Journal articles: 'DISSIPATIVE BRACES'

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Kari, Amir, Mehdi Ghassemieh, and Baitollah Badarloo. "Development and design of a new self-centering energy-dissipative brace for steel structures." Journal of Intelligent Material Systems and Structures 30, no. 6 (February 10, 2019): 924–38. http://dx.doi.org/10.1177/1045389x19828502.

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Buckling-restrained braces are able to provide significant energy dissipation along with large ductile capacity through their excellent hysteretic behavior. However, due to their lack of recentering capability, buckling-restrained braced frames experience large residual drifts following a strong earthquake, leading to enormous repair costs. To overcome this shortcoming, super-elastic shape memory alloy braces with excellent recentering capacity have been introduced as a viable alternative to steel braces. Nevertheless, their energy dissipation capacity is usually low for seismic applications. This article proposes a robust self-centering energy-dissipative brace to be used in structural frames. The brace is capable of providing adequate energy dissipation capacity in the structure while simultaneously bringing the structure to its original configuration after the earthquake.

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Liu, Lu, and Bin Wu. "Self-Centering Buckling-Restrained Braces." Advanced Materials Research 639-640 (January 2013): 846–49. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.846.

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Buckling-Restrained Brace (BRB) consists of energy dissipative core and a strengthening tube to prevent buckling when subjected to compression. Under cyclic loading, BRB exhibits elastoplastic hysteretic behavior, which leads to certain amount of permanent displacement in the structure after medium to severe earthquake. Residual deformations can result in increased cost of repairing. An innovative BRB device called Self-centering Buckling-Restrained Braces (SC-BRB) is devised to control maximum and residual drift of steel moment frame buildings subjected earthquakes. The SC-BRB is composed of the BRB energy dissipating cores which are responsible for energy dissipation, and the self-centering system which makes BRB energy dissipating core return to its initial position upon completely unloading. By exploring the mechanism of SC-BRB, it is found that to ensure fully self-centering capacity, the self-centering bar should have sufficient elongation capacity as well as considerably large elastic modulus which could afford stiffness in real structures

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Ferraioli, Massimiliano, and Angelo Lavino. "A Displacement-Based Design Method for Seismic Retrofit of RC Buildings Using Dissipative Braces." Mathematical Problems in Engineering 2018 (December 27, 2018): 1–28. http://dx.doi.org/10.1155/2018/5364564.

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The paper proposes a displacement-based design method for seismic retrofit of RC buildings using hysteretic dissipative braces. At first, a fully multimodal procedure based on an adaptive version of the capacity spectrum method is applied to the 3D model of the damped braced structure. Then, the properties of an idealized bilinear model are defined using the seismic characteristics of the compound system thus accounting for the frame-damped brace interaction. Finally, an iterative procedure is developed to provide an optimal distribution of dampers. The proposed method overcomes the limitations of the design procedures in the literature that generally neglect the frame-damped braces interactions. Moreover, it addresses the main issues of seismic design of damped braces: effect of force demands applied to the frame due to the damper yielding and strain hardening, higher modes contribution, effect of soft-storey irregularities, and torsion effect in asymmetric buildings. The proposed design procedure is first validated using nonlinear static and dynamic analyses of a numerical example. Then, it is implemented to a real case study of a RC school building to assess its applicability in current practice.

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Payandehjoo, Barash, Saeid Sabouri-Ghomi, and Parviz Ebadi. "Seismic Behavior of X-Shaped Drawer Bracing System (DBS) and X-Braced Frames with Heavy Central Core." Journal of Earthquake and Tsunami 10, no. 04 (October 2016): 1650004. http://dx.doi.org/10.1142/s1793431116500044.

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In this work, seismic performance of conventional X-braced frames is enhanced by using Drawer Bracing Systems (DBS). DBS is an innovative structure, which increases ductility and energy absorption capacity of the X-braces through elimination of the harmful effects of local and global buckling and by converting the induced axial forces inside diagonal arms to flexural moments. Two half-scale specimens are tested under cyclic loading and the seismic performance of an X-shaped DBS is compared to that of an X-braced frame. Both braced frames are designed for equal nominal base shears and have similar frame sizes and dimensions. Test results confirm that converting the axial force to flexural moments in rational dissipative elements inside braces helps prevent the global and local buckling of braces in X-shaped DBS. Consequently, ductility and energy absorption capacity of the Concentrically Braced Frames (CBFs) is increased remarkably.

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Xie, Qin, Zhen Zhou, Canjun Li, and Shaoping Meng. "Parametric Analysis and Direct Displacement-Based Design Method of Self-Centering Energy-Dissipative Steel-Braced Frames." International Journal of Structural Stability and Dynamics 17, no. 08 (October 2017): 1750087. http://dx.doi.org/10.1142/s0219455417500870.

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The self-centering energy-dissipative (SCED) brace is a novel bracing element that can substantially reduce the residual deformation and enhance the reparability of structures. In this paper, nonlinear dynamic analyses have been conducted on a 4- and a 12-story steel-braced frame with SCED braces to study the effect of four important design parameters on the seismic performance of the SCED frames and recommendations are given for selection of the parameters. The parameters considered include the response modification coefficient [Formula: see text], the stiffness ratio of the brace [Formula: see text], the strength ratio of the brace [Formula: see text], and the fuse activation story drift [Formula: see text]. The relationship between the residual story drift and the peak story drift of the SCED frames is obtained based on these statistics. Finally, based on the equivalent linearization theory, a direct displacement-based design method applicable to the SCED frames, regarding both the peak story drift and residual story drift as the design objectives, is proposed.

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Bosco, M., A. Ghersi, E. M. Marino, and P. P. Rossi. "A Capacity Design Procedure for Columns of Steel Structures with Diagonals Braces." Open Construction and Building Technology Journal 8, no. 1 (December 31, 2014): 196–207. http://dx.doi.org/10.2174/1874836801408010196.

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According to modern seismic codes, in concentrically braced frames the seismic input energy should be dissipated by means of the hysteretic behaviour of braces while all the other members (i.e. beams and columns) have to remain elastic. Accordingly, the design internal forces of braces are determined in these codes by elastic analysis of the structure subjected to seismic forces obtained by the design spectrum. The internal forces of the non-dissipative members, instead, are calculated by means of specified rules for the application of capacity design principles. According to some recent numerical analyses, the yielding or buckling of columns may take place before braces achieve their axial deformation capacity. This paper investigates the reasons of this unsatisfactory behaviour and proposes technological suggestions and a design procedure to improve the seismic performance of columns of building structures with diagonal braces.

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Costanzo, Silvia, and Landolfo Raffaele. "Concentrically Braced Frames: European vs. North American Seismic Design Provisions." Open Civil Engineering Journal 11, no. 1 (June 30, 2017): 453–63. http://dx.doi.org/10.2174/1874149501711010453.

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A critical review of seismic design provisions for concentrically braced frames (CBFs) in both European and North American (i.e. US and Canadian) codes is presented in this paper. Indeed, even though those codes are based on capacity design philosophy, different requirements and different approaches are used to guarantee the hierarchy of resistances between dissipative and non-dissipative elements, thus leading different overall seismic performance. In detail, the main issues critically discussed are (i) the ductility classes and the correlated force-reduction factors; (ii) the structural analysis methods permitted by different codes; (iii) the modelling aspects of braces; (iv) the detailing rules for both dissipative (bracing members) and non-dissipative elements. Synoptic tables summarizing the corresponding assumptions and requirements in different codes are provided.

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Di Cesare, Antonio, Felice Carlo Ponzo, Nicla Lamarucciola, and Domenico Nigro. "Experimental seismic response of a resilient 3-storey post-tensioned timber framed building with dissipative braces." Bulletin of Earthquake Engineering 18, no. 15 (October 6, 2020): 6825–48. http://dx.doi.org/10.1007/s10518-020-00969-y.

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Abstract With the increased number of multi-storey buildings in seismic areas, research efforts have been focused on developing earthquake resilient systems, such as low-damage techniques based on the combination of post-tensioning and dissipating devices. This paper describes the experimental study performed on a 3-storey post-tensioned timber framed (Pres-Lam) building equipped with energy dissipating systems. The testing project consisted of three phases adopting different configurations of the experimental model: (1) post-tensioning to beam-column joints only, (2) post-tensioning and dissipative rocking mechanisms and (3) post-tensioning and dissipative braces. The main objective of this paper is to experimentally investigate on the seismic response of a large-scale specimen with dissipative braces located in high seismic area, considering construction details similar to those adopted in practical applications. During the experimental campaign, the test frame was subjected to more than one hundred ground motions considering a set of seven spectra-compatible earthquakes at increasing intensity levels. The dissipating bracing system with external replaceable hysteretic dampers improves the seismic resilience of multi-storey Pres-Lam buildings, showing inter-storey drift comparable to those with rocking walls, with full recentring capability and without structural damages or post-tensioning losses through seismic tests.

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Barbagallo, Francesca, Melina Bosco, Marco Caragliano, Edoardo M. Marino, and Pier Paolo Rossi. "An Alternative Approach for the Design of Chevron-Braced Frames." Applied Sciences 11, no. 22 (November 20, 2021): 11014. http://dx.doi.org/10.3390/app112211014.

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The design of steel chevron-braced frames as per Eurocode 8 is based on the idea that only the braces should buckle and yield during ground motions, while other members should remain elastic. The elastic design of the braced frames is also allowed. However, in both cases, the seismic performance of the frame may be compromised because of premature yielding/buckling of columns. This paper proposes an alternative design procedure that promotes yielding of beams in addition to yielding of braces. This mitigates the vertical unbalanced force transmitted by compressive and tensile braces to the beam and in turn reduces the internal forces of the columns. The result is the overall improvement of the seismic performance owing to the reduction of the number of cases in which failure of the columns occurs before full exploitation of the ductility capacity of the dissipative members. The proposed design procedure is validated by incremental dynamic analyses performed on a set of chevron-braced frames. In particular, the peak ground accelerations of the frames designed by the proposed procedure at the attainment of Significant Damage and Collapse Prevention limit states are determined and compared to those of frames designed according to Eurocode 8. Furthermore, frames designed according to the Eurocodes and to the proposed method are compared in terms of structural cost.

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Xiao, Yi, Marc O. Eberhard, Ying Zhou, and John F. Stanton. "Proportioning of self‐centering energy dissipative braces." Earthquake Engineering & Structural Dynamics 50, no. 10 (April 27, 2021): 2613–33. http://dx.doi.org/10.1002/eqe.3463.

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Henriques, J., L. Calado, C. A. Castiglioni, and H. Degée. "Dissipative connections with U-shaped steel plate for braces of concentrically braced frames." Bulletin of Earthquake Engineering 17, no. 11 (July 25, 2019): 6203–37. http://dx.doi.org/10.1007/s10518-019-00689-y.

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Zsarnóczay, Ádám, Viktor Budaházy, László Gergely Vigh, and László Dunai. "Cyclic hardening criteria in EN 15129 for steel dissipative braces." Journal of Constructional Steel Research 83 (April 2013): 1–9. http://dx.doi.org/10.1016/j.jcsr.2012.12.013.

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Bergami, A. V., and C. Nuti. "A design procedure of dissipative braces for seismic upgrading structures." Earthquakes and Structures 4, no. 1 (January 25, 2013): 85–108. http://dx.doi.org/10.12989/eas.2013.4.1.085.

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Mazzolani, Federico M., Gaetano Della Corte, and Mario D’Aniello. "EXPERIMENTAL ANALYSIS OF STEEL DISSIPATIVE BRACING SYSTEMS FOR SEISMIC UPGRADING." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 15, no. 1 (March 31, 2009): 7–19. http://dx.doi.org/10.3846/1392-3730.2009.15.7-19.

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Energy dissipating devices, such as metallic ductile dampers, could represent one reliable system for seismic performance upgrading of reinforced concrete (RC) structures. This paper illustrates the significant improvement to the seismic response of RC structures equipped with dissipative bracing systems, such as eccentric braces (EBs) and buckling restrained braces (BRBs). In fact, the results of experimental tests carried out on two similar two‐storey one‐bay RC structures, respectively equipped with EBs and BRBs, are described. Referring to EBs, 3 lateral loading tests have been performed. Each test is characterized by shear links with bolted end‐plate connections. Different design criteria have been applied in the design of the connections. In the first test, capacity design criteria have not been considered. In the second test, a capacity design criterion has been applied, with a link shear over‐strength factor equal to 1.5. In the third test, a design criterion similar to the one adopted for the second test has been implemented, but with a larger over‐strength factor. In case of BRBs, two types of ‘only‐steel’ braces have been tested: one type was made using two buckling‐restraining rectangular tubes that are fully welded together with steel plates; the other type is detachable, being made again with two buckling‐restraining rectangular tubes but joined together by means of bolted steel connections. In both cases, the internal yielding core was a rectangular steel plate. The experimental results of both bracing systems are encouraging about the possibility to use these devices for improving the seismic resistance of existing RC structures. Santrauka Didinant gelžbetoninių pastatų atsparumą seisminiams poveikiams, gali būti naudojami energiją sugeriantys metaliniai slopintuvai. Straipsnyje parodoma, kaip tokios slopinančios sistemos, kaip necentriniai ryšiai ir klupimą suvaržantys ryšiai, gali iš esmės gerinti pastato seisminę elgseną. Pateikiami dviejų panašių vienos angos gelžbetoninių pastatų su minėtaisiais ryšiais eksperimentiniai tyrimų rezultatai. Tyrimai parodė, kad abi suvaržymo sistemos gerina eksploatuojamų gelžbetoninių pastatų atsparumą seisminiams poveikiams.

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Haddad, Madhar, Tom Brown, and Nigel Shrive. "Experimental cyclic loading of concentric HSS braces." Canadian Journal of Civil Engineering 38, no. 1 (January 2011): 110–23. http://dx.doi.org/10.1139/l10-113.

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During earthquake ground motion, diagonal braces in braced frames are subject to a series of cyclic loadings, alternately tension and compression. The brace can buckle and deform plastically, dissipating energy with damage accumulating in the steel. Eventually a crack may form and the brace fractures. To optimize energy dissipation, the effects of brace and gusset plate dimensions (thickness and length of the gusset plate, size of the brace, length of the brace), and material properties, on brace behaviour, need to be understood. Ten concentric bracing members, designed according to the weak brace – strong gusset concept, were tested. The objective was to investigate the effects of displacement history, brace effective slenderness ratio, and brace width/thickness ratio, on the hysteresis behaviour of bracing members. Displacement history was found to affect energy dissipation and fracture life. The effects of increasing the gusset plate thickness on the energy dissipation and the fracture life is not the same as reducing the effective slenderness ratio of the bracing member resulted from reducing the length of the HSS. New fracture life and energy life equations are proposed.

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Chu, Yun Peng, Yong Yao, Bin Xu, Yong Jun Deng, and Shu Lian Xiao. "The Damping Energy Dissipation Study on Buckling Restrained Brace in Multilayer Steel Frame." Advanced Materials Research 160-162 (November 2010): 910–14. http://dx.doi.org/10.4028/www.scientific.net/amr.160-162.910.

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The buckling-restrained brace has stable energy dissipation capability. It has been widely used in recent years. This paper uses finite element software ANSYS to do non-linear time history analysis for Center Braced Steel Frame, Eccentrically Braced Steel Frame, Buckling-restrained Braced Steel Frame under the earthquake. The results show that: (1) The peak acceleration, residual displacement and top floor displacement of buckling-restrained braced steel frame is smaller than the other two brace frames, provide support for the structure stability. (2) The damping energy and bracing energy dissipation capability of buckling-restrained braces and eccentrically braced are strong, so it can avoid the collapse of the main structure under the large or medium earthquake.

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Taiyari, Farshad, Federico M. Mazzolani, and Saman Bagheri. "A proposal for energy dissipative braces with U-shaped steel strips." Journal of Constructional Steel Research 154 (March 2019): 110–22. http://dx.doi.org/10.1016/j.jcsr.2018.11.031.

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Qiu, Canxing, and Xiuli Du. "Seismic performance of multistory CBFs with novel recentering energy dissipative braces." Journal of Constructional Steel Research 168 (May 2020): 105864. http://dx.doi.org/10.1016/j.jcsr.2019.105864.

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Piluso, Vincenzo. "Editorial: New Advances in Seismic Design and Assessment of Steel Structures." Open Construction and Building Technology Journal 8, no. 1 (December 31, 2014): 193–95. http://dx.doi.org/10.2174/1874836801408010193.

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In recent years, rapid advances have taken place in earth-quake engineering as applied to steel structures with major emphasis given to (1) development of advanced procedures for seismic performance assessment, (2) development of advanced design procedures for plastic mechanism control, (3) improvements in structural design detailing, (4) better modeling of members and connections for dynamic non-linear analyses, (5) development of new damping devices for supplementary energy dissipation, (6) development of self-centering structural systems, (7) development and testing of new design strategies for reducing structural damage under severe ground motions. Even though such advances have reached in some cases a refinement level justifying their in-troduction in seismic codes, the updating of Eurocode 8 with design criteria and new design strategies reflecting newly developed knowledge is still in delay. In the actual version of Eurocode 8, some advances, such as new structural ty-pologies like braced frames equipped with buckling re-strained braces and dissipative truss moment frames, are still not codified even if they have already gained space in American codes. Because of these rapid advances, weaknesses of Euro-code 8 and new structural typologies to be codified have been recognized and a document focusing on such weak-nesses and new research needs has been published [1]. In particular, the sharing of knowledge obtained has been rec-ognized to be critical to improve the seismic design of steel structures. Therefore, a Thematic Issue on “New Advances in Seismic Design and Assessment of Steel Structures” can be considered timely. Many researchers, all joined by the common interest in design, testing, analysis and assessment of steel structures in seismic areas, have accepted to contribute to this special is-sue. As a result, this thematic issue is composed by eleven contribution covering important design topics for seismic resistant steel structures. Two works [2, 3] are devoted to the seismic design of Concentrically Braced Frames (CBFs), pointing out the drawbacks of the design provisions suggested by Eurocode 8 and also reported in the Italian Technical Code for Construc-tions. In particular, the need to revise the design procedure suggested for columns of CBFs is discussed showing that both the stability and resistance indexes of columns are often exceeded. The results obtained are in agreement with those presented by other researchers [4-8] who recommended de-sign procedures based on a rigorous application of capacity design principles. Also the third manuscript of the thematic issue is devoted to CBFs, but aiming to the development of a new buckling restrained system which can be easily dis-mounted [9]. As it is well known, buckling restrained braces (BRBs) are basically constituted by two parts: an internal slender steel member, known as the “core” and a restraining member, known as the “casing”. The core component has the key role of dissipating energy, while the casing component restrains the brace core from overall buckling in compres-sion. The buckling restraining mechanism can be obtained by enclosing the core (rectangular or cruciform plates, circu-lar rods, etc.) either in a continuous concrete/mortar filled tube or within a “all-steel” casing. Despite of the use of such braces allows to obtain wide and stable hysteresis loops, thus overcoming the main drawbacks of traditional braces due to the poor cyclic response resulting from overall buckling, and their design is already codified in ANSI/AISC 341-10 [10], their use is still not codified in Europe testifying an impor-tant weakness of Eurocode 8. Two papers of the present thematic issue are devoted to beam-to-column connections [11, 12]. The first one [11] presents the results of a wide experimental program recently carried out at Salerno University dealing with extended end plate connections, with and without Reduced Beam Section (RBS), connections with bolted T-stubs and, finally, innova-tive connections equipped with friction dampers. The second work [12] is mainly devoted to the theoretical development of the analysis of the influence of gravity loads on the seis-mic design of RBS connections. In particular, it deserves to be underlined that such influence is commonly neglected in codified rules, such as ANSI/AISC 358-10 [13], because experimental tests constituting the base of the recommended design procedures are typically based on cantilever schemes where gravity loads are not applied.

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Tremblay, Robert, M. Lacerte, and C. Christopoulos. "Seismic Response of Multistory Buildings with Self-Centering Energy Dissipative Steel Braces." Journal of Structural Engineering 134, no. 1 (January 2008): 108–20. http://dx.doi.org/10.1061/(asce)0733-9445(2008)134:1(108).

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Molina, F. J., S. Sorace, G. Terenzi, G. Magonette, and B. Viaccoz. "Seismic tests on reinforced concrete and steel frames retrofitted with dissipative braces." Earthquake Engineering & Structural Dynamics 33, no. 15 (2004): 1373–94. http://dx.doi.org/10.1002/eqe.408.

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Dal Lago, Bruno, Muhammad Naveed, and Marco Lamperti Tornaghi. "Tension-only ideal dissipative bracing for the seismic retrofit of precast industrial buildings." Bulletin of Earthquake Engineering 19, no. 11 (June 7, 2021): 4503–32. http://dx.doi.org/10.1007/s10518-021-01130-z.

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AbstractNew precast frame industrial structures are seismically designed according to reliable modern criteria. However, most of the existing built stock hosting many workers and both regular and strategic industrial activities was designed and detailed neglecting the earthquake load or according to outdated seismic design criteria and regulations. Its seismic retrofit is a main challenge for the Engineering Community and a critical objective for institutional and private bodies. Among the envisaged solutions, the introduction of dissipative braces appears to be promising, although mostly inapplicable for these buildings, due to the brace lengths required by their typical large dimensions and the related proportioning against buckling. In this paper, an innovative seismic retrofitting technique based on monolateral dissipative bracing is investigated. The device proposed in this paper, yet in phase of preliminary design and testing, dissipates energy through friction in tension only while freely deforming in compression, which makes the issue related to compressive buckling irrelevant. A numerical analysis is carried out to investigate the efficiency of the proposed device in seismic retrofitting of precast industrial frame buildings with the aim to explore its feasibility and to better orient the definition of the slip threshold load range and the future development of the physical device. The simplified Capacity Spectrum Method (CSM) is employed for the global framing of the structural behaviour of the highly nonlinear retrofitted structures under seismic actions. A numerical tool is set to automatically apply the CSM based on the definition of few main parameters governing the seismic response of precast frame structures. The efficacy of the CSM is critically analysed through the comparison with the results of a set of nonlinear dynamic analyses. A smart simplified design process aimed at framing the most efficient threshold slip/yield load of the device given an existing structural configuration is presented with the application of the CSM through the identification of the most efficient performance indicator related to either displacement, shear force, equivalent dissipation of energy or a combination of them.

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Bergami, Alessandro V., and Camillo Nuti. "A design procedure for the seismic protection of infilled frames by dissipative braces." IABSE Symposium Report 97, no. 29 (January 1, 2010): 17–24. http://dx.doi.org/10.2749/222137810796024547.

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Freddi, F., E. Tubaldi, L. Ragni, and A. Dall'Asta. "Probabilistic performance assessment of low-ductility reinforced concrete frames retrofitted with dissipative braces." Earthquake Engineering & Structural Dynamics 42, no. 7 (August 31, 2012): 993–1011. http://dx.doi.org/10.1002/eqe.2255.

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Gusella, Federico, and Maurizio Orlando. "Analysis of the dissipative behavior of steel beams for braces in three-point bending." Engineering Structures 244 (October 2021): 112717. http://dx.doi.org/10.1016/j.engstruct.2021.112717.

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Ye, Quanxi, Zongyi Wang, and Yuanqing Wang. "Numerical study on seismic performance of prefabricated steel frames with recentering energy dissipative braces." Engineering Structures 207 (March 2020): 110223. http://dx.doi.org/10.1016/j.engstruct.2020.110223.

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Losanno, Daniele, Mariacristina Spizzuoco, and Giorgio Serino. "An optimal design procedure for a simple frame equipped with elastic-deformable dissipative braces." Engineering Structures 101 (October 2015): 677–97. http://dx.doi.org/10.1016/j.engstruct.2015.07.055.

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Li, Yan-Wen, Yuan-Zuo Wang, and Yan-Bo Wang. "Application of seismic resilient energy-dissipative rocking columns with HSS tension braces in steel frames." Engineering Structures 253 (February 2022): 113812. http://dx.doi.org/10.1016/j.engstruct.2021.113812.

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Sabbagh-Yazdi, Saeed-Reza, and Ainullah Mirzazadah. "Comparing Numerical Results for Seismic Performance of Portal Steel Frames Braced with Steel: HSS Brace, Glulam Timber Brace, and Timber-Steel-BRB." Advances in Civil Engineering 2022 (July 20, 2022): 1–17. http://dx.doi.org/10.1155/2022/2705691.

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This study involves the application of timber-based bracings elements. For this purpose, seismic analyses are performed on special portal steel frames without the brace and diagonally braced with Glued Laminated Timber (glulam) and Timber-Steel Buckling Restrained Brace (TS-BRB), and the results are compared with the same configuration using steel Hollow Structural Sections (HSS) bracing, using OpenSees structural analyzer. First, to verify the accuracy of the modeling, the numerical results are compared with experimental measurements on several types of elements: (a) diagonally braced frame with steel Hollow Structural Sections with a concentrically steel braced frame which was tested by the quasi-static method under cyclic loading protocol by previous researchers, (b) diagonally glulam braced frame with results of shake table tests on single-story timber braced frames, and (c) Timber-Steel Buckling Restrained Brace (TS-BRB) frame with experimental results of Heavy Timber Buckling-Restrained Braced Frame (HT-BRB). In the second step, the aforementioned timber base bracing alternatives (glulam, TS-BRB) are applied in the special portal steel frame, then the seismic performance of the frame is investigated under pushover, cyclic, time history, and incremental dynamic analysis (IDA), and then the results are compared with the behavior of similar portal frame in two conditions without the brace and diagonally braced with the steel-HSS brace. Results showed that steel-HSS, glulam, and timber-steel buckling restrained braces have significant roles in energy dissipation, increasing shear capacity, decreasing interstory drift, and decreasing weight and cost of estimation of the structure.

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Popovski, Marjan, Helmut G. L. Prion, and Erol Karacabeyli. "Shake table tests on single-storey braced timber frames." Canadian Journal of Civil Engineering 30, no. 6 (December 1, 2003): 1089–100. http://dx.doi.org/10.1139/l03-060.

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Concentrically braced timber frames are often used as lateral load resisting systems in wood buildings where large open spaces are required. For application in high-risk earthquake zones, however, the ductility of the system is a concern, since energy absorption is typically limited to the connection region. In this paper, results are presented from a series of shake table tests conducted on single-storey braced frame models with different connections. Diagonal braces with five different connection types were tested, four of which used bolts as fasteners, while one brace had timber riveted connections. Four of the connections had a matching set with an identical configuration that was previously tested quasi-statically. Findings from the tests are presented along with some comments on the seismic behavior of this type of structural system. It was found that the seismic response of the braced frames is highly influenced by the brace connections. Braced frames with small diameter (slender) bolts and timber rivets showed desirable seismic performance, as they were able to dissipate the highest amount of the seismic input energy. A comparison of the quasi-static and shake table tests revealed slight differences in the load–deformation properties of the brace connections.Key words: braced timber frames, seismic response, connections, timber rivets, bolts, ductility, shake table tests.

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Patra, Pratik, P. C. Ashwin Kumar, and Dipti Ranjan Sahoo. "Cyclic Performance of Braces with Different Support Connections in Special Concentrically Braced Frames." Key Engineering Materials 763 (February 2018): 694–701. http://dx.doi.org/10.4028/www.scientific.net/kem.763.694.

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Gusset plate connections between the steel braces and the supporting frame members play an important role in the performance of special concentrically braced frames (SCBFs) under earthquake loading conditions. Extensive studies have been conducted on SCBFs in which the gusset plate connections are designed to ensure the out-of-plane buckling of steel braces. However, research on the cyclic behavior of gusset plate connections allowing the in-plane buckling of braces is very limited. An experimental investigation has been carried out in this study to investigate the cyclic performance of the in-plane buckling of gusset-brace assemblies. Tests showed that the gusset plate connections detailed for in-plane buckling of braces provided performance at par with those detailed for the out-of-plane deformation arrangement. A numerical comparative study on three types of connection arrangements has also been conducted, namely, a) out-of-plane buckling of braces using gusset plates, b) in-plane buckling of braces using knife plates, and c) direct connection of braces without using any gusset plates. Braces made of hollow steel sections having constant slenderness ratio and width-to-thickness ratio are used in all the numerical models. The main parameters compared are the energy dissipation capacity, displacement ductility, patterns of failure, and the sequence of yielding in the components. Both test and analysis results are used to quantify the performances of gusset plate connections in order to achieve an efficient and reliable concentrically braced frame systems.

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Ozcelik, Ramazan, and Elif Firuze Erdil. "Pseudodynamic Test of a Deficient RC Frame Strengthened with Buckling Restrained Braces." Earthquake Spectra 35, no. 3 (August 2019): 1163–87. http://dx.doi.org/10.1193/122317eqs263m.

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Three story–three bay reinforced concrete (RC) frames with and without chevron braces were tested using the continuous pseudodynamic test method. New steel–concrete composite lateral load–carrying members called Buckling Restrained Braces (BRBs) were used as chevron brace members while retrofitting the RC frame. The BRBs were fitted to the interior span of the RC frame by using anchorage rods. The chevron braced frame was observed to be effective in controlling interstory drift. The test results indicated that retrofitting with BRBs was beneficial in resisting deformation without significant damage under simulated ground motions. Furthermore, significant yielding that occurred on the core plate of the BRBs enabled the braced frame to dissipate energy induced by dynamic loading. The test results were compared with the results of the nonlinear time-history analysis. The analysis results were capable of estimating the base shear capacity and displacement demands with reasonable accuracy.

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Hu, Jong Wan, and Myung-Hyun Noh. "Seismic Response and Evaluation of SDOF Self-Centering Friction Damping Braces Subjected to Several Earthquake Ground Motions." Advances in Materials Science and Engineering 2015 (2015): 1–17. http://dx.doi.org/10.1155/2015/397273.

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This paper mainly deals with seismic response and performance for self-centering friction damping braces (SFDBs) subjected to several maximum- or design-leveled earthquake ground motions. The self-centering friction damping brace members consist of core recentering components fabricated with superelastic shape memory alloy wires and energy dissipation devices achieved through shear friction mechanism. As compared to the conventional brace members for use in the steel concentrically braced frame structure, these self-centering friction damping brace members make the best use of their representative characteristics to minimize residual deformations and to withstand earthquake loads without member replacement. The configuration and response mechanism of self-centering friction damping brace systems are firstly described in this study, and then parametric investigations are conducted through nonlinear time-history analyses performed on numerical single degree-of-freedom spring models. After observing analysis results, adequate design methodologies that optimally account for recentering capability and energy dissipation according to their comparative parameters are intended to be suggested in order to take advantage of energy capacity and to minimize residual deformation simultaneously.

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Khademi, Yaseer, and Mehdi Rezaie. "Comparison Study of CBFs and EBFs Bracing in Steel Structures with Nonlinear Time History Analysis." Civil Engineering Journal 3, no. 11 (December 10, 2017): 1157. http://dx.doi.org/10.28991/cej-030945.

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Steel concentrically braced frames (CBFs) and Steel eccentricity braced frames (EBFs) are frequently used as efficient lateral load resisting systems to resist earthquake and wind loads. This paper focuses on high seismic applications where the brace members in CBFs and EBFs dissipate energy through repeated cycles of buckling and yielding. The present study evaluates in detail the design philosophies and provisions used in the United States for these systems. The results of a total of 176 analysis of nonlinear history of seismic behavior of CBFs and EBFs braces have been presented. Notable differences are observed between the performances of the CBFs and EBFs designed using American provisions. The similarities and differences are thoroughly discussed.

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Baiguera, Marco, George Vasdravellis, and Theodore L. Karavasilis. "Dual seismic-resistant steel frame with high post-yield stiffness energy-dissipative braces for residual drift reduction." Journal of Constructional Steel Research 122 (July 2016): 198–212. http://dx.doi.org/10.1016/j.jcsr.2016.03.019.

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DICLELI, MURAT, and ANSHU MEHTA. "SEISMIC RETROFITTING OF CHEVRON-BRACED STEEL FRAMES BASED ON PREVENTING BUCKLING INSTABILITY OF BRACES." International Journal of Structural Stability and Dynamics 09, no. 02 (June 2009): 333–56. http://dx.doi.org/10.1142/s0219455409003053.

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In this research, a seismic retrofitting method for chevron-braced frames (CBFs) is proposed. The key idea here is to prevent the buckling of the chevron braces via a conventional construction technique that involves a hysteretic energy-dissipating element installed between the braces and the connected beam. The energy-dissipating element is designed to yield prior to buckling of the braces, thereby preventing the lateral stiffness and strength degradation of the CBF caused by buckling, while effectively dissipating the earthquake input energy. Nonlinear static pushover, time history and damage analyses of the CBF and retrofitted CBF (RCBF) are conducted to assess the performance of the RCBF compared with that of the CBF. The results of the analyses reveal that the proposed retrofitting method can efficiently alleviate the detrimental effects of earthquakes on the CBF. The RCBF has a more stable lateral force–deformation behavior with enhanced energy dissipation capability than the CBF. For small-to-moderate intensity ground motions, the maximum interstory drift of the RCBF is close to that of the CBF. But, for high intensity ground motions, it is considerably smaller than that of the CBF. Compared with the CBF under medium-to-large intensity ground motions, the RCBF experiences significantly less damage due to prevention of buckling of the braces.

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Xiao, Mei Ling, Liao Yuan Ye, Sheng Miao, and Ben Yu Liu. "Damage and Crack Analysis for Reinforced Concrete Energy Dissipation Braced Frame (EDBF) under Low Cyclic Loads." Key Engineering Materials 324-325 (November 2006): 611–14. http://dx.doi.org/10.4028/www.scientific.net/kem.324-325.611.

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Application of Miner criterion, cumulate damage variable was estimated based on pseudo-static experiment study for reinforced concrete energy dissipation braced frame (EDBF) under low cyclic loads, accordingly, the constitutive relations about damage was established; the linear hook law turned into non-linear stress-strain relations; the dissipated-energy factor c β was determined based on following factors: the cumulate damage variable, hysteretic energy determined by load-displacement curve, maximum deformation and yield force of EDBF; it supplied a quantitative basis of dissipated-energy for EDBF; There were two reasons in energy dissipation for EDBF: one was energy dissipation equipment acting, the other was concrete damaged and cracked or low cycle fatigue failure in this structure, and the latter part of energy was associated with amounts of cracks and crack size; then the forced mechanism of EDBF was analyzed, and the reason caused cracks and crack type of EDBF columns, beam and braces were explained based on forced mechanism: the columns, beam and braces of EDBF were compressed or tensed under low cyclic loads, so most of cracks of columns, beam and braces belonged to mode I cracksThis study supplied a method for estimating energy of EDBF under earthquake ground motion, and the results showed: columns in EDBF are easily damaged under earthquake ground motion, so the structural elements must be designed strong column, weak beam and weak brace.

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Yin, Zhan Zhong, and Xiu Li Wang. "Hysteretic Performance Analysis of Double-Tube Buckling Restrained Braces with Contact-Ring." Advanced Materials Research 163-167 (December 2010): 681–85. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.681.

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Double-tube buckling restrained braces with contact ring is a new buckling-restrained brace (BRBs), and is a refinement of double-tube buckling restrained braces. Based on the theory of the finite element method, the finite element entity model of double-tube buckling restrained brace with contact-ring has been made. The double-tube buckling restrained braces is systematically analyzed and computed. The analysis results indicate that this kind of buckling restrained brace has good energy dissipation and restoring force characteristics, and can overcome the difficulty in connection.

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Yang, Chuang-Sheng, Roberto T. Leon, and Reginald DesRoches. "Cyclic Behavior of Zipper-Braced Frames." Earthquake Spectra 26, no. 2 (May 2010): 561–82. http://dx.doi.org/10.1193/1.3389483.

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Two one-third-scale three-story models of special inverted-V-braced frames with zipper struts were tested under quasistatic cyclic loads. Zipper frames utilize a vertical element at the intersection of chevron braces and floor beams to distribute the unbalanced vertical forces due to brace buckling. Two ground motions representative of a far-field (Chile 1985) and a near-field earthquake (Kobe 1995) were selected for the tests. Two tests with two different amplitudes of the 1985 Chile earthquake were conducted on one frame; three tests with three different amplitudes of the 1995 Kobe record on the other. For each specimen, a pre-experiment numerical model was used to generate the three floor displacement histories that were applied to the test frame. Comparison of the results for the hysteretic behavior of the braces, zipper struts, and overall frame validated the partial-height zipper mechanism envisioned in proportioning the specimens. The frames showed good dissipating-energy capacity and large deformation ductilities without significant strength losses. Moreover, they remained stable even after fracture of some braces occurred and showed significant residual strength.

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Tremblay, R., P. Bolduc, R. Neville, and R. DeVall. "Seismic testing and performance of buckling-restrained bracing systems." Canadian Journal of Civil Engineering 33, no. 2 (February 1, 2006): 183–98. http://dx.doi.org/10.1139/l05-103.

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This paper describes a subassemblage seismic test program performed on six buckling-restrained braces (BRBs). Two different brace core segment lengths and two different buckling-restraining mechanisms were examined. The applied loading histories included a qualifying quasi-static cyclic test with stepwise incremental displacement amplitudes and a dynamically applied seismic loading. A test was also carried out on a conventional bracing member for comparison purposes. The concrete-filled tube specimens exhibited satisfactory performance under the quasi-static loading protocol, regardless of the length of the core segment. Strain hardening and frictional responses resulted in brace axial forces significantly exceeding the core yield capacity. The steel BRB system exhibited good performance under the quasi-static and dynamic loading sequences, provided that the clearance between the brace core and the buckling-restrained mechanism was kept to a minimum. The dynamic loading protocol was less severe for low-cycle fatigue than the quasi-static loading, but higher strain rates resulted in amplified yield resistance. The conventional bracing member withstood the entire quasi-static loading history but exhibited limited energy-dissipation capacity compared with the concrete-filled BRBs.Key words: concentrically braced steel frames, bracing members, buckling, energy dissipation, friction, yielding, fracture, seismic.

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Fan, Xiao-Wei, Long-He Xu, Xing-Si Xie, Yu-Sheng Sun, and Zhong-Xian Li. "Hysteresis analysis of pre-pressed spring self-centering energy dissipation braces using different models." Advances in Structural Engineering 22, no. 12 (May 22, 2019): 2662–71. http://dx.doi.org/10.1177/1369433219849844.

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The ability of an idealized piecewise-linear restoring force model and a nonlinear mechanical model to describe the hysteretic performances of the pre-pressed spring self-centering energy dissipation braces was evaluated based on experimental data. The hysteretic behaviors predicted by these two proposed models were compared with the experimental results of a typical prototype brace, and the results demonstrated that the two models can explain the brace force-time responses, and that the nonlinear mechanical model is more effective in describing the stiffness transition and energy dissipation of the brace. The two proposed models can be used for the design of the pre-pressed spring self-centering energy dissipation brace specimens, and the nonlinear mechanical model may be more useful for designing the structures with the pre-pressed spring self-centering energy dissipation braces. An orthogonal experiment was applied to analyze the influences of the key parameters on the performances of pre-pressed spring self-centering energy dissipation braces based on the nonlinear mechanical model. The results indicate that the friction slip force of energy dissipation mechanism, the pre-pressed force of self-centering mechanism, and the post-activation stiffness significantly affect the hysteretic performances and equivalent viscous damping ratios of the bracing system, while the changes in other parameters only produce slight effects. The determination of the pre-pressed force of the self-centering mechanism should be coordinated with the friction slip force of the energy dissipation mechanism to achieve a better hysteretic performance of the pre-pressed spring self-centering energy dissipation brace.

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Sui, Jie Yjing, and Wen Feng Liu. "Research on a New Type of Energy Dissipation Brace." Applied Mechanics and Materials 71-78 (July 2011): 3816–20. http://dx.doi.org/10.4028/www.scientific.net/amm.71-78.3816.

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This paper presents one new configuration called little-character-toggle-brace. This paper analyses the effect of different toggle-brace position in the story and different angle of the toggle-brace to the magnification factor and provides the damping radio of the structure. Based on vibration control test of the structure with energy dissipation devices, the dynamic behavior and dynamic response of the structure with little-character brace, diagonal brace or little-character- toggle-brace have been investigated. The different control effects of the structure with the different energy dissipation braces have been studied. The result demonstrates that the little-character-toggle- brace is the best energy dissipation brace.

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Narayan and KrishnaKant Pathak. "Numerical Analysis of Chevron Braced Frames retrofitted using Vertical and Diagonal Brace Members." Proceedings of the 12th Structural Engineering Convention, SEC 2022: Themes 1-2 1, no. 1 (December 19, 2022): 1713–17. http://dx.doi.org/10.38208/acp.v1.710.

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This article discusses about the retrofitting of the existing chevron braced frames, constructed before the induction of the concept of thespecial concentrically braced frames (SCBF) braced frames. Two arrangements of upgraded bracing were developed; one configuration was inspired by X-brace and Y brace while the other was inspired by Zipper brace and Y-brace. Both arrangements resulted into unique dual half Y-brace (DHYB). The numerical analysis was done by using Abaqus software. The outcomes of the analysis for studying the behaviour of the braced frame after retrofitting were the hysteretic behaviour, plastic energy dissipation and the beam deflection. In most of the cases, retrofitting using the above mentioned technique provided a more stable and balanced hysteretic behaviour, improved energy dissipation, reduced beam deflection. This method of retrofitting would cause minimal structural intervention and least disruption to the occupants.

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Boscato, Giosuè, Giorgio Costantini, and Vincenzo Scafuri. "Seismic Design of Pultruded FRP Structures as Ancillary and/or Independent Solution." Key Engineering Materials 747 (July 2017): 586–93. http://dx.doi.org/10.4028/www.scientific.net/kem.747.586.

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The civil engineering fields of FRP (Fiber Reinforced Polymers) pultruded profiles are the structural rehabilitation of the existing constructions and the new buildings. In the first case the FRP intervention is ancillary to masonry construction as beams and trusses for roofs and floors; while, in the second case, the all-FRP structures are for over elevation frame, emergency and specific structures in complex conditions. The non-linear responses of masonry structures with truss beams made of pultruded FRP profiles and traditional materials have been compared through finite element models subjected to the seismic forces. Furthermore, the seismic response of all-FRP building with concentric diagonal braces has been analysed. For both applications it is possible to assert that despite the absence of ductile behaviour of FRP pultruded material, the new technology guarantees a dissipative response through the global ductility and the effect of the low self-weight related to the mechanical performances.

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Marquez A., Edelis del V., William Lobo-Q, and Juan C. Vielma. "Comparative Analysis of the Energy Dissipation of Steel Buildings with Concentric and Eccentric Braces." Open Civil Engineering Journal 9, no. 1 (May 28, 2015): 295–307. http://dx.doi.org/10.2174/1874149501509010295.

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A comparative study has been done to analyze the behavior of regular steel building structures of 4, 6, 8 and 10 stories, located in seismic zone 5 and soil type S1. The structures were upgraded with different brace configurations according to current Venezuelan codes. A total number of 24 numerical models were analyzed considering non-linear static and incremental dynamic analysis (IDA). The buildings were initially designed as moment resisting frames, and upgraded with six different bracing configurations: concentric braces in “X” and inverted “V”; eccentric braces inverted "V" with horizontal links, inverted “Y” and “X” with vertical links. Short length links were used to ensure a shear failure. The used methodology is based on obtaining the capacity, IDA curves, and bilinear approximations of these curves that allow the determination of yield and ultimate capacity points, in order to estimate important parameters of seismic response: overstrength and ductility; and considering these areas under the curves to estimate elastic deformation energy, energy dissipated by hysteretic damping and equivalent damping. According to the results, the cases with no brace enhancement showed the lowest lateral strength and lateral stiffness and high deformation capacity. On the other hand, the concentric bracing cases, resulted with the highest stiffness and strength and the lowest deformation capacity, therefore they have low ductility and energy dissipation capacity under seismic loading. Structures with links showed intermediate stiffness and strengths, resulting in the best performance in terms of ductility and energy dissipation capacity. The present study provides a better understanding of the benefits of eccentrically braced systems.

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Foti, Dora, Francesco Ruggiero, Maria Francesca Sabbà, and Michela Lerna. "A Dissipating Frames for Seismic Retrofitting and Building Energy-Efficiency." Infrastructures 5, no. 9 (September 8, 2020): 74. http://dx.doi.org/10.3390/infrastructures5090074.

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In the present paper a new and innovative way to approach the regeneration of public buildings and public housing is proposed. It consists in a dissipative steel frame to reduce the displacement demand and to improve the energy efficiency of a real existing structure, inserting buckling-restrained axial dampers (BRAD) type dissipative braces. This system is adaptable to any construction made of reinforced concrete frames and improves energy efficiency and earthquake-resistant performance; moreover, it upgrades the aesthetics of buildings and the quality of life for the users. In fact, the system is capable of assuming different and pleasant architectural shapes offering benefits in terms of earthquake-resistant performance, energy saving, and energy production from renewable sources. The attention to the aesthetic results renders the intervention a redevelopment strategy not only on an architectural scale, but also in the urban contexts for degraded and marginalized suburbs. The performances of the proposed kit were evaluated on a case study consisting in a social house located in the south of Italy. Numerical analyses have been carried out and the results have been reported both from the seismic protection and energy efficiency points of view. As a result, the produced renewable energy from the retrofitting system and the building seismic capacity increased. A rapid and precise control process, able to return a suitable structural dimensioning of the frame, according to the different application contexts, is finally proposed.

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Han, Wei, Xiao Yu Jia, and Xian Qiang Meng. "Analysis on Energy Dissipation Principle of Buckling Restrained Brace Frame." Advanced Materials Research 971-973 (June 2014): 965–69. http://dx.doi.org/10.4028/www.scientific.net/amr.971-973.965.

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Buckling Restrained Brace, Abbreviated as BRB in thefollowing content, a new omponent dissipating energy and absorbing quake ,as itis installed steel constrained unit to prevent overall instability ,it can notonly maintain its stiffness and stability, but also dissipate seismic energy bythe steel core material, as a result we can protect the main structure of thebuilding. This paper focuses on the buckling restrained braced frame (BRBF) ofthe energy principle、calculation method and thespecific design process.

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Yang, Shun Bin, Jing Xu Song, and Wen Pan. "Application of Frictional Energy Dissipation Brace in Seismic Strengthening." Applied Mechanics and Materials 405-408 (September 2013): 1969–73. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.1969.

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This paper first introduces two kinds of structural strengthening methods: direct method and indirect method. It is suggested that use frictional energy dissipation braces to reinforce the structure. Taking the reinforced concrete brace with steel-rubber frictional device as an example, the author discusses its strengthening design method. The applications of frictional energy dissipation brace in both domestic and international seismic strengthening are also introduced.

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Erwood, Amalie, Jacob M. Wilson, Andrew M. Schwartz, Mara L. Schenker, and Thomas Moore. "Femur Fracture Associated with Knee Brace Wear in the Motocross Athlete: A Report of Two Cases and Review of the Literature." Case Reports in Orthopedics 2018 (August 30, 2018): 1–5. http://dx.doi.org/10.1155/2018/1498541.

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The sport of motocross entails off-road motorcycle racing and is associated with a high incidence of traumatic injury. While prophylactic knee braces are routinely worn, there has been anecdotal concern that brace use is linked to femoral shaft fractures. While this risk remains unreported in the medical literature, preventing this complication has played a role in new commercial knee brace designs. We present two cases in which two motocross riders sustained transverse femoral shaft fractures at the proximal portion of each respective knee brace. The fracture locations measured on anterior-posterior radiograph were 22 and 21.1 cm proximal to the center of the knee, which is also the recommended proximal extent of motocross knee braces. We propose that the rigid knee brace protects the ligamentous knee structures but may focus undue force on the proximal aspect of the brace. New knee brace designs have incorporated features to dissipate the potentially injurious force to prevent femur fracture. While knee braces undoubtedly help prevent ligamentous knee injury, these cases question the safety of standard brace design and highlight the need for further brace development to better protect the patient’s bony structures, in addition to the knee joint.

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Luo, Wen Xia, Jin Song Lei, and Ying Hu. "The Passive Energy-Dissipation Study of Braced Steel Frame Structure." Advanced Materials Research 163-167 (December 2010): 318–22. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.318.

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The seismic performance of braced steel frame was simulated by the finite element software ANSYS based on the passive energy-dissipation under the low-cycle repeated load and the time-history analysis under seismic load for the energy-dissipation braced steel frame structure, no-brace steel frame structure, and conventional braced frame structure. The energy dissipation and seismic performance of three kinds of frame were compared, the results show that the energy-dissipation braced structure can produce strong energy-dissipation control force to enhance energy dissipation capacity of the whole structure significantly, and weaken the seismic load of the main frame. It follows that the energy-dissipation braced steel frame can achieve the purpose of energy dissipation for structure, and has good seismic performance.

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Journal articles on the topic 'DISSIPATIVE BRACES'

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