1、ACI 350.3-06Seismic Design of Liquid-ContainingConcrete Structures and Commentary(ACI 350.3-06)An ACI StandardReported by ACI Committee 350Seismic Design of Liquid-Containing Concrete Structuresand CommentaryISBN 0-87031-222-7Copyright by the American Concrete Institute, Farmington Hills, MI. All ri
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4、erequested to contact ACI.ACI committee documents are intended for the use of individuals who are competent to evaluate thesignificance and limitations of its content and recommendations and who will accept responsibility for theapplication of the material it contains. Individuals who use this publi
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7、the responsibility of the user of this document to establish health and safety practices appropriate tothe specific circumstances involved with its use. ACI does not make any representations with regard tohealth and safety issues and the use of this document. The user must determine the applicabilit
8、y of allregulatory limitations before applying the document and must comply with all applicable laws and regula-tions, including but not limited to, United States Occupational Safety and Health Administration (OSHA)health and safety standards.Order information: ACI documents are available in print,
9、by download, on CD-ROM, through electronicsubscription, or reprint and may be obtained by contacting ACI.Most ACI standards and committee reports are gathered together in the annually revised ACI Manual ofConcrete Practice (MCP).American Concrete Institute38800 Country Club DriveFarmington Hills, MI
10、 48331U.S.A.Phone: 248-848-3700Fax: 248-848-3701www.concrete.orgSatish K. SachdevChairJon B. ArdahlVice ChairJohn W. BakerSecretaryWalter N. Bennett Carl A. Gentry*Dennis C. Kohl Jerry ParnesLucian I. BogdanGautam Ghosh*Nicholas A. LegatosAndrew R. PhilipSteven R. Close Charles S. Hanskat Ramon E. L
11、ucero*Narayan M. PrachandPatrick J. Creegan*Keith W. Jacobson Andrew R. MinogueRisto Protic*Ashok K. Dhingra*Dov Kaminetzky Lawrence G. Mrazek*William C. Sherman*Robert E. Doyle M. Reza Kianoush*Javeed A. Munshi*Lawrence M. Tabat*Anthony L. Felder David G. KittridgeSubcommittee MembersIyad M. Alsams
12、am Daniel J. McCarthyClifford T. Early, Jr. Carl H. MoonPaul Hedli G. Scott RiggsJerry A. Holland John F. SeidenstickerLawrence E. Kaiser Paul J. St. JohnSalvatore Marques Paul Zoltanetzky, Jr.Seismic Design of Liquid-Containing Concrete Structuresand Commentary (ACI 350.3-06)AN ACI STANDARDREPORTED
13、 BY ACI COMMITTEE 350Environmental Engineering Concrete StructuresConsulting MembersWilliam IrwinTerr y PatziasLawrence Valentine*Members of Seismic Provisions Subcommittee.Seismic Provisions Subcommittee Chair.Seismic Provisions Subcommittee Secretary.SEISMIC DESIGN OF LIQUID-CONTAINING CONCRETE ST
14、RUCTURES 350.3-1Seismic Design of Liquid-ContainingConcrete Structures andCommentary (ACI 350.3-06)REPORTED BY ACI COMMITTEE 350This standard prescribes procedures for the seismicanalysis and design of liquid-containing concretestructures. These procedures address the loading side ofseismic design a
15、nd are intended to complement ACI 350-06,Section 1.1.8 and Chapter 21.Keywords: circular tanks; concrete tanks; convective component; earth-quake resistance; environmental concrete structures; impulsive component;liquid-containing structures; rectangular tanks; seismic resistance;sloshing; storage t
16、anks.INTRODUCTIONThe following paragraphs highlight the development of thisstandard and its evolution to the present format:From the time it embarked on the task of developing anACI 318-dependent code, ACI Committee 350 decided toexpand on and supplement Chapter 21, “Special Provisionsfor Seismic De
17、sign,” to provide a set of thorough andcomprehensive procedures for the seismic analysis and design ofall types of liquid-containing environmental concrete structures.The committees decision was influenced by the recognitionthat liquid-containing structures are unique structureswhose seismic design
18、is not adequately covered by theleading national codes and standards. A seismic designsubcommittee was appointed with the charge to implementthe committees decision.The seismic subcommittees work was guided by twomain objectives:1. To produce a self-contained set of procedures thatwould enable a pra
19、cticing engineer to perform a full seismicanalysis and design of a liquid-containing structure. This meantthat these procedures should cover both aspects of seismicdesign: the “loading side” (namely the determination of theseismic loads based on the mapped maximum consideredearthquake spectral respo
20、nse accelerations at short periods(Ss) and 1 second (S1) obtained from the Seismic GroundMotion maps Fig. 22-1 through 22-14 of ASCE 7-05,Chapter 22 and the geometry of the structure); and the“resistance side” (the detailed design of the structure inaccordance with the provisions of ACI 350, so as t
21、o resistthose loads safely); and2. To establish the scope of the new procedures consistentwith the overall scope of ACI 350. This required the inclusion ofall types of tanksrectangular, as well as circular; andreinforced concrete, as well as prestressed.(Note: While there are currently at least two
22、national standardsthat provide detailed procedures for the seismic analysis anddesign of liquid-containing structures (ANSI/AWWA1995a,b), these are limited to circular, prestressed concretetanks only).As the loading side of seismic design is outside the scope ofACI 318, Chapter 21, it was decided to
23、 maintain this practicein ACI 350 as well. Accordingly, the basic scope, format, andmandatory language of Chapter 21 of ACI 318 were retainedwith only enough revisions to adapt the chapter to environmentalengineering structures. Provisions similar to Section 1.1.8of ACI 318 are included in ACI 350.
24、This approach offersat least two advantages:1. It allows ACI 350 to maintain ACI 318s practice oflimiting its seismic design provisions to the resistance sideonly; and2. It makes it easier to update these seismic provisions so as tokeep up with the frequent changes and improvements in thefield of se
25、ismic hazard analysis and evaluation.ACI Committee Reports, Guides, Standards, and Commentaries are intendedfor guidance in planning, designing, executing, and inspecting construction.This Commentary is intended for the use of individuals who are competent toevaluate the significance and limitations
26、 of its content and recommendationsand who will accept responsibility for the application of the material it contains.The American Concrete Institute disclaims any and all responsibility for thestated principles. The Institute shall not be liable for any loss or damage arisingtherefrom. Reference to
27、 this commentary shall not be made in contract docu-ments. If items found in this Commentary are desired by the Architect/Engineerto be a part of the contract documents, they shall be restated in mandatorylanguage for incorporation by the Architect/Engineer.ACI 350.3-06 supersedes 350.3-01 and becam
28、e effective on July 3,2006.Copyright 2006, American Concrete Institute.All rights reserved including rights of reproduction and use in anyform or by any means, including the making of copies by any photoprocess, or by any electronic or mechanical device, printed or writtenor oral, or recording for s
29、ound or visual reproduction or for use in anyknowledge or retrieval system or device, unless permission in writingis obtained from the copyright proprietors.350.3-2 ACI STANDARD/COMMENTARYThe seismic force levels and R-factors included in this standardprovide results at strength levels, such as thos
30、e included forseismic design in the 2003 International Building Code (IBC),particularly the applicable connection provisions of 2003 IBC,as referenced in ASCE 7-02. When comparing these provisionswith other documents defining seismic forces at allowablestress levels (for example, the 1994 Uniform Bu
31、ilding CodeUBC or ACI 350.3-01), the seismic forces in this standardshould be reduced by the applicable factors to derive comparableforces at allowable stress levels.The user should note the following general design methodsused in this standard, which represent some of the keydifferences relative to
32、 traditional methodologies, such asthose described in ASCE (1984):1. Instead of assuming a rigid tank for which the accelerationis equal to the ground acceleration at all locations, thisstandard assumes amplification of response due to naturalfrequency of the tank;2. This standard includes the respo
33、nse modification factor;3. Rather than combining impulsive and convective modes byalgebraic sum, this standard combines these modes bysquare-root-sum-of-the-squares;4. This standard includes the effects of vertical acceleration;and5. This standard includes an effective mass coefficient,applicable to
34、 the mass of the walls.SEISMIC DESIGN OF LIQUID-CONTAINING CONCRETE STRUCTURES 350.3-3CONTENTSCHAPTER 1GENERAL REQUIREMENTS 51.1Scope1.2NotationCHAPTER 2TYPES OF LIQUID-CONTAINING STRUCTURES . 112.1Ground-supported structures2.2Pedestal-mounted structuresCHAPTER 3GENERAL CRITERIA FOR ANALYSIS AND DE
35、SIGN. 133.1Dynamic characteristics3.2Design loads3.3Design requirementsCHAPTER 4EARTHQUAKE DESIGN LOADS 154.1Earthquake pressures above base4.2Application of site-specific response spectraCHAPTER 5EARTHQUAKE LOAD DISTRIBUTION. 215.1General5.2Shear transfer5.3Dynamic force distribution above baseCHAP
36、TER 6STRESSES. 276.1Rectangular tanks6.2Circular tanksCHAPTER 7FREEBOARD . 297.1Wave oscillationCHAPTER 8EARTHQUAKE-INDUCED EARTH PRESSURES 318.1General8.2Limitations8.3Alternative methodsCHAPTER 9DYNAMIC MODEL . 339.1General9.2Rectangular tanks (Type 1)9.3Circular tanks (Type 2)9.4Seismic response
37、coefficients Ci, Cc, and Ct9.5Site-specific seismic response coefficients Ci, Cc, and Ct9.6Effective mass coefficient 9.7Pedestal-mounted tanksCHAPTER 10COMMENTARY REFERENCES 53350.3-4 ACI STANDARD/COMMENTARYAPPENDIX ADESIGN METHOD.55A.1General outline of design methodAPPENDIX BALTERNATIVE METHOD OF
38、 ANALYSISBASED ON 1997 Uniform Building Code.57B.1IntroductionB.2Notation (not included in Section 1.2 of this standard)B.3Loading side, general methodologyB.4Site-specific spectra (Section 1631.2(2)B.5Resistance sideB.6FreeboardSEISMIC DESIGN OF LIQUID-CONTAINING CONCRETE STRUCTURES 350.3-5STANDARD
39、 COMMENTARY1.1ScopeThis standard describes procedures for the design ofliquid-containing concrete structures subjected to seismicloads. These procedures shall be used in accordancewith Chapter 21 of ACI 350-06.R1.1ScopeThis standard is a companion standard to Chapter 21 of theAmerican Concrete Insti
40、tute, “Code Requirements for Environ-mental Engineering Concrete Structures and Commentary (ACI350-06)” (ACI Committee 350 2006).This standard provides directions to the designer of liquid-containing concrete structures for computing seismic forcesthat are to be applied to the particular structure.
41、Thedesigner should also consider the effects of seismic forceson components outside the scope of this standard, such aspiping, equipment (for example, clarifier mechanisms), andconnecting walkways where vertical or horizontal movementsbetween adjoining structures or surrounding backfill couldadverse
42、ly influence the ability of the structure to functionproperly (National Science Foundation 1981). Moreover,seismic forces applied at the interface of piping or walkwayswith the structure may also introduce appreciable flexural orshear stresses at these connections.R1.2NotationCHAPTER 1GENERAL REQUIR
43、EMENTS1.2NotationAs= cross-sectional area of base cable, strand,or conventional reinforcement, in.2(mm2)b = ratio of vertical to horizontal design accel-erationB = inside dimension (length or width) of a rectan-gular tank, perpendicular to the direction ofthe ground motion being investigated, ft (m)
44、Cc, Ci, and Ct= period-dependent seismic response coeffi-cients defined in 9.4 and 9.5.Cl, Cw= coefficients for determining the fundamentalfrequency of the tank-liquid system (referto Eq. (9-24) and Fig. 9.3.4(b)Cs= period-dependent seismic coefficientd, dmax= freeboard (sloshing height) measured fr
45、omthe liquid surface at rest, ft (m)D = inside diameter of circular tank, ft (m)EBP = excluding base pressure (datum line justabove the base of the tank wall) Ec= modulus of elasticity of concrete, lb/in.2(MPa)Es= modulus of elasticity of cable, wire, strand,or conventional reinforcement, lb/in.2(MP
46、a)Fa= short-period site coefficient (at 0.2 secondperiod) from ASCE 7-05, Table 11.4-1Fv= long-period site coefficient (at 1.0 secondperiod) from ASCE 7-05, Table 11.4-2Gp= shear modulus of elastomeric bearing pad,lb/in.2(MPa)g = acceleration due to gravity 32.17 ft/s2(9.807 m/s2)EBP refers to the h
47、ydrodynamic design in which it is necessaryto compute the overturning of the wall with respect to thetank floor, excluding base pressure (that is, excluding thepressure on the floor itself). EBP hydrodynamic design isused to determine the need for hold-downs in nonfixed basetanks. EBP is also used i
48、n determining the design pressureacting on walls. (For explanation, refer to Housner 1963.)For Cs, refer to “International Building Code (IBC)”(International Code Council 2003), Section 1617.4.350.3-6 ACI STANDARD/COMMENTARYSTANDARD COMMENTARYhc= height above the base of the wall to thecenter of gra
49、vity of the convective lateralforce for the case excluding base pressure(EBP), ft (m)hc = height above the base of the wall to thecenter of gravity of the convective lateralforce for the case including base pressure(IBP), ft (m)hi= height above the base of the wall to thecenter of gravity of the impulsive lateralforce for the case excluding base pressure(EBP), ft (m)hi = height above the base of the wall to the centerof gravity of the impulsive lateral force for thecase excluding base pressure (IBP), ft (m)hr= height from
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