Email Address is required Invalid Email Address
In today’s market, it is imperative to be knowledgeable and have an edge over the competition. ACI members have it…they are engaged, informed, and stay up to date by taking advantage of benefits that ACI membership provides them.
Read more about membership
Learn More
Become an ACI Member
Founded in 1904 and headquartered in Farmington Hills, Michigan, USA, the American Concrete Institute is a leading authority and resource worldwide for the development, dissemination, and adoption of its consensus-based standards, technical resources, educational programs, and proven expertise for individuals and organizations involved in concrete design, construction, and materials, who share a commitment to pursuing the best use of concrete.
Staff Directory
ACI World Headquarters 38800 Country Club Dr. Farmington Hills, MI 48331-3439 USA Phone: 1.248.848.3800 Fax: 1.248.848.3701
ACI Middle East Regional Office Second Floor, Office #207 The Offices 2 Building, One Central Dubai World Trade Center Complex Dubai, UAE Phone: +971.4.516.3208 & 3209
ACI Resource Center Southern California Midwest Mid Atlantic
Feedback via Email Phone: 1.248.848.3800
ACI Global Home Middle East Region Portal Western Europe Region Portal
Home > Publications > International Concrete Abstracts Portal
The International Concrete Abstracts Portal is an ACI led collaboration with leading technical organizations from within the international concrete industry and offers the most comprehensive collection of published concrete abstracts.
Showing 1-5 of 73 Abstracts search results
Document:
SP275-06
Date:
March 1, 2011
Author(s):
Slamah Krem and Khaled Soudki
Publication:
Symposium Papers
Volume:
275
Abstract:
Fiber reinforced polymer (FRP) reinforcements, with their excellent mechanical and non-corrosive characteristics are being increasingly used as a replacement for conventional steel reinforcement. ACI 440.1R-06 equation for determining the development length of FRP bars is based on Glass FRP (GFRP) bars and may not be applicable for Carbon FRP (CFRP) bars. This paper presents the results of an experimental study on the flexural behavior, bond characteristics, and development length of concrete beams reinforced with CFRP bars. Twelve beams were fabricated and tested. All beams were tested up to failure using a four point bending regime. The results indicated that the average bond strength of CFRP bars in concrete is about 15% higher than those of GFRP bars at comparable concrete strength. The ACI 440.1R-06 over estimated the development length of the CFRP bars by slightly above 30%, while CAN/CSA-S6-06 equation was unconservative by 50%.
DOI:
10.14359/51682416
SP275-32
Amir Mofidi and Omar Chaallal
This paper deals with the shear strengthening of reinforced concrete (RC) beams using externally bonded (EB) fiber-reinforced polymers (FRP). The parameters that have the greatest influence on the shear behavior of RC members strengthened with EB FRP and the role of these parameters in current design codes are reviewed. The effect of transverse steel on the shear contribution of FRP was found significant and yet is not captured by any existing codes or guidelines. Therefore, a new design method is proposed, which considers the effect of transverse steel as well as to other influencing factors on the shear contribution of FRP (Vfrp). The accuracy of the proposed equations is verified by predicting the shear strength of experimentally tested RC beams using data collected from literature.
10.14359/51682442
SP275-29
Ruifen Liu, Chris P. Pantelides, Lawrence D. Reaveley, and Brandon T. Besser
Precast lightweight concrete panels reinforced with Glass Fiber Reinforced Polymer (GFRP) bars are an ideal candidate for adoption in the construction of bridge decks using Accelerated Bridge Construction (ABC). ACI 440.1R guidelines do not provide guidance for the use of lightweight concrete with GFRP bars. Tests have been carried out to evaluate the performance of normal weight and lightweight concrete precast panels reinforced with GFRP bars. The ultimate load capacity of the panels was compared to one-way shear capacity specified in the ACI 440.1R guidelines. The reduction factor for shear specified in the ACI 318 building code for lightweight concrete was used to modify the capacity predicted by the ACI 440.1R guidelines for sand lightweight precast concrete panels. Normal weight concrete panels achieved 1.8 to 2.2 times the ACI 440 predicted capacity and lightweight concrete panels achieved 1.6 to 1.9 times the modified ACI 440 shear capacity.
10.14359/51682439
SP275-53
S. Qazi, E. Ferrier, L. Michel, P. Hamelin
Shear walls as an integral part of structures have revealed to be of prime concern following earthquake surveys over the past few years. It was observed that shear wall structures sustained less damage in comparison to structures that did not possess shear wall. Researchers on the basis of their post earthquake surveys concluded that shear wall buildings sustained damage as a result of design and construction work flaws. In this article test data of CFRP strengthened short RC walls is analyzed. Three RC shear walls, designed to fail in shear, were subjected to static and cyclic load tests in which the loading amplitude was gradually increased till specimen failure occurred. Two out of three walls were strengthened externally with the help of CFRP material and mesh anchors at the wall foundation joint. The experimental results analysis consists in cracking pattern, stiffness, ultimate load capacity, ductility and energy dissipation.
10.14359/51682463
SP275-46
J. Gustavo Tumialan, William J. Gold, Nestore Galati, and Andrea Prota
The American Concrete Institute (ACI) Committee 440 has recently published a design guide for strengthening of masonry with FRP systems. This paper summarizes and provides comments on the design protocols recommended by ACI 440 for flexural and shear strengthening with FRP systems of unreinforced masonry wall (URM). The development of the design protocols were based on calibration of bond reduction factors derived by a database of test results. This paper presents the rationale behind this approach, the calibration procedure, and its implementation in design protocols for flexural and shear strengthening of URM walls.
10.14359/51682456
Results Per Page 5 10 15 20 25 50 100