ML19322B474
| ML19322B474 | |
| Person / Time | |
|---|---|
| Site: | Oconee  |
| Issue date: | 06/05/1970 |
| From: | DUKE POWER CO. |
| To: | |
| References | |
| NUDOCS 7912030312 | |
| Download: ML19322B474 (50) | |
Text
{{#Wiki_filter:o .',- STATIC METHOD OF SEISMIC ANALYSIS OF PIPING SYSTEMS FOR OCONEE I, 2, 3 DUKE POWER COMPANY ENGINEERING DEPARTMENT MECHANICAL DESIGN GROUP, MECHANICAL SECTION CHARLOTTE, NORTH CAROLINA FILE NO. 0S-27B l JUNE 5, 1970 0 I, 79120sa4/ R
! . 0-PREFACE The " Static Method of Seismic Analysis for Oconee 1, 2, 3" describes the philosophy and approach taken by Duke Power Company in the static seismic analysis of piping for the Oconee Station. The attached sample problem demonstrates the techniques used through the theoretical analysis of a portion of the Reactor Building Spray System. The analysis is considered as a sonple only and is not Intended to represent a final analysis on this system. l l b
- j. . i l
1 i l l f CONTENTS . i 1 1 1
- TITLE PAGE i
A. DESIGN CRITERIA 1 B. INTRODUCTION AND ASSUMPTIONS 1 l C. DESIGN SPAN I D. OTHER SPANS 2 ) i E. DESIGN ACCELERATION 2 i i F. CONCENTRATED MASSES 3 i j G. RESTRAINT LOADS 3 i H. ANCHORS 3 i i I. THERMAL GROWTH 3 J. RELATIVE DISPLACEMENTS 4 K.
SUMMARY
4 APPENDIX A 1 l I i
)
i l e
A. DESIGN CRITERIA Piping shall be designed in accordance with ANSI B31.1.0 (1967). For the Operating Basis Earthquake, seismic imd shall be considered as an occasional load occurring less than one parcent (1%) of the time, and designed for as provided in paragraphs 102.3 3 and 121.1.2(a) 1. Accord-ingly, the sum of the combined longitudinal stresses produced by concurrent values of maximum expected internal pressure, live and dead loads, plus loads corresponding to the Operating Basis Earthquake shall . not exceed 1.20 times SA, where SA is the allowable stress at the con- l current maximum expected temperature. Thermal expansion stresses will be handled independently in accordance with the code. Loads will be checked for no loss of essential function under the Design Basis Earth-quake in accordance with the following formula: the sum of the longitu-dinal stresses produced by concurrent values of the maximum expected Internal operating pressure, live and dead loads, plus twice the loads corresponding to the Operating 3 asis Earthquake shall not exceed Syleid l at the corresponding operating temperature as defined by Table A.3 of i the ANSI B31.7 code. l B. INTRODUCTION AND ASSUMPTIONS in order for a static analysis to be meaningful it must be relatively simple. The more complicated the analysis is the more doubtful the results are. Also, to be useful the analysis must be based on conserva- l tive assumptions. Usually, along with increased conservatism goes j increased hardware costs. However, this is not always the case and it is engineering Judgment that must decide the reasonable degree of conservatism. Certain assumptions are made in the analysis and are as follows:
- 1. Acceleration response spectra are available for the building. l
- 2. The analysis is conservative enough and the effects are low enough i so as to allow the engineer to ignore the effects of thermal insulation.
3 Piping spans will be designed rigid.
- 4. A piping span can be considered rigid if its fundamental f requency
!s twice the highest significant building frequency or if its fundamental frequency is above 20 hz.
5 Spring hangers are not considered restraints. C. DESIGN SPAN In developing an acceptable. static analysis technique for seismic loading one would ideally select piping spans to avoid, the resonant range of the structure or building supporting the piping. The resonant range is defined as that range of frequencies in which the building causes appreciable amplification of the earthquake input. This, of course, is determined by the characteristics of the building
structure and mass distribution. The degree of response or magnitude of acceleration depends on the earthquake characteristics in relation to i the structure. Having acceleration response spectra curves facilitates identification of the resonant range.
~
The designer can avoid the resonant range by either decreasing the span and increasing the f requency or by increasing the span and decreasing ! 4 the frequency. However, in steel structures, especially the taller ones, the fundamental frequency may be so low that the second and. third modes fall within the earthquake spectrum. Designing for a flexible span by ' keeping the fundamental frequency of the pipe span below the building fundamental may allow the second or third modes of the pipe span to f all , within the range of the second and third building mode, if these fall l within the earthquake spectrum, it would not be safe to analyze the pipe j- span for only the fundamental mode. Consequently, it follows that the safest approach is to design for a rigid span.
-In designing for a rigid span, one's assumptions must always make the span more flexible or have a lower natural f requency than it really has. -
This leads to the selection of a simply supported beam as the design i span. Obviously, few piping systems can be idealized wholly into seg-ments of simple spans. However, a large portion of a given system can be restrained this way, and a simplified analysis for this portion of 1 the piping will greatly reduce the task of evaluation. The simple beam 4 lends itself to minimal-analysis also in that the evaluation of modal effects are easily accomplished. Only the first and third modes need ! be considered for rigid beam because the second mode has no bending ; stress at the ater of the beam where the first and third modes are I highest. Also, the contribution of the. tnird mode for stresses can be , no greater than 11% of the first mode for the same acceleration level. ' l Since the acceleration at the third mode will generally be less, it would be safe to assume that an addition of 10X to the stresses for the fundamental mode would be conservative. l 2 D. OTHER SPAN 3 Having designed the major portion of a system as simple beams, there is " _ lef t the problem of determining equivalent beams for the slightly more 4 complicated cases and the final problem of _ either performing a dynamic analysis on the more canplicated systems or providing more hydraulic 1 snubbing devices, or both. The developnent of equivalent spans for calculating f requency for the moderately complicated piping spans is left to the engineer. However, it is noted that it is usually sufficient to simulate the end conditions of one end of the span and assume _that the other end' offers only a shear restra!nt'and mass. E. DESIGN ACCELERATION In agreement with the general philosophy of making the analysis tech-nique simple, it follows that it would be' desirable to use a constant design acceleration wherever practical. _The design value would, of 2-
course, have to be conservative. This, then, would affect the design loads on restraints and may affect restraint costs. However, in a st!ff system, the loads on lateral restraints are not expected to be large. Consequently, even doubling a design load may not affect a design of the restraint. In the axial direction, the loads can become appreci-able and it would be wise to select a more representative design accelera-tion. This is easily done because it can be assumed that the support floor acceleration derived f rom the building modal analysis is adequate for the design acceleration for the axial direction of a run of pipe. This implies tiiat the piping restraint is rigid and this must be verified. This assumption allows a much lower design acceleration to be used for the axial direction and should resul t in a savings in restraint costs, in the vertical direction, the design acceleration can be lower than that used for the horizontal directions because of the generally assumed absence of building amplification in this direction. Design accelerations can be taken f rom the ground response spectra recommended for the si ta. Design values can be selected as a function of frequency or the maximum value can be used and the frequency disregarded. Either method is acceptable; the selection would be a matter of judgment based on economics. F. CONCENTRATED MASSES The effect of concentrated masses such as valves or branch lines must be considered. These effects are minimized by putting restraints near the mass concentrations where possible. The mass "M", Fig. 1, is treated as an effective mass "Meff" at the center of the span in the determina-tion of frequency and bending stress. However, if the valve is restrained by a single restraint immediately adjacent to the valve, the ef fect of the valve on the span need not be considered because the small theoretical effect of the concentrated mass is counteracted by the added stiffness of the valve. G. RESTRAINT LOADS in the determination of restraint loads one must consider the loads f rom the spans on either side of the restraint. Valve loads can be distributed according to location in the span. When the distribution of loads is questionable, it will be conservative to assume that each restraint must resist the full load. . H. ANCHORS True anchors should be avoided where it is possible to use X-Y-Z restraints. This eliminates the need for designing anchors for moment loadings.
- l. THERMAL GROWTH Thermal growth must be considered when determining the . type and location of seismic restraints. Generally i t is best to place r!gid axial re-straints near the center of the run to divide the growth between the two ends. However, this is not always true and each case must be
- - ~ - _ _ . . -. . -. . . - . - . . . - -
g evaluated individually. - Long axial runs may produce large restraint forces. If additional support locations are requi red, hydraulic sup- - pressors may be required to allow for thermal growth. J. RELATIVE DISPLACEMENTS Relative displacement of restraints due to seismic movement must also be considered if a run is anchored or restrained in two or more buildings. Relative displacements also occur between . floors of the same building but are not considered important because of the relatively greater flexibility of the piping when compared to the building. The absolute sum of the restraint movenents must be applied to the restraints in both , X and Z directions, but not simultaneously, to determine the effects on piping and restraints.
~
K.
SUMMARY
The analysis procedure in Appendix A is intended to' serve as a guide for the engineer in the static analyses of piping systems for seismic condi- - tions. The simplified but conservative nature of this analysis technique is intended to expedite the review of a system. In the event that certain elements do not meet the criteria herein, the engineer has the option of , a nore detailed analysis to verify the adequacy of the elements.
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APPENDIX A PROCEDURE FOR STATIC SEISMIC ANALYSIS
- 1. Review response spectra for entire building to determine if it is prac-tical to establish a single horizontal design acceleration for lateral direction of pipe regardless of elevation by limiting the design span length such that its fundamental f requency is twice the highest signifi-cant building frequency. It is considered practical when the span so determined is approximately equal to or is greater ttan the normal support span for hangers. If a single design acceleration ror the entire buikHng cannot be established, then an effort should be made to establish one for a group of several floors or each floor elevation as required.
- 2. Select a vertical design acceleration to be used for horizontal runs.
This is equal to the acceleration corresponding to the f requency of the design span (or the maximum acceleration) as shown on the recommended ground response spectra. 3 Review the building modal analysis results to determine the design acceleration to be used for axial runs for each floor of the building. These will be the same as the floor accelerations.
- 4. The vertical design acceleration for axial runs is established as equal to the ground acceleration at the site.
5 Having the design span lengths for given pipe sizes, and having the design accelerations, the maximum bending stresses for the span can be calculated as a simply supported beam with uniform load. It will be seen af ter adding the stresses due to a combined horizontal and vertical earthquake (wi th 10% added for modal ef fects) to the longitudinal pres- i sure stresses and the dead load weight stress that the stresses are well I below the allowable stress of 1.25 as defined previously. Having established this fact, it will be necessary to calculate stresses only I for spans thr t have variations f rom the assumed design span. Such variations include but are not necessarily limited to:
- a. Spans of length greater than the design span length. l
- b. Spans with concentrated masses other than at the very end of the span.
- c. Spans with a change in section properties occurring somewhere in the span.
- d. Spans with a change in material properties somewhere in the span,
- e. Spans wi th appreciable of fsets occurring somewhere in the span.
- f. Spans that are affected by differential movements of buildings.
- g. Spans with stress intensifiers such as tees and elbows.
A-1 e
i
- 6. The lateral restraint reactions are calculated by statics for the simply
; supported beam. Concentrated masses such as valves are distributed as
- follows
- a. The lateral restraint reaction at the end of the span nearest the valve should be based on the full weight of the valve,
- b. The lateral restraint reaction at the other end should be based on one-half the weight of the valve.
7 In a straight run, usually there is only one axial restraint and it must resist the full force developed by the run plus forces produced by adjacent. lateral spans at either end of the axial run. However, if there is more than one axial restraint, the load distribution should be based on the relative flexibility of the resisting structural attachment points if such flexibility exists. For instance, two separate restrai nts located on two separate columns may be unable to share the load equally because' of the difference in flexibility of the columns. To the contrary, two 4 such restraints located on a beam running axially parallel to the pipe could be assumed to share the load equally.
- 8. Having calculated the restraint reactions due to pipe loads and valve loads for the individual spans, the summary of reactions must be made to determine the total load on a given restraint.
9 In progressing through the system being evaluated, the piping spans con-talning variations (see paragraph 5) can be noted and earmarked for . further detailed analysis and justification.
- 10. Af ter completing all analyses on the above spans, a stress summary sheet is made showing the highest stressed points in the system. One point will be shown for the highest thermal stress and another point will be shown for the highest stress due to the combined effect of pressure, dead weight and seismic loading.
- 11. Any changes in the existing design that were made as a result of the analysis review must be reported to the proper designers for incorpora-
~
tion on the drawings. , 12. All design loads for restraints and anchors must also be transmitted to ' the structural designer for approval and to the restraint designer for use in design.
- 13. A file containing all of the analyses, summary sheets, marked drawings and communications will be made and kept current in the Engineering files.
f. s 4 A-2 L
SAMPLE PROBLEM The following analysis is performed on a portion of the Reactor Building Spray System from the discharge nozzle of the pump I A to the Reactor
' Building. All of the piping is in the Auxiliary Building, but one end is anchored to the. Reactor Building.
The analysis begins with the stress calculations necessary to establish the acceptability of the design span and continues through a series of tabular sheets to document the classification and acceptability of-each span. Identification numbers refer to span boundaries and computer data points used in the thermal analysis as shown on page A-45 The system
.has been divided into four problems. Only two of these problems, A and C, are presented here. The analysis is not complete in that a portion of the line must be analyzed dynamically. The purpose of this analysis is to demonstrate overall procedure and manual techniques.
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