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Journal articles on the topic 'Three-dimensional steel building frames'

Author: Grafiati

Published: 4 June 2021

Last updated: 11 February 2022

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1

Chiu, Chien Kuo, and Heui Yung Chang. "A Risk-Based Approach to Determine the Optimal Service Life of Steel Buildings in Seismically Active Zones." Applied Mechanics and Materials 284-287 (January 2013): 1446–49. http://dx.doi.org/10.4028/www.scientific.net/amm.284-287.1446.

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The object of this study is to propose, develop and apply a risk-based approach to determine the optimal service life for steel framed buildings in seismically active zones. The proposed framework uses models for seismic hazards, structural fragility and loss functions to estimate the system-wide costs owing to earthquake retrofitting and recovery. With the seismic risk curves (i.e. the expected seismic loss and probability of exceeding the loss), the optimal service life can be determined according to the probable maximum loss (PML) defined by the building’s owner. The risk-based approach is

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2

Shugyo, Minoru. "Elastoplastic Large Deflection Analysis of Three-Dimensional Steel Frames." Journal of Structural Engineering 129, no. 9 (2003): 1259–67. http://dx.doi.org/10.1061/(asce)0733-9445(2003)129:9(1259).

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3

LI, Yuguang, Hideki UESUGI, and Takao WAKAMATSU. "THREE DIMENSIONAL ANALYSIS OF DEFLECTION BEHAVIOUR ABOUT STEEL FRAMES EXPOSED TO FIRE." Journal of Structural and Construction Engineering (Transactions of AIJ) 70, no. 595 (2005): 151–58. http://dx.doi.org/10.3130/aijs.70.151_2.

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4

Bandyopadhyay, Milan, Atul Krishna Banik, and Tushar Kanti Datta. "Progressive Collapse of Three-Dimensional Semi-Rigid Jointed Steel Frames." Journal of Performance of Constructed Facilities 30, no. 3 (2016): 04015051. http://dx.doi.org/10.1061/(asce)cf.1943-5509.0000796.

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5

Dogan, Erkan, and Aybike Ozyuksel Ciftcioglu. "Weight optimization of steel frames with cellular beams through improved hunting search algorithm." Advances in Structural Engineering 23, no. 5 (2019): 1024–37. http://dx.doi.org/10.1177/1369433219884456.

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Hunting search method–based optimum design algorithm is presented to investigate the weight optimization of steel frames with cellular beams. Unlike practical applications where rolled sections are assigned to both the beams and columns, built-up sections are used for beams. Design specifications including the design of steel frames and that of cellular beams are taken from Load and Resistance Factor Design–American Institute of Steel Construction. The algorithm presented selects optimal W-sections to be used for the members of the unbraced plane frame from the ready section pool of the same c

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6

Abou-Elfath, H., and A. Ghobarah. "Behaviour of reinforced concrete frames rehabilitated with concentric steel bracing." Canadian Journal of Civil Engineering 27, no. 3 (2000): 433–44. http://dx.doi.org/10.1139/l99-092.

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The seismic performance of low-rise nonductile reinforced concrete (RC) buildings rehabilitated using concentric steel bracing is investigated. A three-story building was analysed using various ground motion records. The effectiveness of the steel bracing in rehabilitating the three-story building was examined. The effect of the distribution of the steel bracing along the height of the RC frames on the seismic performance of the rehabilitated building was studied. The behaviour of the nonductile RC frame members is represented using a beam-column element capable of modelling the strength softe

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7

Naaseh, Simin. "The Morgan Hill Earthquake of April 24, 1984—Performance of Three Engineered Structures." Earthquake Spectra 1, no. 3 (1985): 579–93. http://dx.doi.org/10.1193/1.1585279.

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The performance of three engineered buildings in San Jose during the 1984 Morgan Hill earthquake is reviewed. The lateral-load-resisting systems for these buildings are: (1) concrete shear walls, (2) concrete shear walls and moment frames in two orthogonal directions, and (3) perimeter steel moment frames. The concrete buildings performed satisfactorily with no damage. The steel building oscillated for a long period of time with low damping. There was some nonstructural and content damage and very limited structural damage to this building. The recorded responses of these buildings also showed

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8

Ma, K. Y., and J. Y. Richard Liew. "Nonlinear Plastic Hinge Analysis of Three-Dimensional Steel Frames in Fire." Journal of Structural Engineering 130, no. 7 (2004): 981–90. http://dx.doi.org/10.1061/(asce)0733-9445(2004)130:7(981).

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9

Nguyen, Phu-Cuong, and Seung-Eock Kim. "Nonlinear inelastic time-history analysis of three-dimensional semi-rigid steel frames." Journal of Constructional Steel Research 101 (October 2014): 192–206. http://dx.doi.org/10.1016/j.jcsr.2014.05.009.

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10

Sivakumaran, K. S. "Lateral load response of unbraced steel building frames." Canadian Journal of Civil Engineering 17, no. 6 (1990): 974–86. http://dx.doi.org/10.1139/l90-109.

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The standard CAN3-S16.1-M84 "Steel structures for buildings — limit states design" recognizes three sets of assumptions in the analysis, design, and construction of steel buildings. In two of them the connections are assumed to be either fully rigid (continuous construction, clause 8.2) or completely free (simple construction, clause 8.3.1). In the third type of construction, termed here as "special simple construction" (clause 8.3.2), the beam-to-column connections are assumed to be completely free (pinned) to resist gravity loads and are assumed to be rigid to resist the lateral loads due to

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11

Whittaker, Andrew S., Vitelmo V. Bertero, Christopher L. Thompson, and L. Javier Alonso. "Seismic Testing of Steel Plate Energy Dissipation Devices." Earthquake Spectra 7, no. 4 (1991): 563–604. http://dx.doi.org/10.1193/1.1585644.

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In a research program, co-sponsored by Bechtel Power Corporation and CounterQuake Corporation, the seismic performance of steel plate added damping and stiffness (ADAS) elements was investigated through a series of sub-assemblage experiments and by the earthquake simulator testing of a three story ductile moment resisting space frame (DMRSF) upgraded with ADAS elements. The sub-assemblage testing of the ADAS elements demonstrated their stable hysteresis for a large number of yielding cycles. The addition of the ADAS system (ADAS elements and chevron braces) to the DMRSF limited the frame's res

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12

Suwondo, Riza, Martin Gillie, Lee Cunningham, and Colin Bailey. "Effect of earthquake damage on the behaviour of composite steel frames in fire." Advances in Structural Engineering 21, no. 16 (2018): 2589–604. http://dx.doi.org/10.1177/1369433218761138.

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Fire loading following earthquake loading is possible in any building in a seismic-prone area. However, most design approaches do not consider fire following earthquake as a specific loading case. Moreover, seismic design philosophies allow a certain degree of damage in structural elements which make structures more vulnerable when subjected to post-earthquake fire. This study uses three-dimensional numerical models to investigate the effect of earthquake damage on the fire resistance of composite steel-frame office buildings. A total of two types of earthquake damage, fire insulation delamina

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13

MIDORIKAWA, Mitsumasa, Tomofumi SUDO, Tetsuhiro ASARI, Tatsuya AZUHATA, and Tadashi ISHIHARA. "THREE-DIMENSIONAL SEISMIC RESPONSE OF TEN-STORY STEEL FRAMES WITH YIELDING BASE PLATES ALLOWED TO UPLIFT." Journal of Structural and Construction Engineering (Transactions of AIJ) 74, no. 637 (2009): 495–502. http://dx.doi.org/10.3130/aijs.74.495.

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14

Kim, Seung-Eock, and Se-Hyu Choi. "Practical second-order inelastic analysis for three-dimensional steel frames subjected to distributed load." Thin-Walled Structures 43, no. 1 (2005): 135–60. http://dx.doi.org/10.1016/j.tws.2004.09.001.

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15

Karsaz, Kamran, and Seyed Vahid Razavi Tosee. "A Comparative Study on the Behavior of Steel Moment-Resisting Frames with Different Bracing Systems Based on a Response-Based Damage Index." Civil Engineering Journal 4, no. 6 (2018): 1354. http://dx.doi.org/10.28991/cej-0309178.

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Seismic rehabilitation of existing buildings is one of the most effective ways to reduce damages under destructive earthquakes. The use of bracings is one of techniques for seismic rehabilitation of steel structures. In this study we aimed to investigate the seismic performance of three 5, 10 and 15-storey steel structures with moment-resisting frames designed three dimensionally in ETABS 2015 application based on first edition of Iranian Standard 2800. Their damage under five ground motions was evaluated using response-based damage model proposed by Ghobara et al. (1999). Then, the structures

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16

Huang, Zhaohui, Ian W. Burgess, and Roger J. Plank. "Three-Dimensional Analysis of Composite Steel-Framed Buildings in Fire." Journal of Structural Engineering 126, no. 3 (2000): 389–97. http://dx.doi.org/10.1061/(asce)0733-9445(2000)126:3(389).

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17

Mohebkhah, Amin, and Marzieh Akefi. "Seismic Behavior of Concentrically Braced Steel Frames with Out-of-Plane Offset Irregularity." Open Civil Engineering Journal 11, no. 1 (2017): 485–95. http://dx.doi.org/10.2174/1874149501711010485.

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Braced steel frames are sometimes designed with out-of-plane shifted bracing members on the first story due to architectural or functional considerations. Such frames are classified and designated as frames having the Type-4 horizontal structural irregularity entitled “frames with out-of-plane offset irregularity” as per theMinimum Design Loads for Building and Other Structures(ASCE 7-10). The purpose of this study is to investigate the nonlinear seismic behavior of ordinary steel concentrically braced frames with out-of-plane offset irregularity and evaluate their seismic design parameters. T

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18

Tremblay, R., B. Côté та P. Léger. "An evaluation ofP-Δ amplification factors in multistorey steel moment resisting frames". Canadian Journal of Civil Engineering 26, № 5 (1999): 535–48. http://dx.doi.org/10.1139/l99-015.

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Three different amplification factors that have been proposed to account for P-Δ effects in the seismic design of multistorey building structures are described and compared. Nonlinear dynamic analyses of a typical 20-storey steel moment resisting frame are carried out under earthquake ground motions typical of eastern and western Canada to evaluate the gravity load effects and to assess the effectiveness of each type of amplification factor in accounting for these effects. All three approaches maintain the ductility demand within the level computed without P-Δ effects, but lateral deformations

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19

Biddah, Aiman, and Arthur C. Heidebrecht. "Evaluation of the seismic level of protection afforded to steel moment resisting frame structures designed for different design philosophies." Canadian Journal of Civil Engineering 26, no. 1 (1999): 35–54. http://dx.doi.org/10.1139/l98-045.

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Steel moment resisting frames have been considered as excellent systems for resisting seismic loads. However, after recent earthquakes (e.g., Northridge, California, in 1994 and Kobe, Japan, in 1995) the confidence in this structural system was reduced as a result of various types of damage that moment resisting steel frames suffered. This paper presents the results of the evaluation of seismic level of protection afforded to steel moment resisting frame buildings designed in accordance with the National Building Code of Canada. Six- and 10-storey office buildings located in a region of interm

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20

Peng, Han, Jinping Ou, Andreas Schellenberg, Frank Mckenna, and Stephen Mahin. "Seismic Behavior of Steel Moment Frames with Mechanical Hinge Beam-to-Column Connections." International Journal of Structural Stability and Dynamics 20, no. 06 (2020): 2040005. http://dx.doi.org/10.1142/s0219455420400052.

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This paper presents an investigation on the seismic behavior of steel moment frames with mechanical hinge beam-to-column connections. The connection uses a mechanical hinge to carry shear force and a pair of buckling-restrained steel plates bolted to the beam flange to transfer bending moment. The moment-rotation behavior of the connection was theoretically studied. A nonlinear numerical model for steel moment frames under strong earthquakes was developed and validated using a shaking table test of an 18-story steel moment frame at the E-Defense facility. Then, nonlinear static and time-histor

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21

Ye, Gen, Yufa Lu, Guirong Yang, and Weichao Chen. "Study on electromagnetic environment analysis and lightning protection in buildings." E3S Web of Conferences 233 (2021): 03054. http://dx.doi.org/10.1051/e3sconf/202123303054.

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When a direct strike occurs, the lightning surge current will intrude into the steel frame and steel bar of the building, forming a high lightning electromagnetic environment inside the building, which will affect the telecommunications equipment set in the building. Therefore, the problem of lightning protection in buildings becomes more and more important. In this paper, by studying the distribution law of lightning electromagnetic field in buildings, the intensity of magnetic field generated in buildings under different lightning strikes is analyzed. According to the three-dimensional diagr

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22

Filiatrault, A., and S. Cherry. "Performance Evaluation of Friction Damped Braced Steel Frames under Simulated Earthquake Loads." Earthquake Spectra 3, no. 1 (1987): 57–78. http://dx.doi.org/10.1193/1.1585419.

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This paper presents the results obtained from tests of a new friction damping system, which has been proposed in order to improve the response of steel Moment Resisting Frames (MRF) and Braced Moment Resisting Frames (BMRF) during severe earthquakes. The system consists of a mechanism containing brake lining pads introduced at the intersection of frame cross-braces. Seismic tests of a three storey Friction Damped Braced Frame (FDBF) model were performed on an earthquake simulator table. The experimental results are compared with the findings of an inelastic time-history dynamic analysis. The r

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23

Filiatrault, André, and Bryan Folz. "Nonlinear earthquake response of structurally interconnected buildings." Canadian Journal of Civil Engineering 19, no. 4 (1992): 560–72. http://dx.doi.org/10.1139/l92-067.

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This paper evaluates the performance of closely spaced plane steel framed buildings interconnected by horizontal structural links to prevent pounding during earthquake excitations. Friction damping capability is incorporated into the modelling of these structural links in order to also determine their potential for dissipating energy during a seismic event. Six pairs of building models, having widely different dynamic characteristics, are considered in this investigation. A parametric study, utilizing nonlinear time-history dynamic analysis, is performed to determine the optimum properties for

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24

MIDORIKAWA, Mitsumasa, Hirotake HORI, Tadashi ISHIHARA, Tatsuya AZUHATA, Takayoshi KUSAKARI, and Tetsuhiro ASARI. "THREE-DIMENSIONAL SHAKING TABLE TESTS ON SEISMIC RESPONSE OF REDUCED-SCALE STEEL FRAMES WITH YIELDING BASE PLATES ALLOWED TO UPLIFT." Journal of Structural and Construction Engineering (Transactions of AIJ) 75, no. 647 (2010): 213–21. http://dx.doi.org/10.3130/aijs.75.213.

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25

N., Parthasarathi, Satyanarayanan K.S., Prakash M., and Thamilarasu V. "Linear and non-linear analysis on two-dimensional steel frame under different temperatures." Journal of Structural Fire Engineering 10, no. 1 (2019): 48–55. http://dx.doi.org/10.1108/jsfe-12-2017-0047.

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Purpose Progressive collapse because of high temperatures arising from an explosion, vehicle impact or fire is an important issue for structural failure in high-rise buildings. Design/methodology/approach The present study, using ABAQUS software for the analysis, investigated the progressive collapse of a two-dimensional, three-bay, four-storey steel frame structure from high-temperature stresses. Findings After structure reaches the temperature results like displacement, stress axial load and shear force are discussed. Research limitations/implications Different temperatures were applied to t

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26

Kasai, Kazuhiko, Masayoshi Nakai, Yutaka Nakamura, Hidekatsu Asai, Yousuke Suzuki, and Masato Ishii. "Building Passive Control in Japan." Journal of Disaster Research 4, no. 3 (2009): 261–69. http://dx.doi.org/10.20965/jdr.2009.p0261.

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This paper discusses the following three key issues on passive control using dampers for seismic protection of buildings:1 Major experimental research on passive control of buildings: Tests using the world’s largest shaking table “E-Defense” from March to April 2009 evaluated a full-scale 5-story steel building with and without dampers. 2 Codes and specifications: The Japanese building code requires that the nonlinear time history analysis be performed for buildings with dampers or that energy-based analysis be conducted when steel dampers are used. Unlike code rules leading to iterative desig

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27

Valamanesh, V., and H. E. Estekanchi. "Compatibility of the endurance time method with codified seismic analysis approaches on three-dimensional analysis of steel frames." Structural Design of Tall and Special Buildings 22, no. 2 (2010): 144–64. http://dx.doi.org/10.1002/tal.666.

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28

Li, Yeou-Fong, Yan-Jie Lin, Cheng-Wei Chen, and Chih-Tsung Lin. "Theoretical and experimental studies on repaired and rehabilitated reinforced concrete frames." Canadian Journal of Civil Engineering 34, no. 8 (2007): 923–33. http://dx.doi.org/10.1139/l07-012.

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In this paper, an effective repair and rehabilitation working method is proposed for moderately damaged reinforced concrete (RC) building structures after major earthquakes. Three RC frames with nil, half-height, and full-height brick walls are designed and tested at the National Center for Research on Earthquake Engineering (NCREE), Taiwan. After the columns of these nonductile RC frames are damaged, steel wire cables with nonshrinkage mortar are used to repair the damaged columns, and carbon fiber reinforced polymers (CFRP) are used to rehabilitate the damaged columns. A stress–strain relati

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29

Heuer, Rudolf, Andreas Kolbisch, and Ali Khazei. "Study of the Seismic Performance of Composite Shear Walls with Embedded Steel Truss For Use in High-rise Buildings." Bauingenieur 95, no. 11 (2020): S 12—S 21. http://dx.doi.org/10.37544/0005-6650-2020-11-45.

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Abstract The composite wall with encased steel braces (ESB wall) is a novel type of steel–concrete composite wall that consists of a steel braced frame embedded in reinforced concrete. This arrangement is supposed to enhance the seismic performance of the wall, as the steel columns encased in the boundary elements can increase the flexural strength of the wall and the steel braces encased in the web can increase the shear strength. ESB walls have seen use in super tall building structures constructed in regions of high seismicity. The ESB walls are commonly used on stories where the shear forc

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30

El-Dakhakhni, Wael W., Mohamed Elgaaly, and Ahmad A. Hamid. "Three-Strut Model for Concrete Masonry-Infilled Steel Frames." Journal of Structural Engineering 129, no. 2 (2003): 177–85. http://dx.doi.org/10.1061/(asce)0733-9445(2003)129:2(177).

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31

Muto, Matthew, and Swaminathan Krishnan. "Hope for the Best, Prepare for the Worst: Response of Tall Steel Buildings to the ShakeOut Scenario Earthquake." Earthquake Spectra 27, no. 2 (2011): 375–98. http://dx.doi.org/10.1193/1.3563621.

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This work represents an effort to develop one plausible realization of the effects of the scenario event on tall steel moment-frame buildings. We have used the simulated ground motions with three-dimensional nonlinear finite element models of three buildings in the 20-story class to simulate structural responses at 784 analysis sites spaced at approximately 4 km throughout the San Fernando Valley, the San Gabriel Valley, and the Los Angeles Basin. Based on the simulation results and available information on the number and distribution of steel buildings, the recommended damage scenario for the

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32

Hariri-Ardebili, Mohammad Amin, Hamid Rahmani Samani, and Masoud Mirtaheri. "Free and Forced Vibration Analysis of an Infilled Steel Frame: Experimental, Numerical, and Analytical Methods." Shock and Vibration 2014 (2014): 1–14. http://dx.doi.org/10.1155/2014/439591.

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Structural frames with masonry infill panels make up a significant portion of the buildings constructed in earthquake-prone areas prior to the developing of the seismic design standards. In this paper, the effects of masonry panels on the vibration response of an infilled steel-frame building are investigated. Various ambient and steady state forced vibration tests are carried out to realize the dynamic characteristics of the system. 3D finite element models of the building with and without infill panels are provided based on marcomodeling theorem. A set of analytical approximate formulas are

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33

Turskis, Zenonas, Kęstutis Urbonas, and Alfonsas Daniūnas. "A Hybrid Fuzzy Group Multi-Criteria Assessment of Structural Solutions of the Symmetric Frame Alternatives." Symmetry 11, no. 2 (2019): 261. http://dx.doi.org/10.3390/sym11020261.

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Structural designers that design buildings use different criteria to select the frames’ materiality and structural solutions. Very often, the primary test is the cost of construction. Sometimes, solutions are determined by the terms of structure, architectural preferences, technological needs, fire safety requirements, environmental conditions, exploitation costs over the life of the building, ecological aspects, and experience, etc. This paper proposes an approach for analyzing the structural elements of buildings taking into account the impact on the environment using jointly incorporating s

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34

Gong, Yanglin. "Optimal Stiffness Distribution of Steel Moment Frames under Extreme Earthquake Loading." Advances in Structural Engineering 8, no. 6 (2005): 573–84. http://dx.doi.org/10.1260/136943305776318428.

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The paper presents a design optimization method for steel moment frames under extreme earthquake loading. Seismic demands of the structures are evaluated using a nonlinear pushover analysis procedure. Least structural weight is taken explicitly as one design objective. The other objective, pursuing uniform ductility demands in all stories, is realized indirectly by imposing an equal limit to the plastic interstory drift ratio of each story. Explicit forms of the objective function and constraints in terms of member sizing variables are formulated to enable computer solution for the optimizatio

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35

Ezzaki, Naima, Daniel Stoica, Laurentiu Rece, and Arina Modrea. "Reducing the Seismic Vulnerability for RC Buildings by Using Steel Bracing Elements." Romanian Journal of Transport Infrastructure 8, no. 1 (2019): 89–101. http://dx.doi.org/10.2478/rjti-2019-0005.

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Abstract This article aims to highlight, through a comparative study, the efficiency of steel bracing systems used to reduce seismic vulnerabilities in existing buildings with reinforced concrete structures (reinforced concrete frames and reinforced concrete dual structures, general building structures including those used in transport infrastructure). In order to simplify the calculations, the analysis was reduced to the study of the behavior of resistance lines corresponding to four-, nine- and fifteen-level buildings with the same plane distribution. In order to obtain features similar to t

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Wei, Liu, Shu Ganping, and Chan Siulai. "Research on Advanced Analysis Method of Semi-Rigid Steel Frames." Open Construction and Building Technology Journal 9, no. 1 (2015): 12–16. http://dx.doi.org/10.2174/1874836801509010012.

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The advanced analysis method used to analyze semi-rigid steel frames is introduced, and the method could take account of many factors influencing structure mechanical performance. These factors include: initial imperfect mode of structure and members, geometrical nonlinearity (P-∆, P-δ effects), material nonlinearity and semi-rigid connections. The Curved Stability Function (CSF) element is built to take account of initial imperfect state, semi-rigid connections and plastic hinge, and derivatives of the second-order element stiffness matrix to extend the spatial element stiffness matrix. The n

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Saadi, Mohamed, Djarir Yahiaoui, Noureddine Lahbari, and Bouzid Tayeb. "Seismic Fragility Curves for Performance of Semi-rigid Connections of Steel Frames." Civil Engineering Journal 7, no. 7 (2021): 1112–24. http://dx.doi.org/10.28991/cej-2021-03091714.

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A steel frame with a semi-rigid connection is one of the most widely used structural systems in modern construction. These systems are cheap to make, require less time to construct and offer the highest quality and reliable construction quality without the need for highly skilled workers. However, these systems show greater natural periods compared to their perfectly rigid frame counterparts. This causes the building to attract low loads during earthquakes. In this research study, the seismic performance of steel frames with semi-rigid joints is evaluated. Three connections with capacities of

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38

Gur, Sourav, Yazhou Xie, and Reginald DesRoches. "Seismic fragility analyses of steel building frames installed with superelastic shape memory alloy dampers: Comparison with yielding dampers." Journal of Intelligent Material Systems and Structures 30, no. 18-19 (2019): 2670–87. http://dx.doi.org/10.1177/1045389x19873408.

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Smart materials such as shape memory alloys have unique material properties that can potentially mitigate earthquake hazards on the built environment. Implementation of shape memory alloy-based devices on building structures should incorporate two key factors: (1) distinct mechanical features of the devices and (2) inherent large uncertainty stemming from material properties, building geometry, and ground motions. This study conducts seismic fragility analyses of steel building frames installed with superelastic shape memory alloy dampers, which enable both factors to be appropriately consider

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Chi, Pei, Wenlong Tian, Tong Guo, Dafu Cao, and Jun Dong. "Parametric Study on the Seismic Response of Steel-Framed Buildings with Self-Centering Tension-Only Braces." Advances in Civil Engineering 2019 (August 25, 2019): 1–17. http://dx.doi.org/10.1155/2019/9204362.

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Self-centering bracing systems, by which residual deformations of structures after earthquakes can be minimized, are considered effective solutions to achieve seismic resilience. In this paper, a parametric study on the seismic response of intermediate and high-rise steel-framed buildings with novel self-centering tension-only braces (SC-TOBs) is numerically conducted. Three key parameters, the stiffness degradation factor, the activation strain, and the initial axial stiffness of the SC-TOBs, are investigated to explore the design space for the SC-TOB frames (SC-TOBFs) because of their unique

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40

Gómez, Lucía Valentina Díaz, Oh-Sung Kwon, and Mohammad Reza Dabirvaziri. "Seismic fragility of steel moment-resisting frames in Vancouver and Montreal designed in the 1960s, 1980s, and 2010." Canadian Journal of Civil Engineering 42, no. 11 (2015): 919–29. http://dx.doi.org/10.1139/cjce-2014-0492.

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Typical steel moment-resisting frames (MRF) of six-storey buildings in Vancouver and Montreal were designed for three different provisions of the National Building Code of Canada (1960s, 1980s, and 2010). Numerical models were developed in OpenSees to understand the seismic performance of the structures. These models accounted for strength and stiffness degradation through appropriate representations of the beam–column connection behaviours, which were calibrated against experimental results available in the literature. The behaviour of the buildings was evaluated through pushover and nonlinea

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Abass, Haider A., and Husain Khalaf Jarallah. "Development and Verification of the Capacity Curve for Two Dimensional Reinforced Concrete Moment-Resisting Frames System under Earthquake Loading." Journal of Engineering 27, no. 6 (2021): 73–96. http://dx.doi.org/10.31026/j.eng.2021.06.06.

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Pushover analysis is an efficient method for the seismic evaluation of buildings under severe earthquakes. This paper aims to develop and verify the pushover analysis methodology for reinforced concrete frames. This technique depends on a nonlinear representation of the structure by using SAP2000 software. The properties of plastic hinges will be defined by generating the moment-curvature analysis for all the frame sections (beams and columns). The verification of the technique above was compared with the previous study for two-dimensional frames (4-and 7-story frames). The former study leaned

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42

Di Sarno, Luigi, and Jing-Ren Wu. "Fragility assessment of existing low-rise steel moment-resisting frames with masonry infills under mainshock-aftershock earthquake sequences." Bulletin of Earthquake Engineering 19, no. 6 (2021): 2483–504. http://dx.doi.org/10.1007/s10518-021-01080-6.

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AbstractThis paper presents the fragility assessment of non-seismically designed steel moment frames with masonry infills. The assessment considered the effects of multiple earthquakes on the damage accumulation of steel frames, which is an essential part of modern performance-based earthquake engineering. Effects of aftershocks are particularly important when examining damaged buildings and making post-quake decisions, such as tagging and retrofit strategy. The procedure proposed in the present work includes two phase assessment, which is based on incremental dynamic analyses of two refined n

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Chen, Cheng-Cheng, Shyh-Yeang Chen, and Jiunn-Jye Liaw. "Application of low yield strength steel on controlled plastification ductile concentrically braced frames." Canadian Journal of Civil Engineering 28, no. 5 (2001): 823–36. http://dx.doi.org/10.1139/l01-044.

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The hysteretic behavior of buckling inhibited braces (BIBs) (or unbonded braces) made of low yield strength steel is investigated experimentally. Test results from four large-scale specimens showed that the BIB is able to prevent early buckling and cracking that occur in conventional braces and develop to the full capacity the strength, ductility, and energy-dissipation capacity of the steel used. In addition, the use of low yield strength steel results in small yield deformation and dramatic strain hardening of the BIB. Earthquake simulation tests of a 0.4-scale three-storey ductile concentri

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Reyes-Salazar, Alfredo, Edén Bojórquez, Achintya Haldar, Arturo López-Barraza, and J. Luz Rivera-Salas. "Seismic Response of 3D Steel Buildings considering the Effect of PR Connections and Gravity Frames." Scientific World Journal 2014 (2014): 1–13. http://dx.doi.org/10.1155/2014/346156.

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The nonlinear seismic responses of 3D steel buildings with perimeter moment resisting frames (PMRF) and interior gravity frames (IGF) are studied explicitly considering the contribution of the IGF. The effect on the structural response of the stiffness of the beam-to-column connections of the IGF, which is usually neglected, is also studied. It is commonly believed that the flexibility of shear connections is negligible and that 2D models can be used to properly represent 3D real structures. The results of the study indicate, however, that the moments developed on columns of IGF can be conside

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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 co

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He, Li-Xiang, Bipin Shrestha, Hong Hao, Kai-Ming Bi, and Wei-Xin Ren. "Experimental and three-dimensional finite element method studies on pounding responses of bridge structures subjected to spatially varying ground motions." Advances in Structural Engineering 20, no. 1 (2016): 105–24. http://dx.doi.org/10.1177/1369433216646009.

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Pounding and unseating damages to bridge superstructures have been commonly observed in many previous major earthquakes. These damages can essentially attribute to the large closing or opening relative displacement between adjacent structures. This article carries out an experimental study on the pounding responses of adjacent bridge structures considering spatially varying ground motions using a shaking table array system. Two sets of large-scale (1:6) bridge models involving two bridge frames were constructed. The bridge models were subjected to the stochastically simulated ground motions in

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Thai, Huu-Tai, Trung-Kien Nguyen, Seunghye Lee, Vipulkumar Ishvarbhai Patel, and Thuc P. Vo. "Review of Nonlinear Analysis and Modeling of Steel and Composite Structures." International Journal of Structural Stability and Dynamics 20, no. 04 (2020): 2030003. http://dx.doi.org/10.1142/s0219455420300037.

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Structural steel frames exhibit significantly geometric and material nonlinearities which can be captured using the second-order inelastic analysis, also known as advanced analysis. Current specifications of most modern steel design codes, e.g. American code AISC360, European code EC3, Chinese code GB50017 and Australian code AS4100 permit the use of advanced analysis methods for the direct design of steel structures to avoid tedious member capacity checks. In the past three decades, a huge number of advanced analysis and modeling methods have been developed to predict the behavior of steel an

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Skolnik, Derek, Ying Lei, Eunjong Yu, and John W. Wallace. "Identification, Model Updating, and Response Prediction of an Instrumented 15-Story Steel-Frame Building." Earthquake Spectra 22, no. 3 (2006): 781–802. http://dx.doi.org/10.1193/1.2219487.

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Identification of the modal properties of the UCLA Factor Building, a 15-story steel moment-resisting frame, is performed using low-amplitude earthquake and ambient vibration data. The numerical algorithm for subspace state-space system identification is employed to identify the structural frequencies, damping ratios, and mode shapes corresponding to the first nine modes. The frequencies and mode shapes identified based on the data recorded during the 2004 Parkfield earthquake ( Mw=6.0) are used to update a three-dimensional finite element model of the building to improve correlation between a

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Mansouri, Seyed Fazlolah, and Mahmoud R. Maheri. "Performance-based seismic design of steel frames using constraint control method." Advances in Structural Engineering 22, no. 12 (2019): 2648–61. http://dx.doi.org/10.1177/1369433219849820.

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In this article, the optimum performance-based seismic design of steel frames is performed using the novel constraint control method. This method is based on a simple concept generally used by the engineers in structural design. In this method, the most conservative member sections are initially selected and by gradually reducing the size of the sections through controlling the problem constraints, the solution tends to an optimum design. The capacity curve of the structure is evaluated through static nonlinear analysis and used for the seismic assessment, and the structural weight is optimize

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Kunnath, Sashi K., Quan Nghiem, and Sherif El-Tawil. "Modeling and Response Prediction in Performance-Based Seismic Evaluation: Case Studies of Instrumented Steel Moment-Frame Buildings." Earthquake Spectra 20, no. 3 (2004): 883–915. http://dx.doi.org/10.1193/1.1774181.

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An evaluation of the four analytical methods recommended in FEMA-356 for the estimation of seismic demands is carried out on two instrumented steel buildings. Prior to conducting the FEMA-356 analyses, computer models of each structural system were calibrated to observed response data. One of the two buildings that experienced no visible damage during Northridge was modeled as a three-dimensional system, while the second building that suffered moderate damage during the Northridge earthquake was further tuned to yield a simplified two-dimensional model so that detailed inelastic evaluations co

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