Design of foundations for lighting columns with flange plates

Author: Izatt, Conrad

Date published

N/A

First published: N/A

Price

Standard: £9 + VAT
Members/Subscribers: Free

Buy Now

Added to basket

Back to Previous

Design of foundations for lighting columns with flange plates


The Structural Engineer
Design of foundations for lighting columns with flange plates
Date published

N/A

Author

Izatt, Conrad

Price

Standard: £9 + VAT
Members/Subscribers: Free

First published

N/A

Buy Now
Author

Izatt, Conrad

Additional information

Format:
PDF
Publisher:
The Institution of Structural Engineers

Tags

Technical Issue 15

Related Resources & Events

The Structural Engineer
Shear capacity of honeycombed reinforced concrete beams

Shear capacity of honeycombed reinforced concrete beams

In order to assist with the assessment of reinforced concrete structures with defects, 54 shear tests were performed on beams containing zones of honeycombed concrete. The main variables investigated were the location of the honeycombed zone in the shear span and the strengths of the honeycombed concrete and the parent normal concrete. It was found that a zone of honeycombed concrete anywhere in the shear span could affect shear strength either directly or indirectly by modifying the crack formation. W. Omar, Universiti Teknologi, Malaysia L. A. Clark, BEng, PhD, FREng, FIStructE, FICE The University of Birmingham

Author - Omar, W;Clark, L A
Price - £9
The Structural Engineer
The 1999 Athens earthquake: causes of damage not predicted by structural concrete design methods

The 1999 Athens earthquake: causes of damage not predicted by structural concrete design methods

During the earthquake of 7 September 1999 in Athens, many reinforced concrete (RC) structures (particularly those with an asymmetric in-plan skeleton and a ‘soft ’ ground-floor storey) suffered localised damage that cannot be attributed to defective work. Typical of such damage is the localised failure suffered by vertical structural members at the location of the point of inflection usually situated within their mid-height region. This type of failure, although compatible with the truss analogy, is not predicted by the methods adopted by the codes of practice through which the truss model is applied in structural-concrete design. As a result, the likelihood of the occurrence of this type of failure is expected to increase with the denser link spacing specified by the earthquake-resistant design clauses of new codes of practice for the critical lengths of linear structural concrete members. This article describes an attempt to identify the causes for this deviation of the real behaviour of structural-concrete members from the code predictions. Prof. M. D. Kotsovos, Dip Ing, DIC, PhD, DSc Director Laboratory of Concrete Structures, Department of Civil Engineering, National Technical University of Athens Prof. M. N. Pavlovic, BEng, MEngSc, PhD, ScD, FIStructE, FICE Head Concrete Structures, Section,Department of Civil Engineering, Imperial College of Science, Technology and Medicine

Author - Kotsovos, M D;Pavlovic, M N
Price - £9
The Structural Engineer
Verulam

Verulam

Price - £9