Defective construction work, whether the result of inadequate design, faulty workmanship or poor materials – or some combination of these failings – is a frequent cause of legal disputes. Someone is usually to blame, either the builder or one or more of the professional consultants, or even the entire project team. It is important therefore that the project team should possess a good working knowledge of their responsibilities and liabilities.
Written by a solicitor with over twenty years of experience of building disputes, this book examines the responsibilities and liabilities of the project team when defects occur. It sets out the background role of the common law and statute and includes detailed discussion of important case law affecting the construction process from inception through to completion, together with a consideration of the impact of letters of intent, ‘no contract’ situations, and specific provisions of model conditions of contract.
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Cementitious materials, rocks and fibre-reinforced composites commonly termed as quasibrittle, need a different fracture mechanics approach to model the crack propagation study because of the presence of significant size of fracture process zone ahead of the crack-tip. Recent studies show that concrete structures manifest three important stages in fracture process: crack initiation, stable crack propagation and unstable fracture or failure. Fracture Mechanics concept can better explain the above various stages including the concepts of ductility, size-effect, strain softening and post-cracking behavior of concrete and concrete structures.
The book presents a basic introduction on the various nonlinear concrete fracture models considering the respective fracture parameters. To this end, a thorough state-of-the-art review on various aspects of the material behavior and development of different concrete fracture models is presented. The development of cohesive crack model for standard test geometries using commonly used softening functions is shown and extensive studies on the behavior of cohesive crack fracture parameters are also carried out. The subsequent chapter contains the extensive study on the double-K and double-G fracture parameters in which some recent developments on the related fracture parameters are illustrated including introduction of weight function method to Double-K Fracture Model and formulization of size-effect behavior of the double-K fracture parameters. The application of weight function approach for determining of the KR-curve associated with cohesive stress distribution in the fracture process zone is also presented. Available test data are used to validate the new approach. Further, effect of specimen geometry, loading condition, size-effect and softening function on various fracture parameters is investigated. Towards the end, a comparative study between different fracture parameters obtained from various models is presented.
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This reference tutorial contains modern experimental approaches to analysis of strain-stress distribution based on interference-optical methods of registration of strain or displacement fields, including coherent-optical techniques (holographic interferometry, speckle photography, electronic digital speckle interferometry techniques) and photoelastic methods as well as the shadow optical method of caustic.
The book describes the theory, efficient scope of application in the every-day practice and the problems of further development of these techniques. Much attention is paid to new and promising advanced developments in the field of observation and computational methods for study of residual stress, determination of fracture mechanics parameters and material deformation characteristics.
The content corresponds to the course of lectures delivered by the author at the N.E. Bauman Moscow State Technical University.
It is intended for technical university students, research engineers and postgraduate students who are doing analysis of strain-stress state and strength of structural elements.
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I have to design PEB sheds for blast loads(In chemical plant). Currently i am referring"ASCE Blat design of structures in petrochemical facilities". It would be helpful if someone share a sample calculation for blast load calculation and how to input this in STAAD pro. It would also be useful if some one share "Exxon Blast Technology Manual".
Hi all,
I would like to ask from anybody that has access the following paper:
Design Strategies for Controlling Structural Instabilities /International Journal of Space Structures/ Volume 15, Number 3 - 4 / December 2000
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This Specification contains Load and Resistance Factor Design (LRFD) criteria for the design, fabrication, and erection of steel safety-related structures and structural elements for nuclear facilities. It is intended to be compatible with, and a supplement to, the 1999 AISC Load and Resistance Factor Design Specification for Structural Steel Buildings hereafter referred to as the AISC LRFD Specification. Unless stated otherwise, provisions of the AISC LRFD Specification are applicable. Only those sections that differ from the AISC LRFD Specification provisions are stated within this Specification. Section designations within this Specification are preceded by the letter N to denote nuclear facility design provisions. This specification includes the list of additional symbols, the glossary of additional definitions, and the appendices. Additional provisions for stainless steel sections are provided in Section NA5.3. Specifically excluded from this Specification are pressure retaining components, e.g., pressure vessels, valves, pumps, and piping. In the design of members and connections of Seismic Force Resisting Systems, the AISC Seismic Provisions for Structural Steel Buildings, in general, are not applicable. However, the detailing requirements of Sections 6 and 7 of the provisions shall be appropriately considered when designing for plastic analysis. Single angle members shall comply with the Load and Resistance Factor Design Specification for Single-Angle Members and with this Specification. Hollow structural sections (HSS) shall comply with the Load and Resistance Factor Design Specification for Steel Hollow Structural Sections and with this Specification. The sponsors of any system or construction within the scope of this Specification, the adequacy of which has been shown by successful use or by analysis or test, but which does not conform to or is not covered by this specification, shall have the right to present the data on which their design is based to the authority having jurisdiction for review and approval. Structures and structural elements subject to this Specification are those steel structures which are parts of a safety-related system or which support, house, or protect safety-related systems or components, the failure of which would impair the safety-related functions of these systems or components. Safety categorization for nuclear facility steel structures and structural elements shall be the responsibility of the owner. As used in this Specification, the term structural steel refers to the steel elements of the structural steel frame essential to the support of the required loads. Such elements are enumerated in Section 2.1 of the AISC Code of Standard Practice for Steel Buildings and Bridges. For the design of cold-formed steel structural members, whose profiles contain rounded corners and slender flat elements, the provisions of the American Iron and Steel Institute North American Specification for the Design of Cold-Formed Steel Structural Members shall be applicable.
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These are demonstration video tutorials for surfer software which show basic ways to plot various contour type
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The use of shotcrete has recently come under scrutiny. Although it is cost effective and useful, when used in its natural, untreated state, it is visually intrusive, particularly in highly sensitive urban or rural areas. Due to its poor visual qualities there is often a call to restrict its use. However, this is not possible as it is a valuable engineering technique, useful for stabilising and providing structural support for problematic slopes. This has unnecessarily caused a difference of opinion within road design teams because if considered at the outset, in the route selection and concept design stages, designers and engineers can agree on a common goal to avoid the need for slope stabilisation for visual as well as cost and maintenance reasons. Therefore this document addresses the need to consider unstable slopes early on in the road development process and sets down a strategy and recommendations to avoid or minimise the eventual need for shotcrete. However it also recognises that there will be circumstances where shotcrete is inevitably required and addresses the real practical problem of what is an acceptable appearance.
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