ASCE 1-82-1983 N-725 Guideline for Design and Analysis of Nuclear Safety Related Earth Structures《N-725关于土工建筑物的核安全设计和分析导则》.pdf

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1、- ASCE L 82 0757600 O005822 2 M SPECIAL NOTICE The material presented in this publication has been prepared in accordance with recognized engineering principles. This Standard and Commentary should not be used without first securing competent advice with respect to their suitability for any given ap

2、plication. The publication of the material contained herein is not intended as a representation or warranty on the part of the American Society of Civil Engineers, or of any other person named herein, that this information is suitable for any general or particular use or promises freedom from infrin

3、gement of any patent or patents. Anyone making use of this information assumes all liability from such use. a ASCE II 82 O57bOO 0005824 b N-725 Guideline for Design and Analysis of Nuclear Safety Related Earth Structures Approved April, 1982 . . I Published by the American Society of Civil Engineers

4、 345 East 47th Street New York, New York 10017-2398 . ASCE I 82 W 0759600 0005825 8 Library of Congress Cataloging in Publication Data American Society of Civil Engineers. N-725 guideline for design and analysis of nuclear safety related earth structure. “Approved, April, 1982“ Includes bibliographi

5、cal references and index. 1. Atomic power-plants-Design and construction. 2. Civil engineering. Earthwork. I. Title. TH4581.A427 1983 621.4835 83-72214 ISBN 0-87262-375-0 Copyright Q 1983 by the American Society of Civil Engineers, All Rights Reserved. Library of Conress Catalog Card No. 83-72214 Ma

6、nufactured in the United States of America. I5BN-0-87262-375-0 ASCE I 82 m 0759b00 000582b T N-725 COMMITTEE MEMBERS Fred R. Brown Shannon characteristics and other parameters are crucial to the proper performance of the design and construction discussed in this standard. It is for these reasons tha

7、t responsibil- ity for the design and construction of safety-related earth structures rest only with engineers who are experienced in one or more of the various phases of earth structures design and construction (including soil and rock mechanics, geol- ogy, field sampling, laboratory testing, analy

8、tical methods, specifications, con- struction control and instrumentation). Such engineers shall also have adequate understanding of the hydrological aspects of impoundments, fluid motion effects and of seismological inputs to the site. This standard includes administrative requirements dealing with

9、 responsibili- ties and peer review, as well as scope, in Section 1.0. Section 2.0 includes a reason- able breadth of definitions to make the standard usable for individuals knowledgeable in the geotechnical and foundation design field. Site investigations cannot in them- selves be standardized with

10、 regard to application to a particular project because of the wide range in soil and rock con- ditions that exist in nature, and the in- numerable design alternatives that are typically present for the design of earth structures. Therefore, informative refer- ences have been included in Section 3.0

11、on Site Investigation, with additional per- tinent references in specific sections of the standard. The essential elements of the standard are: (1) Section 4.0 covers earth structures used to form the ultimate heat sink (reservoirs) including dams, dikes, and baffies; (2) Section 5.0 covers earth st

12、ructures normaliy used to protect the nu- clear plant site from extreme. hydrodynamic loads including dams, dikes, breakwaters, sea-, walls, and .revetments; (3) Section 6.0 covers earth structures used to maintain site contours, the. stability of natural and cut slopes,. fills and retaining walls.

13、Section 7.0, Inspection and Monitoring, relates to unique problems associated with geotechnical site conditions and construction necessitating a close relationship between geotechnical stud- ies and design, construction aspects and related monitoring, and onsite verifica- tion of actual conditions e

14、ncountered with regard to original studies and design assumption. Because variability of, geotechnical conditions from point to, point on a site is expected, the geotech- nical study cannot be completed until the project is completed, with monitoring providing additional design verification. Earth s

15、tructures involve unique con- struction processes for each project. And soil conditions present a contrast to many elements of nuclear power plants that are manufactured (and can be held to narrow limits of variability and tested for approv- al within those limits). This prevents, in this standard,

16、use of restrictive or defini- uii tive requirements that might be entirely feasible for other aspects of nuclear pow- er plant construction. Natural soil and rock conditions are subject to considerable variability. This element is not typical of the kind of structural problems inherent to nuclear po

17、wer plants. Such natural variability must be recognized. There are also numerous analytical procedures avail- able, some of which may be particularly applicable to particular soil or foundation conditions while not applicable to others. For these reasons, Section 1.2.3 on Peer Review is incorporated

18、 with this stan- dard. It is recommended as the process I most likely to minimize major problems and at the same time minimize over-, design. . . .- ASCE II 82 0757600 0005830 1 TABLE OF CONTENTS I Section 1.0 1.1 1.2 1.2.1 1.2.2 1.2.3 1.2.3.1 1.2.3.2 1.2.3.3 1.2.3.4 2 .o 3.0 4 .O 4.1 4.1.1 4.1.2 4.

19、2 4.2.1 4.2.2 4.2.3 4.3 . 4.4. 4.4.1 4.4.2 4.4.3 4.4.4 4.4.4.1 4.4.4.2 4.4.5 4.4.6 4.5 4.5.1 4.5.2 5.0 5.1 5.1.1 5.1.2 5.2 5.2.1 5.2.2 5.3 5.4 5.4.1 5.4.2 5.4.3 Page Purpose. Scope and Administrative Requirements 1 Purpose and Scope . 1 Administrative Requirements . 1 Responsibilities . i . Quality

20、Assurance 1 Peer Review . 1 Initiation of Review 1 Qualification of Reviewer . ”. . 1 Review Requirements . 1 Documentation . 2 Definitions . 2 Ultimate Heat Sink Earth Structure-Dams, Dikes and Embankments Scope . 4 Use and Type of Structures . 4 . Site Investigation . 5 Seismology and Geology 5: H

21、ydrology 5 Geotechnical . 5 i Site Investigation . 3 4 Purpose . 4 .Materials .: . 51 5 Design Design Parameters . 5 Operating Conditions I .i 6 Static Loading Conditions . 6 . Static Stability and Performance. . 6 . Dynamic Loading Conditions . 6 Dynamic Stability and Performance 7 Analytical Metho

22、ds i 7 Methods of Static Analysis 7 . Methods of Dynamic Analysis . 8 Revetments 8 Scope . 8 Purpose . 8 Use and Type of Structures . 8 Site Investigation . 8 Waterfront Associated Parameters . 8 Geotechnical . 9 Materials 9 Dams and Dikes . 6 Baffles . 6 Site Protection Earth Structures-Dams, Break

23、waters,. Seawalls, Design 10 Operating Conditions . 10 Static Loading Performance . 10 Static Loading Conditions . 10 X 5.4.4 6.0 6.1 Scope . 10 6.1.1 Purpose 10 Dynamic Loading Conditions . 10 5.5 Analytical Methods . 10 Cuts and Fills 10 Site Contour Earth Structures-Retaining Walls. Natural Slope

24、s. I 6.1.2 Use and Type of Structure 10 , ! 6.1.2.1 Retaining Walls 10 6.1.2.2 Natural Slopes, Cuts and Fills . 10 . 6.2 Site Investigation . 11 6.2.1 Seismology and Geology 11 6.2.2 Hydrology . 11 6.2.3 Geotechnical . 11 Materials . :. . 11 6.4.1 Design Parameters . 11 6.4.2 Operating Conditions .

25、11 Static Loading Conditions . 12 Static Stability and Performance . 12 Dynamic Loading Condition 12 Dynamic Stability and Performance 12 Other Design Considerations 13 6.4.8 Performance Criteria 13 Analytical Methods and Procedures . 13 6.5.1 Retaining Walls 13 Earth Pressure Computation . 13 6.5.1

26、.2 .Stability Against Sliding 14 Stability Against Overturning . 14 6.5.1.4 Foundation Stability 14 6.5.1.5 Overall Stability . 14 Analysis of Slopes 14 6.5.2.1 General Provisions . 14 6.5.2.2 Static Analysis . 14 6.5.2.3 Dynamic Analysis 14 6.6 Specific Provision 15 6.6.1 Protection of Slopes 15 6.

27、6.1.1 Stabilization of Potential Slide Areas . 15 6.6.1.2 Special Provision Regarding Erosion . 15 7.0 Inspection, Instrumentation and Monitoring for Construction 15 7.1 Introduction . 15 7.2 Design Verification . 16 7.2.1 Geologic Verification 16 7.3 Construction Specification . 16 7.3.1 Introducti

28、on . 16 Information Addressed in the Construction Specification 16 7.3.2.1 Materials 16 Placement and Compaction . 16 7.3.2.3 Drainage . 17 Construction Process Review 17 7.5 Verification Testing . 17 7.5.1 Excavation . 17 7.5.2 Stockpiling . 18 ! 6.3 6.4 Design 11 6.4.3 6.4.4 6.4.5 6.4.6, 6.4.7 6.5

29、 6.5.1.1 6.5.1.3 6.5.2 7.3.2 7.3.2.2 7.4 . - . . . . : -. - - . . -. _. . . _. -. - . . , -2:. . . . ., .- . ., . -. . .- . . -. I ASCE 1 82 0757600 0005841 b NUCLEAR SAFETY RELATED EARTH STRUCTURES 9 tion requirements shall be sufficient to clearly define the following basic water- front associated

30、 parameters: (a) coastal area and offshore profiles from- the land bluff or escarpment for a sufficient distance offshore to define that depth of bed below stillwater level which can control the design wave form (b) bathymetric and topographic con- tour maps of bed area sufficient to define the imme

31、diate influence of such features upon design of the structure (c) natural protection features in- fluencing water waves and flood (d) exposure to storm attack (e) characteristics of water waves, cur- rents, surges and floods influenc- ing the earth structure (f) rate and composition of littoral tran

32、sport and drift (g) long-term stability of shoreline in terms of erosion or accretion rates. Water and water level investigation re- quirements for design of the above struc- tures shall include the following basic information:(11) (a) stillwater or mean water level (b) astronomical tide data (c) se

33、iche, wave setup and storm surge (d) design maximum flood elevation. A determination of wind-generated water wave conditions as a basis for de- sign shall include:“) (a) evaluation of all wave data appli- cable to the project site (b) determination of the significant wave height and range of periods

34、 for the wave spectrum (c) determination of the design depth of water at the structure (d) determination of the design wave height, direction and condition (breaking, nonbreaking or broken) at structure site (e) analysis of the frequency of occur- rence of design conditions. 5.2.2 Geotechnical. Geot

35、echnical parameters consisting of geologic, groundwater, foundation engineering predictions and earthwork parameters shall be evalu- ated in conformance with Ref. 2. Geotechnical investigation shall be suf- ficient to clearly define the following ba- sic items: (a) subsurface profiles along the leng

36、th of the structure, and subsurface sections across the structure, pre- pared in a manner sufficient to de- fine the spatial arrangement of soil and rock materials that could in- fluence the structure design or safety (b) detailed geologic and engineering descriptions of each material identi- fied o

37、n the subsurface profiles and sections (c) definition of physical properties, strength characteristics, and dynamic properties of the soil and rock materials defined on the sub- surface profiles. In establishing geotechnical site design parameters, if structures being consid- ered are not at the nuc

38、lear plant site, then a literature review and search equivalent to that performed to develop nuclear plant site design parameters shall be un- dertaken to establish appropriate geo- logic, seismic, and natural phenomena. Establishment of detailed geotechnical characteristics of subsurface materials

39、shall include: (a) surface geophysical surveys (b) exploratory borings and excavations (e) borehole geophysical surveys (d) sampling of soil and rock materials (e) the in-situ testing of soil and rock (f) the laboratory testing of soil and Specific techniques and references applicable for each of th

40、e above outlined in reference (4) Special Procedures. 5.3 Materials. The investigation of soil, precast, armour, rock, rubble or stone for the construction of earth waterfront structures shall be sufficiently extensive to identify sources of adequate quality and volume for each of the required mater

41、ials. Selection of a structure type and determination of the feasibility of the structures are dependent upon an ade- materials rock materials. ASCE 1 82 0759600 00058Y2 8 m 10 quate source and its associated quality. In general, Section 4.3 material selection re- quirements are equally applicable t

42、o site protection structures. 5.4 Design. Parameters to be es- tablished for the design and safety evaluation of dams, dikes, breakwaters, seawalls, revetments are generally the same as those given in Section 4.4. 5.4.1 Operating Conditions. Design conditions for site protection structures are gener

43、ally those associated with ex- treme hydrological phenomena. How- ever, normal operating conditions (which include erosion, weathering seepage or other normal operating phenomena that would affect performance of the pro- tective structure) shall be considered in design. 5.4.2 Static Loading Conditio

44、ns. The following conditions shall be considered for protective structures: - (1) During construction (2) End of construction (3) Design maximum flood evaluation as a hydrostatic load (4) Load case where maximum design surcharge is present and water level is at its design minimum elevation. 5.4.3 St

45、atic Stability and Performance. Fac- tors of safety for structural capacity should be based upon the ratio of avail- able strength to applied stress or other load effects. The minimum factors safety for the static loading condition listed in Paragraph 5.4.2 shall be as follows: Condition Minimum Fac

46、tor of Safety 1.1 1.3 1.2 1.5 In using these minimum recommended safety margins the Geotechnical Engineer should have a high degree of confidence in the reliability of values used for the following parameters: (a) type and gradation of material (b) thoroughness and completeness of field exploration

47、and laboratory testing DESIGN AND ANALYSIS (c) certainty of loading conditions (d) degree of control and workman- ship that can be assured. 5.4.4 Dynamic Loading Conditions. The dynamic force applicable to site protec- tion structures are the same as those con- sidered in Section 4.4.5. 5.5 Analytic

48、al Methods. The analytical methods applicable to ultimate heat sink structures are also applicable to site pro- tection structures. 6.0 Site Contour Earth Structures-Retaining Walls, Natural Slopes, Cuts and Fills 6.1 Scope. 6.1.1 Purpose. The purpose of this Sec- tion is to describe criteria to be

49、used as a guide in the design, evaluation and con- struction of those site contour control structures such as retaining walls, slopes, cuts and fills (classified as Seismic Cate- gory I). This standard is intended to iden- tify factors to be considered in construc- tion of those structures and should in no way limit the investigatin and analysis deemed necessary for determination of the suitability of such a structure-or the effect such an earth structure would have on other nuclear plant structures. 6.1.2 Use and Type of Structure 6.1.2.1 Retaining