A simplified method for flexural capacity assessment of circular RC cross-sections - from ScienceDirect
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Edoardo Cosenzaa, Carmine Galassoa, Corresponding Author Contact Information, E-mail The Corresponding Author and Giuseppe Maddalonib
a Dipartimento di Ingegneria Strutturale, Università degli Studi di Napoli Federico II, via Claudio 21, 80125, Naples, Italy
b Dipartimento per le Tecnologie, Università degli Studi di Napoli Parthenope, Centro Direzionale isola C4, 80143, Naples, Italy
Received 19 August 2010;
revised 17 November 2010;
accepted 1 December 2010.
Available online 5 January 2011.
Abstract
A simplified method for the assessment of bending moment resistance for reinforced concrete (RC) members with circular cross-sections is presented. In the proposed method longitudinal rebars arrangement is replaced with a thin steel ring equivalent to the steel total area; moreover, according to modern codes, simplified stress–strain relationships for concrete and reinforcing steel are used.
The performed analyses demonstrate that the value of flexural capacity determined by the proposed approach, is very close to the results obtained by applying rigorous methods based on analytical and numerical algorithms.
The study also proves that in members subjected to bending moment without axial load, the flexural strength depends on the geometry of the section (i.e. radius and concrete cover) and on mechanical ratio of steel reinforcement by a very simple formula.
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Guideline for Load and Resistance Assessment of Existing European Railway Bridges
Size: 6 MB | Format:PDF | Year: 2007 | pages: 428
This report is one of the deliverables from the Integrated Research Project “Sustainable Bridges - Assessment for Future Traffic Demands and Longer Lives” funded by the European Commission within 6th Framework Programme. The Project aims to help European railways to meet increasing transportation demands, which can only be accommodated on the existing railway network by allowing the passage of heavier freight trains and faster passenger trains. This requires that the existing bridges within the network have to be upgraded without causing unnecessary disruption to the carriage of goods and passengers, and without compromising the safety and economy of the railways. A consortium, consisting of 32 partners drawn from railway bridge owners, consultants, contractors, research institutes and universities, has carried out the Project, which has a gross budget of more than 10 million Euros. The European Commission has provided substantial funding, with the balancing funding has been coming from the Project partners. Skanska Sverige AB has provided the overall co-ordination of the Project, whilst Luleå Technical University has undertaken the scientific leadership. The Project has developed improved procedures and methods for inspection, testing, monitoring and condition assessment, of railway bridges. Furthermore, it has developed advanced methodologies for assessing the safe carrying capacity of bridges and better engineering solutions for repair and strengthening of bridges that are found to be in need of attention. The authors of this report have used their best endeavours to ensure that the information presented here is of the highest quality. However, no liability can be accepted by the authors for any loss caused by its use.
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International Seminar on Computer Aided Analysis and Design Of Building Structures
Institute of Engineers Malaysia
Computers and Structures Inc., USA
Asian Center for Engineering Computations and Software Asian Institute of Technology, Thailand
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LOAD AND RESISTANCE FACTOR DESIGN BY Theodore V. Galambos
Author: Theodore V. Galambos Washington University C.E. Dept St. Louis, Missouri 63130 | Size: 321 KB | Format:PDF | Publisher: National Engineering Conference sponsored by AISC | Year: 1981 | pages: 34
The LRFD Specification is now (May 1981) ready to be debated by the Specification Advisory Committee of the AISC. The draft has been put together by Professor Steven Fenves of Carnegie-Mellon University and a number of Task Committees of the AISC.
The document is an entirely self-contained specification which encompasses all the parts of the well known 1978 AISC Specification, It is arranged in accordance with the decision table logic developed by Professor Fenves. It is subdivided by members (e.g., tension members, compression members, flexure members, connections), and each type element is given the appropriate resistance factor and the nominal resistance for each applicable limit state. The -factors are determined by the probabilistic method described earlier in this paper. The applicable load factors are those which were recommended for the ANSI load standard (Ref. 2). The AISC LRFD Specification has, in addition to the arrangement and the LRFD format, also a number of other new features. It is not the intent here to enumerate these in detail, and only a few will be mentioned: beams (Fig. 10) and beam-columns (Fig. 11) will be treated differently from the 1978 AISC Specification; composite beam design will be based on ultimate strength concepts; and, for the first time, the Specification will contain provisions for the design of composite columns.
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The Incorrect and the Correct Reinforcing Detailing Of R.C.C Members
WHO IS AN ENGINEER?
According to USA President Herbert Hoover, who was an engineer before he became a politician, said:
The great liability of the engineer …compared to men of other professions……is that his works are out in the open where all can see them.
His acts …..step by step …are in hard substances.
He cannot bury his mistakes in the grave like the DOCTORS.
He cannot argue them into thin air…..or blame the judge…..like the LAWYERS.
He cannot, like the ARCHITECT, cover his figures with trees and vines.
He cannot, like the politicians, screen his shortcomings by blaming his opponents….and hope the people will forget. The ENGINEER simply cannot deny he did it.
If his works do not work……he is damned.
A design engineer’s responsibility should include assuring the structural safety of the design, details, checking shop drawing.
Detailing is as important as design since proper detailing of engineering designs is an essential link in the planning and engineering process as some of the most devasting collapses in history have been caused by defective connections or DETAILING. There are many examples explained in the book" DESIGN AND CONSTRUCTION FAILURES by Dov Kaminetzky.
Detailing is very important not only for the proper execution of the structures but for the safety of the structures.
Detailing is necessary not only for the steel structures but also for the RCC members as it is the translation of all the mathematical expression’s and equation’s results.
For the RCC members for most commonly used for buildings we can divide the detailing for
SLABS-WITH OR WITHOUT OPENINGS.(RECTANGULAR,CIRCULAR,NON-RECTANGULAR-PYRAMID SLAB,TRIANGULAR ETC) -BALCONY SLAB,LOFT SLAB,CORNER SLAB etc
BEAMS- WITH OR WITHOUT OPENINGS.(SHALLOW & DEEP BEAMS)
COLUMNS.(RECTANGULAR,L-SHAPE,T-SHAPE, CIRCULAR,OCTAGONAL,CROSS SHAPE etc) FOUNDATIONS.
Detailing for gravity loads is different from the lateral loads specially for the SEISMIC FORCES.
Apart from the detailing for the above there is a different detailing required for the Rehabilitation and strengthening of damaged structures.
We will now dwell on the DETAILING OF MEMBERS FOR THE GRAVITY AND SOME CODAL DETAILING AS PER IS CODE IS 13920 AND IS 4326 AS REQUIRED FOR SEISMIC FORCES.
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I am researching and designing the onshore wind turbine foundation and its behaviour on soils (Influence of wind turbine foundations action on soils) and would like to ask some advices and recomendations.
Maybe could anybody to recomend and advice some literature or give other information where i could to find:
- about wind loads and its influence for foundation (dynamic loads);
- about natural frequency of construction and its evaluation;
- about soils characteristics and its evaluation (dynamic modulus of stiffness and etc.);
- about designing of foundations and etc.
All information is useful for me about onshore wind turbines.
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