***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Posted by: ak_civil85 - 09-11-2013, 05:48 AM - Forum: Archive
- No Replies
Code: BS EN 1097-6:2013
Title: Tests for mechanical and physical properties of aggregates Determination of particle density and water absorption
Publication Date 31 July 2013
ISBN 978 0 580 71032 2
Pages 54
Publisher BSI
Posted by: ak_civil85 - 09-11-2013, 05:43 AM - Forum: Archive
- No Replies
Code: AASHTO TP 64-03 (2007)
Title: Standard Method of Test for Predicting Chloride Penetration of Hydraulic Cement Concrete by the Rapid Migration Procedure
Published by: American Association of State and Highway Transportation Officials
Publish date: 01/01/2007
Number of Pages:14
Product Code(s): MA-TP064-03-UL, MA-TP064-03-UL
Seismic Behaviour of Buildings with Transfer Structures in Low-to- Moderate Seismicity Regions
Author: R.K.L. Su Department of Civil Engineering, The University of Hong Kong, Hong Kong, China | Size: 1.2 MB | Format:PDF | Quality:Unspecified | Publisher: Earthquake Engineering in the low and moderate seismic regions of Southeast Asia and Australia (2008) | Year: 2008
A literature review has been conducted aimed at improving the general understanding of the
seismic response of concrete buildings with transfer structures in low-to-moderate seismicity regions. This
paper summarizes and discusses the existing codified requirements for transfer structure design under seismic
conditions. Based on the previous shaking table test results and numerical findings, the seismic effects on the
inelastic behaviours of transfer structures are investigated. The mechanisms for the formation of a soft storey
below transfer floors, the abrupt change in inter-storey drift near transfer storeys and shear concentration due
to local deformation of transfer structures are developed. Design principles have been established for controlling
soft-storey type failure and minimizing shear concentration in exterior walls supported by transfer structures.
The influence of the vertical positioning of transfer floors on the seismic response of buildings has also
been reviewed.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Design Guidelines for Connections of Precast Structures under Seismic Actions Third Main Title Line Th
Author: 20 12 Paolo Negro and Giandomenico Toniolo Editors Paolo Negro and Giandomenico Toniolo | Size: 1.4 MB | Format:PDF | Quality:Unspecified | Publisher: | Year: 84 | pages: 2012
This document has been drafted within Work-Package WP6, “Derivation of design rules” of the
SAFECAST Project (FP7-SME-2007-2 Programme - Grant agreement n. 218417, 2009).
The SAFECAST project (Performance of Innovative Mechanical Connections in Precast Building
Structures under Seismic Conditions) is a comprehensive research and development action performed by
a group of European associations of precast element producers and industrial partners with the assistance
of a group of RTD providers.
The industrial partners were: ASSOBETON, National Italian Association of Precast Concrete Producers,
Milan, Italy, represented by Dr. Antonella Colombo; ANDECE, Asociación Nacional de Prefabricados y
Derivados del Cemento, Madrid, represented by Dr. Alejandro López Vidal; ANIPB, National Portuguese
Association of Precast Concrete Producers, represented by Ms. Marcia Gonçalves; SEVIPS, Association
of Greek Concrete Precast Industries, represented by Prof. Spyridion Tsoukantas; TPCA, Turkish Precast
Concrete Association, Ankara, represented by Mr. Bulent Tokman; Labor srl, Rome, represented by Mr.
Paolo De Stefanis; DLC srl, Milan, represented by Mr. Alberto Dal Lago; Prelosar, Logroño, Spain,
represented by Mr. José Antonio Alba Irurzun; LU.GE.A Spa, Rome, represented by Mr. Fabio Ciaroni;
Halfen GmbH, Langenfeld, Germany, represented by Mr. Stefano Terletti.
Dr. Antonella Colombo served as the coordinator of the SAFECAST project.
The RTD providers were: ELSA Laboratory, Institute for the Protection and Security of the Citizen, Joint
Research Centre of the European Commission, represented by Dr. Paolo Negro; Politecnico di Milano,
represented by Prof. Giandomenico Toniolo; National Technical University of Athens, represented by Prof.
Ioannis Psycharis; Istanbul Technical University, represented by Prof. Faruk Karadogan; Laboratorio
Nacional de Engenharia Civil, Lisboa, represented by Dr. Ema Coelho; University of Ljubljana,
represented by Prof. Matej Fishinger.
Dr. Paolo Negro and Prof. Giandomenico Toniolo were charged with the technical management of the
SAFECAST project and Prof. Toniolo was the Work-Package leader for the Work-Package WP6
“Derivation of design rules”, of which this document represents the final outcome.
The guidelines given in the following clauses have a theoretical derivation supported by the experimental
results of the testing campaigns performed within the Work-Packages WP2, “Experimental activity on new
and existing connections” and WP4, “Experimental assessment on real structures” as well as by the
numerical simulations performed within Work Package WP3, “Development of analytical models” and
WP5, “Numerical model validation”. General know-how on production practice and international literature
on the subject have been also considered.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Shake table tests of under-designed RC frames for the seismic retrofit of buildings – design and similitude requirements of the benchmark specimen
Author: P. Quintana-Gallo, S. Pampanin, & A.J. Carr ; P. Bonelli | Size: 2.8 MB | Format:PDF | Quality:Unspecified | Publisher: 2010 NZSEE Conference | Year: 2010 | pages: 12
In the past years, extensive experimental work on innovative feasible retrofit solutions has been carried out at the University of Canterbury, as part of the FRST Project ‘Seismic Retrofit Solutions for NZ Multi-storey Buildings’. The experiments have consisted in quasi-static test of 2/3 scale beam column joint subassemblies representative of pre-70’s reinforced concrete (RC) frame buildings, referred herein as under-designed structures (non-ductile detailing, no capacity design principles), before and after retrofit.
As a dynamic validation of the seismic vulnerability of such structures and the feasibility of the developed and improved retrofit solutions, a series of 4 1/2.5 scale experimental models (two 3 storey - 2 bay frames jointed together by transverse beams and floor slabs) will be tested on the shake table, without and with a seismic retrofit intervention and without and with infill panels. The retrofit interventions will include techniques such as the Metallic Haunch, FRP layers, and Shape Memory Alloys (SMA) braces, targeting for two different performance levels: Life Safety and Damage Control. In this paper, the overall description of the dynamic tests, the development of the experimental models and the similitude requirements are described.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Seismic Evaluation of Low Rise RC Framed Building Designed According to Venezuelan Codes
Author: Juan Carlos Vielma, Alex H. Barbat, Ronald Ugel and Reyes Indira Herrera | Size: 1.7 MB | Format:PDF | Quality:Unspecified | pages: 18
Along its history, Venezuela has been severely affected by destructive earthquakes [1].
Approximately 80% of the population lives in seismically active areas, where have occurred
destructive earthquakes even in recent times [2]; The seismic hazard, inadequate design and
construction of buildings as well as the damage occurred from previous earthquakes, dem‐
onstrate a high vulnerability in existing buildings. Then it is essential to continuously make
progress and research in the field of earthquake engineering and upgrade the seismic design
codes. Seismic upgrade requires the evaluation or predictions of the expected damage to
structures at the time of an earthquake of a certain severity occur. From this prediction it can
be defined solutions for the reduction of structural vulnerability [3].
The damage occurred in buildings after an earthquake indicates the need for reliable meth‐
odologies for the evaluation of seismic behavior of the existing buildings. According to current
technical and scientific advances, seismic evaluation of reinforced concrete (RC) structures can
be done by two different approaches: empirical methods and mechanical methods [4]. The
current tendency of earthquake engineering in the evaluation of structural behavior is the
application of simplified mechanical methods based on performance, involving the capacity
spectrum [5], because there are developed refined models and detailed analysis.
This study used a mechanical method that involves non-linear analysis with deterministic and
probabilistic approaches, as well as procedures of analysis based on Limits States defined by
displacements [6], in order to evaluate the behavior of a low rise RC building with plan
irregularity, designed according to Venezuelan codes [7]-[9] and subjected to seismic action
effect. Through the use of mathematical models and computational tools, seismic behavior of
the building is obtained in a suitable way. Among these tools any procedure was chosen:
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
REDUNDANCY IN STEEL MOMENT FRAME SYSTEMS UNDER SEISMIC EXCITATIONS
Author: Kuo-Wei Liao Yi-Kwei Wen | Size: 7.2 MB | Format:PDF | Quality:Unspecified | Publisher: DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING UNIVERSITY OF ILLINOIS AT URBANA-CHAMPAIGN URBANA, ILLINOIS | Year: 2004 | pages: 172
Although the importance and the positive effects of structural redundancy have
been long recognized, structural redundancy became the focus of research only after the
1994 Northridge and 1995 Kobe earthquakes. Several researchers have investigated the
benefit of redundancy to structural system. However, the definition and interpretation of
structural redundancy vary significantly and it remains a controversial subject.
A reliability/redundancy factor, p, was introduced in NEHRP 97, UBC 1997, and
IBC 2000. It is used as a multiplier of the lateral design earthquake load and takes into
account only the floor area and maximum element-story shear ratio. It lacks an adequate
rationale and can lead to poor structural designs (e.g. Searer G. R. and Freeman S. A.,
2002, Wen and Song, 2003). A new reliability/redundancy factor, primary a function of
plan configuration of the structures such as the number of moment frames in the direction
of earthquake excitations, has been adopted in NEHRP 2003 and also proposed in ASCE-
7. This new factor attempts a more reasonable and mechanism-based approach, and it likely to be implemented in other codes in the near future. However, the uniform
multiplied factor (1.3) of lateral design force for non-redundancy structures fails to
account for different structural configurations and could lead to serious damage in poorly designed structure. In view of the complicated nonlinear structural behaviors and
the effects of uncertainty in demand and capacity, redundancies of structures under
seismic loads can be measured meaningfully only in terms of reliability of a given system.
Therefore, a systematic and probabilistic study of redundancy in structural system is
needed and a uniform-risk redundancy factor is used for reliability assessment of
structural redundancy.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
![[Image: 23667968642370890761.png]](https://pic.civilea.com/images/23667968642370890761.png)
![[Image: info.png]](http://postgen.civilea.com/icon/info.png){kind=icon}
![[Image: download.png]](http://postgen.civilea.com/icon/download.png){kind=icon}
![[Image: 97881577220179336176.png]](https://pic.civilea.com/images/97881577220179336176.png)
![[Image: 74794780846943696595.png]](https://pic.civilea.com/images/74794780846943696595.png)
![[Image: 19563685226809332830.png]](https://pic.civilea.com/images/19563685226809332830.png)
![[Image: 03381338968392860847.jpg]](https://pic.civilea.com/images/03381338968392860847.jpg)