. "Simplified Method for Estimation of Beam Plastic Rotation Demand in Special Moment-Resisting Steel-Frame Structures." Journal of Structural Engineering 139, no. 11 (2013): 1906–16. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000768.

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17

Ahmar, Rania Al, and Mohammad Al Samara. "An evaluation of the seismic response modification factor R for RC special moment-resisting frame system." International Journal of Structural Engineering 6, no. 4 (2015): 368. http://dx.doi.org/10.1504/ijstructe.2015.072479.

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18

O K, Aswathi, and Anita S. "Non Linear Static Analysis of Multi-storeyed Special Moment Resisting Frames." International Journal of Civil Engineering 3, no. 8 (2016): 18–22. http://dx.doi.org/10.14445/23488352/ijce-v3i8p104.

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19

Kumar, Rajesh, and Dipti Ranjan Sahoo. "Effect of Special Segment Aspect Ratio on Seismic Performance of Special Truss Moment Frames (STMFs)." Key Engineering Materials 763 (February 2018): 709–17. http://dx.doi.org/10.4028/www.scientific.net/kem.763.709.

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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.

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20

Özhendekci, Devrim, and Nuri Özhendekci. "Seismic performance of steel special moment resisting frames with different span arrangements." Journal of Constructional Steel Research 72 (May 2012): 51–60. http://dx.doi.org/10.1016/j.jcsr.2011.10.002.

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21

AlHamaydeh, Mohammad, Sulayman Abdullah, Ahmed Hamid, and Abdilwahhab Mustapha. "Seismic design factors for RC special moment resisting frames in Dubai, UAE." Earthquake Engineering and Engineering Vibration 10, no. 4 (2011): 495–506. http://dx.doi.org/10.1007/s11803-011-0084-y.

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22

Hejazi, Malihe, and Ali Jalaeefar. "Effect of infills on seismic resilience of special steel moment resisting frames." Structures 33 (October 2021): 2771–91. http://dx.doi.org/10.1016/j.istruc.2021.06.018.

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23

Torres-Rodas, Pablo, Jawad Fayaz, and Farzin Zareian. "Strength resistance factors for seismic design of exposed based plate connections in special steel moment resisting frames." Earthquake Spectra 36, no. 2 (2020): 537–53. http://dx.doi.org/10.1177/8755293019891714.

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This study presents a critical assessment of the reliability of current base plate connections in steel special moment resisting frames (SMRFs). Using a probabilistic outlook, this research evaluates the reliability of exposed column base (ECB) connections in SMRFs designed based on the current seismic design provisions; it suggests (and implements) a statistical approach to compute resistance factors for three modes of failure (concrete bearing, base plate yielding at tensile interface, and anchor bolt fracture) of ECB connections to achieve a target reliability index, β, of 4.5. Since ECB connections are limited to short buildings, therefore, this study is conducted on two-story and four-story SMRFs which are analyzed using a suite of 120 ground motions originating from strike-slip and reverse faults. ECB connections for the two-story building are designed to simulate pinned connection, while the bases of the four-story building represent moment connections. Detailed methodology for calculating the β of ECB connections is presented considering the three limit states in a moment–axial load interaction curve. Results indicate that the implementation of current seismic provisions results in β ~ 3.3 for non-moment resisting ECB connections for all tried combinations of resistance factors. For moment resisting ECB connections, however, only the designs based on a resistance factor for concrete bearing failure mode less than the current 0.65 result in an acceptable reliability factor of β > 4.5.

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24

Tena-Colunga, Arturo, Héctor Correa-Arizmendi, José Luis Luna-Arroyo, and Gonzalo Gatica-Avilés. "Seismic behavior of code-designed medium rise special moment-resisting frame RC buildings in soft soils of Mexico city." Engineering Structures 30, no. 12 (2008): 3681–707. http://dx.doi.org/10.1016/j.engstruct.2008.05.026.

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25

Gencturk, Bora, Ibrahim Kaymaz, and Farshid Hosseini. "Derivation of Seismic Design Parameters for ECC and Multi-Material Special Moment-Resisting Frames." Journal of Earthquake Engineering 20, no. 7 (2016): 1054–76. http://dx.doi.org/10.1080/13632469.2016.1138161.

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26

Nikellis, Alexandros, Kallol Sett, and Andrew S. Whittaker. "Multihazard Design and Cost-Benefit Analysis of Buildings with Special Moment–Resisting Steel Frames." Journal of Structural Engineering 145, no. 5 (2019): 04019031. http://dx.doi.org/10.1061/(asce)st.1943-541x.0002298.

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27

Jazany, Roohollah Ahmady, and Behrokh Hosseini Hashemi. "Effects of detailing on panel zone seismic behaviour in special moment resisting frames with unequal beam depths." Canadian Journal of Civil Engineering 39, no. 4 (2012): 388–401. http://dx.doi.org/10.1139/l2012-004.

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Special moment resisting frames (SMRF) are commonly used as lateral-load resisting systems in seismic design. The results of recent studies have shown that the seismic performance of such frames can be improved by paying particular attention to the detailing of their panel zones (PZ) and beams. Panel zones with unequal beam depths appear to be a special case of connection detailing, which has not received sufficient attention so far and could lead to complications in everyday engineering practice. Some full-scale experiments of connections with unequal beam depths were performed, using different continuity plate arrangements (inclined and straight plates), and different corner clip lengths. A companion analytical study was also conducted, for which results have shown that the correct selection of inclined or straight continuity plates, with special detailing of the PZ, could keep the behaviour of the latter within safe margins. Such considerations could prevent the occurrence of failure in the PZ, and significantly improve the seismic resistance of SMRF with unequal beam depths.

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28

Yakhchalian, Masood, Mehrzad Yakhchalian, and Mansoor Yakhchalian. "Reliable fragility functions for seismic collapse assessment of reinforced concrete special moment resisting frame structures under near‐fault ground motions." Structural Design of Tall and Special Buildings 28, no. 9 (2019): e1608. http://dx.doi.org/10.1002/tal.1608.

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29

Han, Sang Whan, Tae O. Kim, and Seong Jin Baek. "Seismic Performance Evaluation of Steel Ordinary Moment Frames." Earthquake Spectra 34, no. 1 (2018): 55–76. http://dx.doi.org/10.1193/011117eqs010m.

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Steel ordinary moment frames (OMF) are seismic force-resisting systems that can be used in buildings. In current seismic design and detailing provisions, such as the American Society of Civil Engineers ASCE/SEI 7-10 (2010) , American Institute of Steel Construction ANSI/AISC 341-10 (2010), and ANSI/AISC 358-10 (2010) , less stringent design and detailing requirements are specified for steel OMFs compared with those for steel special- and intermediate-moment frames. The strong-column weak-beam (SC/WB) requirement is not enforced for steel OMF connections. In the present study, the seismic performance evaluation is conducted for steel OMFs designed according to current seismic design and detailing provisions considering different combinations of gravity, seismic, and wind loads, as well as wind drift limits. Based on the results of seismic performance evaluation, permissible structural heights for steel OMFs are also proposed.

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30

Tena-Colunga, Arturo, and José Antonio Cortés-Benítez. "Assessment of Redundancy Factors for the Seismic Design of Special Moment Resisting Reinforced Concrete Frames." Latin American Journal of Solids and Structures 12, no. 12 (2015): 2330–50. http://dx.doi.org/10.1590/1679-78251800.

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31

Elsanadedy, Hussein M., Yousef A. Al-Salloum, Tarek H. Almusallam, Tuan Ngo, and Husain Abbas. "Assessment of progressive collapse potential of special moment resisting RC frames – Experimental and FE study." Engineering Failure Analysis 105 (November 2019): 896–918. http://dx.doi.org/10.1016/j.engfailanal.2019.07.045.

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32

Lee, Joon-Ho, Gee-Cheol Kim, and Jin-Koo Kim. "Seismic Performance Evaluation of Special Reinforced Concrete Moment Resisting Frames With Hybrid Slit-Friction Damper." Journal of The korean Association For Spatial Structures 17, no. 4 (2017): 35–42. http://dx.doi.org/10.9712/kass.2017.17.4.035.

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33

Fitrah, R. A., D. I. Mazni, W. Pratiwi, and Z. A. Jauhari. "Seismic assessment of irregularities in steel special moment resisting frame with asymmetric-plan building (case study: Gedung D - Universitas Dharma Andalas)." IOP Conference Series: Earth and Environmental Science 708, no. 1 (2021): 012007. http://dx.doi.org/10.1088/1755-1315/708/1/012007.

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34

Senol, Erkan, Ismail Kose, Bilge Doran, Pelin Elif Mezrea, and Bulent Akbas. "Ductility Enhancement in Reinforced Concrete Structure with Buckling Restrained Braced Frames." Applied Mechanics and Materials 847 (July 2016): 281–89. http://dx.doi.org/10.4028/www.scientific.net/amm.847.281.

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Adding braces to moment frames is considered to be quite an efficient technique for increasing the global stiffness and strength of the structure. It has not only been used in steel moment frames, but also in reinforced concrete (RC) moment frames in recent years. It certainly can increase the energy absorption capacity of structures and also decrease the demand imposed by seismic ground motions. Steel braces are anchored firmly to boundary beams and columns. They are modeled as truss elements and increase earthquake resistance of the building. Buckling restrained braced frames (BRBFs) in which members yield under both tension and compression without significant buckling have been used in recent years in order to ensure the desired seismic performance of special concentrically braced frames. BRBFs are similar to the special concentrically braced frames in that seismic accelerations are resisted by a building-frame members and diagonal braces whereas the design procedure is different. BRBs should be designed to permit ductile yielding both in compression and tension. In this paper, flat-slab RC building with two different configurations of buckling restraint braces (BRBs) is studied. The buildings have 4-storey with 5 bays in both X-and Y-directions and have been designed according to Turkish Specification of Reinforced Concrete Design (TS 500). In order to explore overall behavior up to failure and lateral load resisting capacities for these buildings, nonlinear static analyses have then been performed using SAP 2000-V14.1. Pushover analysis under constant gravity loads and monotonically increasing lateral forces during an earthquake until a target displacement is reached is generally carried out as an effective tool for performance based design. The major outcome of a pushover analysis is the capacity curve which shows the base shear vs. the roof displacement relationship and represents the overall performance of the building. The results of the analyses are presented in terms of capacity curve and energy dissipation.

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35

Keller, Wesley J., and Stephen Pessiki. "Effect of Earthquake-Induced Damage on the Sidesway Response of Steel Moment-Frame Buildings during Fire Exposure." Earthquake Spectra 31, no. 1 (2015): 273–92. http://dx.doi.org/10.1193/123112eqs362m.

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Spray-applied fire-resistive material (SFRM) is prone to debonding, cracking, and spalling in steel moment-frame plastic hinge regions during inelastic seismic response. To evaluate the effect of experimentally observed earthquake-induced SFRM spall patterns on building sidesway response during an ensuing fire, an analytical case study is developed for a steel special moment-frame building with a seismic hazard representative of coastal California. Response data from numerical earthquake simulations indicate that damage to SFRM insulation in beam hinge regions should be anticipated following ground shaking representative of the maximum considered seismic hazard. Thermomechanical post-earthquake fire simulations demonstrate that earthquake-induced SFRM spalling significantly increases thermal degradation in the affected beam hinge regions during fire exposure, leading to pronounced softening of moment-rotation response for the beam-column assemblies. This temperature-induced moment-frame connection softening increases the flexibility of the structural system for sidesway motion and exacerbates drift demands under the action of residual destabilizing forces.

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36

Radmanesh, Hadi, and Majid Mohammadi. "Evaluating Performance of Concrete Special Moment Resisting Frames with Different Seismic Coefficients Using Endurance Time Method." Civil Engineering Journal 4, no. 1 (2018): 93. http://dx.doi.org/10.28991/cej-030971.

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This performance-based study was conducted to investigate the effects of seismic coefficients on performance of concrete special moment frames of 5,7, and 10-storey buildings located in Tehran, Iran. The structures are designed three-dimensionally by ETABS 2016 software according to ACI-318-08. Fifteen specimens were designed with different base shears having seismic coefficients of 0.7, 0.85, 1, 1.15, and 1.30 times the proposed value of Iranian Standard 2800, (i.e. decreased by 70 and 85%, and increased by 115 and 130%). Endurance time method (ETA20in series of ET acceleration function) as well as three real earthquake records was employed to evaluate the seismic performance of the modeled structures. The performance of structures was compared by the time of the first plastic hinges formation in beams and columns, the time of entering to nonlinear region and the time of experiencing storey drift of 2% corresponding to the life safety performance level. It was observed that the results of ET records and real records were similar to each other. A procedure was proposed for finding optimum structure with lower weight using ET method through defining efficient ratio (ER) and cost ratio (CR). Based on the results of ER/CR ratio and considering the importance of collapse prevention performance level, optimum structure was a 7-storey structure with lower weight or cost whose seismic coefficient had been reduced by 70%. It was concluded that high safety can not be achieved simply by increasing the seismic coefficient of structures.

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37

Bayat, Mahmoud, and Mahdi Bayat. "Seismic behavior of special moment-resisting frames with energy dissipating devices under near source ground motions." Steel and Composite Structures 16, no. 5 (2014): 533–57. http://dx.doi.org/10.12989/scs.2014.16.5.533.

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Utomo, Junaedi, Januarti Jaya Ekaputri, Antonius Antonius, and Han Ay Lie. "Evaluasi Kinerja Seismik Rangka Beton Pemikul Momen Khusus dengan PERFORM-3D." MEDIA KOMUNIKASI TEKNIK SIPIL 25, no. 1 (2019): 27. http://dx.doi.org/10.14710/mkts.v25i1.19310.

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Seismic performance of reinforced concrete frame Buildings which have been designed as Special Moment Resisting Frames in accordance to three Indonesian codes (SNI 1727-2013, SNI 1726-2012 and SNI 2847-2013) can be evaluated using nonlinear dynamic analysis. Criteria related to strength such as component plastic rotation capacity, lateral displacement as well as criteria related to damage of elements in the structures were used to evaluate the seismic performance of the buildings. Assessment to the moment and curvature capacities of the cross sections of beams and columns were done using XTRACT. The global seismic performance of the structures depends on the seismic performance of components in the structures. In nonlinear model of the structures, the degrading strength of the components were modeled to take into account the gradual reduction of the contributed components to the resistance of the structures. PERFORM-3D is one of the software that can be used to generate nonlinear model of structures. Seismic performance level of structures can be obtained from the results of the nonlinear dynamic analysis using PERFORM-3D. The Seismic performance level can be utilized for: (1) detecting any weaker part in the structures, and (2) evaluating the improved design of the structures for enhancing the seismic performance of structures.

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Visnjic, Tea, Marios Panagiotou, and Jack P. Moehle. "Seismic Response of 20-Story-Tall Reinforced-Concrete Special Moment-Resisting Frames Designed with Current Code Provisions." Earthquake Spectra 31, no. 2 (2015): 869–93. http://dx.doi.org/10.1193/082112eqs267m.

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This paper investigates the two-dimensional nonlinear seismic response of four 20-story reinforced-concrete special moment-resisting frames designed according to ASCE 7-10 and ACI 318-11 code provisions. Analytical models of the buildings are subjected to a set of ground motions scaled to the smooth design spectra for the design basis earthquake (DBE) and the maximum considered earthquake (MCE) for a site located in Los Angeles, California. Significant inelastic deformations of beams are observed at both hazard levels, but the deformations at the MCE level result in large inelastic tensile strains at the base of the columns. Current code provisions have been found to appreciably underestimate column axial forces and, depending on the procedure used, shear forces in columns as well. Beam growth effects were found to significantly contribute to the shear forces in the columns near the base. Methods for improving estimates of column axial and shear forces are presented.

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Allahyari, H., A. Keramati, and A. A. Taheri Behbahani. "Performance evaluation of special and intermediate moment-resisting reinforced concrete frames using pushover and incremental dynamic analysis." Structural Design of Tall and Special Buildings 22, no. 7 (2011): 584–92. http://dx.doi.org/10.1002/tal.709.

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Kang, Cheol Kyu, and Byong Jeong Choi. "Design parameter dependent force reduction, strength and response modification factors for the special steel moment-resisting frames." Steel & Composite structures 11, no. 4 (2011): 273–90. http://dx.doi.org/10.12989/scs.2011.11.4.273.

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Laterza, Michelangelo, Michele D’Amato, Laksiri P. Thanthirige, Franco Braga, and Rosario Gigliotti. "Comparisons of Codal Detailing Rules for Curvature Ductility and Numerical Investigations." Open Construction and Building Technology Journal 8, no. 1 (2014): 132–41. http://dx.doi.org/10.2174/1874836801408010132.

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In moment resisting frame structures special detailing rules are applied to critical regions of primary columns and beams to ensure adequate curvature ductility. This is necessary for dissipating earthquake energy through hysteretical behavior of critical regions where inelastic flexural excursions occur. In this paper codal detailing rules for designing longitudinal and transverse reinforcement of primary elements as function of curvature ductility are assessed. Four seismic codes are considered: Italian code, New Zealand code, Eurocode 8 and American code. Non-linear monotonic momentcurvature analyses are performed on some sections of columns and beams detailed in according to the considered codal provisions. In the analyses the confinement effects within the concrete core have been taken into account as well. The paper concludes comparing the measured curvature ductility of the studied sections with the expected one by the codal provisions within the critical regions.

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Filiatrault, André, Robert E. Bachman, and Michael G. Mahoney. "Performance-Based Seismic Design of Pallet-Type Steel Storage Racks." Earthquake Spectra 22, no. 1 (2006): 47–64. http://dx.doi.org/10.1193/1.2150233.

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This paper develops a performance-based seismic design procedure for pallet-type steel storage racks located in areas accessible to the public. Performance objectives for racks consistent with current building code procedures in the United States are defined. The paper focuses on collapse prevention of racks in their down-aisle direction under the Maximum Considered Earthquake (MCE) ground motions at the site. The down-aisle lateral load-resisting systems of racks are typically moment frames utilizing special proprietary beam-to-column moment-resisting connections that may result in large lateral displacements when subjected to MCE ground motions. A simple analytical model that captures the seismic behavior of racks in their down-aisle direction is proposed. The model assumes that the beams and columns remain elastic in the down-aisle direction and that all nonlinear behavior occurs in the beam-to-column connections and the moment-resisting connections between the base columns and support concrete slab. Therefore the behavior is based on the effective rotational stiffnesses developed by the beam-to-column connectors and column-to-slab connections that vary significantly with connection rotation. The model is validated against the results of shake-table tests conducted on full-scale racks under several ground-motion intensities. Finally, the model is incorporated in a displacement-based procedure to verify collapse prevention of racks in their down-aisle direction under the MCE.

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Vielma Pérez, Juan Carlos, and Manuel Antonio Cando Loachamín. "Influence of P-Delta Effect on Ductility and Vulnerability of SMRF Steel Buildings." Open Civil Engineering Journal 9, no. 1 (2015): 351–62. http://dx.doi.org/10.2174/1874149501509010351.

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Current earthquake-resistant procedures prescribe generic values for the response reductions factors, regardless of the configurational characteristics of the designed buildings. It is well know that these response reduction factors values reflect the expected behavior of the structures when they are under strong ground motions, being this seismic behavior usually evaluated through ductility and over-strength. In this work calculated values of the ductility of special moment-resisting steel frames with different span lengths and designed according the Ecuadorian Construction Code are presented. Results show that the buildings’ ductility is strongly influenced by the spans length and they would reach inadequate values if the second-order effect P-Δ occur, and then indicating that the structures are more vulnerable than structures not affected by P-Δ effect.

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Almusallam, Tarek, Yousef Al-Salloum, Hussein Elsanadedy, Ngo Tuan, Priyan Mendis, and Husain Abbas. "Development limitations of compressive arch and catenary actions in reinforced concrete special moment resisting frames under column-loss scenarios." Structure and Infrastructure Engineering 16, no. 12 (2020): 1616–34. http://dx.doi.org/10.1080/15732479.2020.1719166.

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Razmara Shooli, A., A. R. Vosoughi, and Ma R. Banan. "A mixed GA-PSO-based approach for performance-based design optimization of 2D reinforced concrete special moment-resisting frames." Applied Soft Computing 85 (December 2019): 105843. http://dx.doi.org/10.1016/j.asoc.2019.105843.

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Lee, Kyungkoo, and Bozidar Stojadinovic. "A plastic collapse method for evaluating rotation capacity of full-restrained steel moment connections." Theoretical and Applied Mechanics 35, no. 1-3 (2008): 191–214. http://dx.doi.org/10.2298/tam0803191l.

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An analytical method to model failure of steel beam plastic hinges due to local buckling and low-cycle fatigue is proposed herein. This method is based on the plastic collapse mechanism approach and a yield-line plastic hinge (YLPH) model whose geometry is based on buckled shapes of beam plastic hinges observed in experiments. Two limit states, strength degradation failure induced by local buckling and low-cycle fatigue fracture, are considered. The proposed YLPH model was developed for FEMA-350 WUF-W, RBS and Free Flange connections and validated in comparisons to experimental data. This model can be used to estimate the seismic rotation capacity of fully restrained beam-column connections in special steel moment-resisting frames under both monotonic and cyclic loading conditions.

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Moon, Ki Hoon, Sang Whan Han, and Ji Eun Jung. "Fracture Moment Strength of Reduced Beam Section with Bolted Web Connections." Key Engineering Materials 348-349 (September 2007): 717–20. http://dx.doi.org/10.4028/www.scientific.net/kem.348-349.717.

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Reduced Beam Section (RBS) moment connections are developed for Special Moment Resisting Frames (SMRF). According to the beam web attachment the column flange RBS connections are classified into Reduced Beam Section with Bolted web connections (RBS-B), and the Reduced Beam Section with Welded web connections (RBS-W). Beam flanges are welded to the column. Regardless of different web attachment details in RBS-B and RBS-W connections current design procedures (FEMA 350) assumes that they could develop plastic moment of the beam gross section. In current design procedures, RBS-B connections should provide the sufficient strength that can reach the plastic moment capacity of the connected beam. However, some experimental researches reported that the beams in RBS-B connections fractured before the connection reached its plastic moment capacity. Such undesirable fracture shows that RBS-B connections have less strength than RBS-W connections. And if RBS-B connections designed in current design procedures, it might fail in a brittle manner and not satisfy SMRF due to undesirable fracture. Thus, this study develops a new set of equations for accurately computing the moment strength of RBS-B connections. The proposed strength equation accurately predicts connection moment capacity for RBS-B connections.

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McNamara, Robert J. "Seismic Damage Control with Passive Energy Devices: A Case Study." Earthquake Spectra 11, no. 2 (1995): 217–32. http://dx.doi.org/10.1193/1.1585812.

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This paper presents a theoretical case study of the effectiveness of supplemental passive damping devices in reducing structural response during seismic excitation. A six story special moment resistant reinforced concrete frame is studied with and without the aid of supplemental dampers. Response predictions are presented for each case. Preliminary damper design requirements are presented for a new facility implementing the supplemental damping system to reduce seismic damage and improve the post earthquake operational capability of the facility.

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Homaei, Farshad, and Sima Mashhadi. "The effect of pulse-like ground motion on the performance-based confidence level of setback special steel moment-resisting frames." Journal of Building Engineering 44 (December 2021): 103327. http://dx.doi.org/10.1016/j.jobe.2021.103327.

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