Buckling-Restrained Braces (BRBs) are a relatively recent development in the field of seismic resistant steel
structures. BRBs can be considered a structural system much more efficient than classic concentric braces (CCBs) to resist earthquakes because they exhibit an almost symmetric load-deformation behaviour and larger energy absorption capacity. Results of an experimental campaign consisting of full scale tests on two reinforced concrete (RC) buildings equipped with BRBs are presented and discussed. The experimental activity led to develop a novel “all-steel” BRB, which has been specifically designed for seismic upgrading of RC buildings, without interference with their functions and aesthetics. Indeed, the main characteristic of the novel braces is the possibility to hide them within the space between the two panels of masonry infill walls commonly used for claddings of RC buildings.
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Strengthening of Masonry Arches with Fiber-Reinforced Polymer Strips
This paper deals with masonry arches and vaults strengthened with surface fiber-reinforced polymer (FRP) reinforcement in the form of strips bonded at the extrados and/or intrados, considering strip arrangements that prevent hinged mode failure, so the possible failure modes are: (1) crushing, (2) sliding, (3) debonding, and (4) FRP rupture. Mathematical models are presented for predicting the ultimate load associated with each of such failure modes. This study has shown that the reinforced arch is particularly susceptible to failure by crushing, as a result of an ultimate compressive force being collected by a small fraction of the cross section. Failure by debonding at the intrados may also be an issue, especially in the case of weak masonry blocks or multiring brickwork arches. Failure by sliding has to be considered if the reinforcement is at the extrados and loading is considerably nonsymmetric.
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Can anyone provide download links for those articles from below:
1.
Galambos TV, Ravindra MK.
Properties of steel for use in LRFD
Journal of the Structural Division ASCE 1978;104(9):1459-68
can be found (read: bought) here:
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2.
Mirza SA, MacGregor JG, Hatzinikolas M.
Statistical descriptions of strength of concrete
Journal of the Structural Division ASCE 1979;105(6):1021-37
can be found (read: bought) here:
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3.
Crisinel, M.
Partial-interaction analysis of composite beams with profiled sheeting and non-welded shear connectors
Journal of Construction Steel Research, Vol. 15,1990, pp-65-98
can be found (read: bought) here:
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4.
Grant, J. A., Fisher, J. W. and Slutter, R. G.
Composite beams with formed steel deck
Engineering Journal of American Institute of Steel Construction, First Quarter, 1977, pp. 24-43
can be found (read: bought) here:
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5.
Kersken- Bradley, M., Maier, W. and Vrouwenvelder, A.
Estimation of structural properties by testing for use in limit state design
Working document of Joint Committee on Structural safety, November 1990.
IABSE-publications, 1989-1990
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6.
Barnard, R. P.
A series of tests on simply supported composite beams
Journal of American Concrete Institute, V61.62, April 1965, pp-443 - 455.
can be found (read: bought) here:
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An equivalent frame model for seismic analysis of masonry and reinforced concrete buildings
Interesting paper....
Y. Belmouden , P. Lestuzzi
December 2007
Rar File 0.80 MB
14 Pabes
Abstract
In this paper a novel equivalent planar-frame model with openings is presented. The model deals with seismic analysis using the Pushover method for masonry and reinforced concrete buildings. Each wall with opening can be decomposed into parallel structural walls made of an assemblage of piers and a portion of spandrels. As formulated, the structural model undergoes inelastic flexural as well as inelastic shear deformations. The mathematical model is based on the smeared cracks and distributed plasticity approach. Both zero moment location shifting in piers and spandrels can be evaluated. The constitutive laws are modeled as bilinear curves in flexure and in shear. A biaxial interaction rule for both axial force–bending moment and axial force–shear force are considered. The model can support any shape of failure criteria. An event-to-event strategy is used to solve the nonlinear problem. Two applications are used to show the
ability of the model to study both reinforced concrete and unreinforced masonry structures. Relevant findings are compared to analytical results from experimental, simplified models and finite element models such as Drain3DX and ETABS finite element package.
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The Stability Of Elastic Equilibrium
by Warner Tjardus Koiter
This is translation of W.T.Koiter's dissertation for a degree of doctor in the technical sciences at the Techische Hooge School at Delft
Abstract:
A general theory of elastic stability is presented. In contrast to previous works in the field, the present analysis is augmented by an investigation of the behavior of the buckled structure in the immediate neighborhood of the bifurcation point. This investigation explains why some structures, e,g., a flat plate supported along its edges and subjected to thrust in its plane, are capable of carrying loads considerably above the buckling load, while other structures, e.g., an axially loaded cylindrical shell, collapse at loads far below the theoretical critical load.
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SCI P 264 Wind-moment Design of Unbraced Composite Frames
Author: J S HENSMAN, A G J WAY | Size: 0.9 MB | Format:PDF | Publisher: SCI | Year: 2000 | pages: 86 | ISBN: 1859421148
This publication presents procedures for the design of wind-moment composite frames in accordance with BS 5950-1 and BS 59550-3. In this method of design, the frame is made statically determinate by treating the connections as pinned under vertical loads and fixed under horizontal loads (with certain assumed points of zero moment). The publication gives design procedures for frames (with composite beams, slabs and connections) that are braced in the minor axis direction. The limitations of the method are explained. In particular, it should be noted that the method is only recommended for low-rise frames up to four storeys high. In addition to design procedures for the ultimate and serviceability limit states, fully worked design example is presented. The publication also reproduces the resistance tables for standard wind-moment composite connections taken from SCI/BCSA publication Joints in steel construction: Composite connections. These connections use steel reinforcement, flush end plates and grade 8.8 M20 or M24 bolts, and achieve sufficient rotation capacity by ensuring that the moment resistance is not governed by local concrete crushing or bolt or weld failure.
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Author: C W BROWN, D C ILES | Size: 0.2 MB | Format:PDF | Publisher: SCI | Year: 1995 | pages: 21 | ISBN: 1859420281
The design of a new bridge can directly affect the durability and the maintenance costs, and hence the whole-life cost. Careful consideration should be given to whether an increase of initial capital cost may be warranted in order to reduce the subsequent maintenance costs. Such consideration would be particularly important in the case of a bridge where the notional costs of traffic delay and disruption during maintenance were disproportionately high - in such cases large increases in initial
capital cost can be justified to reduce the duration of maintenance. Steel bridges have an unjustified reputation for high cost maintenance. For instance, to some designers, the one word “rust” is a serious disincentive to the use of a steel bridge; this is a shortsighted and unreasonable attitude, for several reasons. To a large extent this view has been based upon experience of older structures where the choice of steelwork details and protective coating had been based on lower relative labour costs than currently prevail. Furthermore, it cannot be emphasised too strongly that corrosion of structural steel is a surface phenomenon; it is readily detectable in its early stages and, provided remedial action is taken, will not affect the overall
integrity of the structure in any significant way. Another perceived “problem” with steel bridges is that of fatigue. The resistance to fatigue of some early bridges in high strength structural steel was not adequate: some of these bridges are showing evidence of premature fatigue failure, although in most cases this can be repaired relatively easily. In the last twenty years a vast amount of research into fatigue has been carried out and this, together with extensive test programmes, has ensured that the subject of fatigue is much better understood now than it was in, say, 1950. Designers can now design bridges that have a high probability of lasting without serious fatigue problems for more than 100 years, using well-proven details. It is important not to become complacent, since there are unfortunately occasional examples of steel bridges where unexpected and unwelcome problems have occurred. However, it is pertinent to point out that repair or strengthening of deficient steel bridges can be a comparatively straightforward process, usually involving in-situ welding or bolting on additional steelwork without restricting
traffic. To summarise, a steel bridge is durable, when properly designed and maintained, and its whole-life cost is competitive with that of a bridge in any other material. In particular, it should be noted that:
C Design for durability is a well known and proven technology
C Steel bridges have more than 100 years proven record of durability
C Corrosion of structural steel is a surface phenomenon; it is readily detectable in its early stages and, provided remedial action is taken, will not affect the overall integrity of the structure in any significant way
C When deterioration is noted, it can readily be rectified
C Reliable coating systems, both for initial painting and maintenance painting, are available
C Modern steel bridges are designed to be easily inspectable and maintainable
C Maintenance should be regular; it is a known technology with quantifiable costs, and is thus easy to discount to present values that can be included in the whole life cost of the bridge
C Satisfactory design against fatigue has now become routine for steel bridge designers.
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