Analysis of the Lateral Thrust in Bolted Steel Buckling-Restrained Braces. I: Experimental and Numerical Results

Genna, Francesco; Gelfi, P.

doi:10.1061/(asce)st.1943-541x.0000558

Cited by 61 publications

(31 citation statements)

References 6 publications

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“…In most available BRBs, the core is debonded from restrainer by means of a low‐friction material generally denoted as debonding layer. In case of all‐steel BRBs, materials such as butyl rubber, polytetrafluoroethylene (PTFE)‐based synthetic paste, penetrating oil lubricant (WD‐40), and ceramic paste have been tested as the debonding layer at the core and restrainer interface. In this research, 5 interfacial conditions were examined: (1) PTFE‐SS, (2) UHMW‐SS, (3) Graphite‐Graphite, (4) BS‐UHMW, and (5) BS‐BS.…”

Section: Test Programmentioning

confidence: 99%

“…It was shown that to prevent global buckling under large axial deformations, combined effects of axial force, P‐delta bending moments, and normal thrust due to local buckling of core must be considered in design. Genna and Gelfi conducted experimental studies and complementary finite element (FE) analysis to evaluate the normal thrust on a fully‐steel restrainer and found that the thrust force increases as a deformation cycle is repeated. In several past research, premature failure has been observed because of insufficiency of the buckling‐restraining system .…”

Section: Introductionmentioning

confidence: 99%

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Design and full‐scale experimental evaluation of a seismically endurant steel buckling‐restrained brace system

Dehghani

Tremblay

2017

Earthq Engng Struct Dyn

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SummaryThis paper presents the results of 12 full-scale tests on buckling-restrained brace (BRB) specimens. A simple-to-fabricate all-steel encasing joined by high-strength bolts was used as the buckling-restrainer mechanism. Steel BRBs offer significant energy dissipation capability through nondeteriorating inelastic response of an internal ductile core. However, seismic performance of BRBs is characterized by interaction between several factors. In this experimental study, the effects of core-restrainer interfacial condition, gap size, loading history, bolt spacing, and restraining capacity are evaluated.A simple hinge detail is introduced at the brace ends to reduce the flexural demand on the framing components. Tested specimens with bare steel contact surfaces exhibited satisfactory performance under the American Institute of Steel Construction qualification test protocol. The BRBs with friction-control self-adhesive polymer liners and a graphite-based dry lubricant displayed larger cumulative inelastic ductility under large-amplitude cyclic loading, exceeding current code minimum requirements. The BRB system is also examined under repeated fast-rate seismic deformation history. This system showed significant ductility capacity and remarkable endurance under dynamic loading. Furthermore, performance is qualified under long-duration loading history from subduction zone's megathrust type of earthquake. Predictable and stable performance of the proposed hinge detail was confirmed by the test results. Internally imposed normal thrust on the restrainer is measured using series of instrumented bolts. Weak-and strongaxis buckling responses of the core are examined. Higher post-yield stiffness was achieved when the latter governed, which could be advantageous to the overall seismic response of braced frames incorporating BRBs.

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Section: Test Programmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Design and full‐scale experimental evaluation of a seismically endurant steel buckling‐restrained brace system

Dehghani

Tremblay

2017

Earthq Engng Struct Dyn

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“…The experimental program conducted by Miller et al (2011Miller et al ( , 2012) that demonstrated that shape memory alloy (SMA) self-centering bucklingrestrained braces (SC-BRBs) provide stable hysteretic response with appreciable energy dissipation, self-centering ability, and large maximum and cumulative deformation capacities. Genna and Gelfi (2012) analyzed the correlation between axial force and buckled wavelength, the research indicated that the lateral thrust exerted by the inner core depends in a discontinuous ways on several factors. Dusicka and Tinker (2013) proposed an ultra-lightweight BRB was designed with an aluminum core and bundled glass fiber reinforced polymer pultruded tubes for the bucklingrestraint, which satisfies global buckling restraint and weigh 27% and 41% lighter of traditional mortar-filled tube and all-steel BRB configurations, respectively.…”

Section: Introductionmentioning

confidence: 99%

Performance testing and comparison of buckling-restrained braces with H and crisscross cross section unrestrained segments

2014

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Buckling-restrained braces (BRBs) deliver ductile, stable, and repeatable hysteretic behavior. The plastic deformation capacity of the BRBs indicates the good indexes both in terms of ultimate deformation and in terms of energy dissipation capacity. In this paper, the load-carrying elements of BRBs were fabricated with steel (Chinese Q235), and four layers of plastic film (0.2 mm in thickness) were used as unbounded materials to prevent the buckling of inner cores in higher modes and provide spaces to facilitate its lateral expansion in case of compression. The differences of ultimate compression and tension loads were controlled in a small range. The transformation of the unrestrained segment's section from crisscross shape to H shape can significantly improve the moment-resistance capacity of the unrestrained segment, avoiding buckling instability effectively due to evident moment stiffness enhancement. The experimental results of pseudo-static tests (PSTs) under cyclic load indicate: BRB with H cross section unrestrained segments can undergo fully-reversed axial yield cycles without loss of stiffness or strength, which have large ductility and superior seismic energy dissipation ability. There is obvious strain intensification in tension and compression phases. But there is evident decreasing of stiffness and strength on BRB with crisscross section unrestrained segments due to the buckling of unrestrained segment under compression, the ductility and energy dissipation ability decline distinctly.

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“…Recently, the restraining system of lightweight all-steel BRBs has been developed rapidly. A number of assembled buckling-restraining braces were presented and their strength behavior has been investigated comprehensively [9,10,11,12,13]. The conventional BRBs and all-steel assembled BRBs generally have a single core across the restraining system, so they hardly become an economical and efficient in their strength design as a solid section may lead to comparatively low load-carrying efficiency and a waste of materials.…”

Section: Introductionmentioning

confidence: 99%

11.27: Elastic buckling load and load resistance of core‐separated assembled BRB confined by two concrete‐infilled tubes

Zhu

Guo

2017

ce papers

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This paper presents a novel type of the core-separated assembled BRB (CSA-BRB). It consists of two single BRBs confined by concrete-infilled tubes that are connected longitudinally by two continuous webs. This directly results in a sectional cavity of the CSA-BRB by spacing two independent BRBs, and significantly enhances its cross-sectional flexural stiffness and loadcarrying capacity. The two independent steel cores of the CSA-BRB are strengthened and connected at its end with a core stiffener to form a robust H-shaped sectional core, as a whole. The core stiffener is inserted into the restraining member by a distance, further remarkably improving the core strength and stiffness at un-restrained core projections of the CSA-BRB. The CSA-BRB is simulated approximately by "an equivalent framed model" and accordingly its elastic buckling load was obtained by using an equilibrium method. A number of numerical examples of CSA-BRBs were designed and investigated by using a large deflection elastic-plastic beam element model to predict the influence of the restraining ratios on their load-carrying capacities. An overall geometric imperfection with the amplitude of l/1000 at mid-span of the CSA-BRB is also involved in the analysis. The results obtained reveal that the CSA-BRBs could achieve required load-carrying capacity without overall failure, considering the strain hardening (for example 0.02E) of the core after its initial yielding, as well as the ultimate axial compressive strain of 2% applied to the core if the restraining ratio of CSA-BRBs is greater than around 3.0.

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Analysis of the Lateral Thrust in Bolted Steel Buckling-Restrained Braces. I: Experimental and Numerical Results

Cited by 61 publications

References 6 publications

Design and full‐scale experimental evaluation of a seismically endurant steel buckling‐restrained brace system

Design and full‐scale experimental evaluation of a seismically endurant steel buckling‐restrained brace system

Performance testing and comparison of buckling-restrained braces with H and crisscross cross section unrestrained segments

11.27: Elastic buckling load and load resistance of core‐separated assembled BRB confined by two concrete‐infilled tubes

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