This Standard sets out the hot water (82C) method for the accelerated curing of compression test specimens of concrete, made in the laboratory or in the field, and prepared in accordance with AS 1012.8.1. The method allows for the transportation of test specimens from the field to a curing tank in a laboratory. Specimens are tested between 23 h and 27 h from the time of batching.
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This Standard sets out the warm water (55C) method for the accelerated curing of compression test specimens of concrete, made in the laboratory, and moulded in accordance with AS 1012.8.1. Specimens are tested between 26 h and 28 h from time of batching.
The method requires that the specimens be prepared adjacent to the curing tank.
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This Standard describes the procedures for determining the initial and final setting times of mortar sieved from fresh concrete mix, the slump of which is greater than zero, using penetration resistance needles. This method is also applicable to fresh mortar and grout.
NOTES:
1 As the hardening of concrete is a gradual process, any definition of setting time must necessarily be arbitrary.
2 This method is primarily intended to be used as a means for comparing setting times under the same conditions in the laboratory.
3 This method may be used to determine the setting characteristics at a standard temperature (23 2C), at some other specified temperature or alternatively to determine the setting time-temperature relationship.
4 This method may be used to estimate setting times of specific concretes, mortars or grouts in the field.
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This Standard sets out methods for the determination of static chord modulus of elasticity and a method for the determination of Poisson's ratio.
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Structural Analysis for Performance-Based Earthquake Engineering
FEMA 451B Topic 15-5a Notes
85 Pages
Instructional Material Complementing FEMA 451, Design Examples Methods of Analysis 15-5a - 1
This topic addresses structural analysis requirements in performance-based
earthquake engineering. Such analysis must typically include a variety of
nonlinear effects, both material and geometric. This topic provides an
overview of nonlinear analysis methodologies.
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Dear All,
I am doing a pile drivability analysis and loking in the literature and found one article that may be relevant for this work. If any of you do have the reference, please kindly share it with us.
The paper is as follows:
Journal: Proceedings Institution of Civil Engineers (ICE)
Title: GEOTECHNICAL PLANNINGOF PILED FOUNDATIONS FOR OFFSHORE PLATFORMS
Author: FE TOOLAN; DA FOX;
Volume 62, Issue 2, pages 221 –244 May 1977, Paper No. 7996
E-ISSN: 1753-7789
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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