ACI-350.3-350.3R-2001.pdf
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1、 *Members of ACI 350 Seismic Design Subcommittee who prepared this report. Charles S. Hanskat Chairman Lawrence M. Tabat* Secretary Nicholas A. Legatos* Subcommittee Chairman Andrew R. Philip* Subcommittee Secretary James P. ArchibaldA. Ray FranksonDov KaminetzkyDavid M. Rogowsky Jon B. Ardahl*Anand
2、 B. Gogate*M. Reza Kianoush*Satish K. Sachdev Walter N. BennettWilliam J. Hendrickson*David G. KittridgeWilliam C. Schnobrich* Steven R. CloseJerry A. HollandLarry G. Mrazek*Sudhaker P. Verma Ashok K. Dhingra*William J. IrwinJerry ParnesRoger H. Wood Anthony L. Felder Voting Subcommittee Members Osa
3、ma Abdel-Aai*Clifford T. EarlyJack MollWilliam C. Sherman* John BakerClifford GordonCarl H. MoonLauren A. Sustic Patrick J. Creegan*Paul HedliJaveed A. Munshi*Lawrence J. Valentine David A. CrockerKeith W. JacobsonTerry PatziasMiroslav Vejvoda Ernst T. CviklDennis C. KohlNarayan M. PrachandPaul Zolt
4、anetzky Robert E. DoyleBryant MatherJohn F. Seidensticker Seismic Design of Liquid-Containing Concrete Structures (ACI 350.3-01) and Commentary (350.3R-01) REPORTED BY ACI COMMITTEE 350 ACI Committee 350 Environmental Engineering Concrete Structures SEISMIC DESIGN OF LIQUID-CONTAINING CONCRETE STRUC
5、TURES350.3/350.3R-1 Seismic Design of Liquid-Containing Concrete Structures (ACI 350.3-01) and Commentary (ACI 350.3R-01) REPORTED BY ACI COMMITTEE 350 This standard prescribes procedures for the seismic analysis and design of liquid-containing concrete struc- tures. These procedures address the “lo
6、ading side” of seismic design and shall be used in accordance with ACI 350-01/ACI 350R-01, Chapter 21. Keywords: circular tanks; concrete tanks; convective component; earth- quake resistance; environmental concrete structures; impulsive component; liquid-containing structures; rectangular tanks; sei
7、smic resistance; slosh- ing; storage tanks. INTRODUCTION The following outline highlights the development of this document and its evolution to the present format: From the time it embarked on the task of developing an “ACI 318-dependent” code, Committee 350 decided to expand on and supplement Chapt
8、er 21, “Special Provi- sions for Seismic Design,” in order to provide a set of thorough and comprehensive procedures for the seismic analysis and design of all types of liquid-containing environmental concrete structures. The committees decision was influenced by the recognition that liquid- contain
9、ing structures are unique structures whose seis- mic design is not adequately covered by the leading national codes and standards. A seismic design sub- committee was appointed with the charge to implement the committees decision. The seismic subcommittees work was guided by two main objectives: (a)
10、 To produce a self-contained set of procedures that would enable a practicing engineer to perform a full seismic analysis and design of a liquid- containing structure. This meant that these procedures should cover both aspects of seismic design: the “load- ing side” (namely the determination of the
11、seismic loads based on the seismic zone of the site, the speci- fied effective ground acceleration, and the geometry of the structure), and the “resistance side” (the detailed design of the structure in accordance with the provi- sions of the code, so as to safely resist those loads). (b) To establi
12、sh the scope of the new procedures consistent with the overall scope of ACI 350. This required the inclusion of all types of tanksrectangular, as well as circular; and reinforced concrete, as well as prestressed. While there are currently at least two national stan- dards that provide detailed proce
13、dures for the seismic analysis and design of liquid-containing structures (References 17 and 18), these are limited to circular, prestressed concrete tanks only. As the “loading side” of seismic design is outside the scope of Chapter 21, ACI 318, it was decided to maintain this practice in ACI 350 a
14、s well. Accordingly, the basic scope, format, and mandatory language of Chapter 21 of ACI 318 were retained with only enough revisions to adapt the chapter to environmen- tal engineering structures. This approach offers at least two ad- vantages: (a) It allows ACI 350 to maintain ACI 318s practice o
15、f limiting its seismic design provisions to the “resistance side” only; and (b) it makes it easier to update these seismic provi- sions so as to keep up with the frequent changes and improve- ments in the field of seismic hazard analysis and evaluation. The seismic force levels and Rw-factors includ
16、ed herein pro- vide results at allowable stress levels, such as are included for seismic design in the 1994 Uniform Building Code. When comparing these provisions with other documents defining ACI Committee Reports, Guides, Standards, and Commentaries are in- tended for guidance in planning, designi
17、ng, executing, and inspecting con- struction. This Commentary is intended for the use of individuals who are competent to evaluate the significance and limitations of its content and recommendations and who will accept responsibility for the application of the material it contains. The American Conc
18、rete Institute disclaims any and all responsibility for the stated principles. The Institute shall not be li- able for any loss or damage arising therefrom. Reference to this commen- tary shall not be made in contract documents. If items found in this Commentary are desired by the Architect/Engineer
19、 to be a part of the con- tract documents, they shall be restated in mandatory language for incorpora- tion by the Architect/Engineer. ACI 350.3-01/350.3R-01 became effective on December 11, 2001. Copyright 2001, American Concrete Institute. All rights reserved including rights of reproduction and u
20、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 record- ing for sound or visual reproduction or for use in any knowledge or retrieval system or device, unless permission in writing is obtai
21、ned from the copy- right proprietors. 350.3/350.3R-2ACI STANDARD/COMMENTARY seismic forces at strength levels (for example, the 1997 Uni- form Building Code or the 2000 International Building Code), the seismic forces herein should be increased by the applicable factors to derive comparable forces a
22、t strength levels. The user should note the following general design methods used herein, which represent some of the key differences in methods relative to traditional methodologies used, such as in Reference 3: (1) Instead of assuming a rigid tank directly accel- erated by ground acceleration, thi
23、s documents assumes ampli- fication of response due to natural frequency of the tank; (2) this document includes the response modification factor; (3) rather than combining impulsive and convective modes by al- gebraic sum, this document combines these nodes by square- root-sum-of-the-squares; (4) t
24、his document includes the effects of vertical acceleration; and (5) this document includes an ef- fective mass coefficient, applicable to the mass of the walls. -,-,- SEISMIC DESIGN OF LIQUID-CONTAINING CONCRETE STRUCTURES350.3/350.3R-3 CONTENTS CHAPTER 1GENERAL REQUIREMENTS 350.3/350.3R-5 1.1Scope
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