ACI-SP-172-1997.pdf
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1、Copyright American Concrete Institute Provided by IHS under license with ACI Licensee=IHS Employees/1111111001, User=Wing, Bernie Not for Resale, 03/19/2007 03:39:26 MDTNo reproduction or networking permitted without license from IHS -,-,- 本文件原文页数较多,文件体积较大,无法上传。 如有需要请发站内信或e m a i l :l i u y x 866163
2、.c o m 联系人:草庐一苇:w w w .d o c i n .c o m /l i u y x 866 YTD-AC1 SP-172-ENGL 2777 Dbb2747 053b417 447 H High-Performance Concrete: Design and Materials and Recent Advances in Concrete Technology Proceedings Third CANMET/ACI International Conference Kuala Lumpur, Malaysia, 1997 Editor V. M. Malhotra IN
3、TERNATIONAL SP - 172 Copyright American Concrete Institute Provided by IHS under license with ACI Licensee=IHS Employees/1111111001, User=Wing, Bernie Not for Resale, 03/19/2007 03:39:26 MDTNo reproduction or networking permitted without license from IHS -,-,- 本文件原文页数较多,文件体积较大,无法上传。 如有需要请发站内信或e m a
4、i l :l i u y x 866163.c o m 联系人:草庐一苇:w w w .d o c i n .c o m /l i u y x 866 STD.ACI SP-L72-ENGL 1777 Obb2749 053b418 385 DISCUSSION of individual papers in this symposium may be submitted in accordance with general requirements of the AC1 Publication Policy to AC1 headquarters at the address given b
5、elow. Closing date for submission of discussion is July 1, 1998. All discussion approved by the Technical Activities Committee along with closing remarks by the authors will be published in the November December 1998 issue of either AC1 Structural Journal or AC1 Materials Journal depending on the su
6、bject emphasis of the individual paper. The Institute is not responsible for the statements or opinions expressed in its publications. Institute publications are not able to, nor intended to, supplant individual training, responsibility, or judgment of the user, or the supplier, of the information p
7、resented. The papers in this volume have been reviewed under Institute publication procedures by individuals expert in the subject areas of the papers. Copyright 1997 AMERICAN CONCRETE INSTITUTE P.O. Box 9094 Farmington Hills, Michigan 48333 Ail rights reserved including rights of reproduction and u
8、se in any form or by any means, including the making of copies by any photo process, or by any electronic or mechanical device, printed or written or oral, or recording for sound or visual reproduction or for use in any knowledge or retrieval system or device, unless permission in writing is obtaine
9、d from the copyright proprietors. Printed in the United States of America Editorial production: Julie Carpenter Library of Congress catalog card number 97-075035 Cover photo: Cesar Pelli bridges (structures); composite construction: cyclic loads; fatigue; flexural strength; lightweight concrete: pre
10、cast concrete; reinforced concrete; tests 1 Copyright American Concrete Institute Provided by IHS under license with ACI Licensee=IHS Employees/1111111001, User=Wing, Bernie Not for Resale, 03/19/2007 03:39:26 MDTNo reproduction or networking permitted without license from IHS -,-,- 本文件原文页数较多,文件体积较大
11、,无法上传。 如有需要请发站内信或e m a i l :l i u y x 866163.c o m 联系人:草庐一苇:w w w .d o c i n .c o m /l i u y x 866 2 White Richard N. White, the 1997-98 President of ACI, has been on the structural engineering faculty at Cornell University since 1961, where he holds the pociiion of James A. Friend Family Professor
12、of Engineering. He is a member of many AC1 committees, including 335, 349,444, TAC Technology Transfer, and International Activities, as well as chairing the Board and the Executive Committee. He was elected to the National Academy of Engineering in 1996. A BRIEF SURVEY OF BRIDGE DECK REPLACEMENT ST
13、RATEGIES Tens of thousands of highway bridges in the U.S. (and elsewhere) are in various stages of deterioration. Bridge decks have a particularly demanding environment. The decks must carry the dynamic, cyclic load- ing effects of trucks and other traffic, while also being exposed directly to the e
14、nvironmental elements, including thermal effects, rain and snow, freezing and thawing action, and the deleterious effects of de-icing salts in northern climates. The criteria for successful bridge rehabilitation are quite simple; they include the following (where relative importance varies from brid
15、ge to bridge) : provide a higher level of durability than in the original bridge minimize traffic disruption during rehabilitation reduce dead load, if possible, to increase load capacity provide a reasonable construction cost. In recent years the use of full depth precast paneis has become quite po
16、pular for replacing existing bridge decks. A typical application is shown in Fig. 1. A comprehensive review of various applications of both reinforced and prestressed full depth precast decks is given in the state- of-the-art paper by Issa et al (1). A survey of actua! in-field performance of these
17、deck systems is provided in (2), and construction procedures for rapid replacement of bridge decks are described in (3). Because of space limitations, only the most important design features and conclus- ions contained in these papers will be discussed here, as follows: a. Disruption to traffic must
18、 be minimized, particularly on bridges located on major highways. Special construction procedures using Copyright American Concrete Institute Provided by IHS under license with ACI Licensee=IHS Employees/1111111001, User=Wing, Bernie Not for Resale, 03/19/2007 03:39:26 MDTNo reproduction or networki
19、ng permitted without license from IHS -,-,- 本文件原文页数较多,文件体积较大,无法上传。 如有需要请发站内信或e m a i l :l i u y x 866163.c o m 联系人:草庐一苇:w w w .d o c i n .c o m /l i u y x 866 High-Performance Concrete 3 precast deck units are based on having a partia! Yi Panel Stiff ness - Mid-span displacement vs. applied load is
20、plotted in Fig. 9. Response was linear to a load of about 490 kN (about 2.1 times flexural design load). At higher loads, gradual yielding of the steel beams and nonlinear action in the concrete resulted in increasing nonlinearity. At a load of about 1245 kN, prob- lems with the loading system requi
21、red an unloading. As shown in Fig. 9, the bridge panel unloaded with essentially the same stiffness as the original linear stiff ness. The load system was repaired and reloading faithfully followed the unloading path. Reduction of stifffness is plotted in Fig. 10. Just before failure, with the load
22、in excess of 1335 kN, and with a rnidspan deflection of 203 mm (U50), the panel maintained about 40% of its original stiffness. Copyright American Concrete Institute Provided by IHS under license with ACI Licensee=IHS Employees/1111111001, User=Wing, Bernie Not for Resale, 03/19/2007 03:39:26 MDTNo
23、reproduction or networking permitted without license from IHS -,-,- 本文件原文页数较多,文件体积较大,无法上传。 如有需要请发站内信或e m a i l :l i u y x 866163.c o m 联系人:草庐一苇:w w w .d o c i n .c o m /l i u y x 866 STD-AC1 SP-272-ENGL 2777 9 Ob62749 0536434 528 1 O White Strain Magnitudes and Distributions - The bottom fiber strai
24、ns in the exterior beam showed nonlinearity after a load of about 490 kN. Bottom fiber interior beam strains remained linear to higher load levels, approaching 670 kN, and then increased sharply because the exterior beams had yielded first and could not “take up” much additional load as the yielding
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