Regulatory Guide 1.72

Spray Pond Piping Made from Fiberglass-Reinforced Thermosetting Resin

ML13038A106
Person / Time
Issue date:	11/30/1978
From:	Office of Nuclear Regulatory Research, NRC/OSD
To:
References
RG-1.072, Rev. 2
Download: ML13038A106 (7)

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Revision 2 U.S. NUCLEAR REGULATORY COMMISSION November 1978 REGULATORY GUIDE

OFFICE OF STANDARDS DEVELOPMENT

REGULATORY GUIDE 1.72 SPRAY POND PIPING MADE FROM

FIBERGLASS-REINFORCED THERMOSETTING RESIN

B. DISCUSSION

General Design Criterion 1, "Quality Stand- The ASME Boiler and Pressure Vessel Com- ards and Records," of Appendix A, "General mittee publishes a document entitled "Code Dtsign Criteria for Nuclear Power Plants," to Cases."' Generally, a Code Case explains the

4'

-O y CFR Part 50, "Domestic Licensing of Pro- intent of rules in the ASME's Boiler and duction and Utilization Facilities," requires Pressure Vessel Code (the Code) 1 or provides that structures, systems, and components for alternative requirements under special important to safety be designed, fabricated, circumstances. Most Code Cases are eventually erected, and tested to quality standards com- superseded by revisions to the Code and then mensurate with the importance of the safety are annulled by action of the ASME Council.

functions to be performed. Appendix B, "Qual- Code Case N-155-1 (1792-1), referred to in ity Assurance Criteria for Nuclear Power Plants this guide, is limited to Section III, Division 1, and Fuel Reprocessing Plants," to 10 CFR of the Code and is oriented toward design and Part 50 requires that measures be established fabrication of RTR piping. The Code Case does to ensure materials control and control of not prescribe a lower temperature limit, prima- special processes such as resin molding. rily because the American Society for Testing and Materials (ASTM) specifications do not Section 50.55a, "Codes and Standards," of contain a lower temperature limit, but RTR

10 CFR Part 50 requires that design, fabrica- piping systems would normally be qualified for tion, installation, testing, or inspection of the the intended service temperature condition.

specified system or component be in accordance with generally recognized codes and standards. It is planned that after Revision 2 of this Footnote 6 to § 50.55a states that the use of guide is issued, the acceptability of future specific Code Cases may be authorized by the minor revisions to Code Case N-155 (1792) will Commission upon request pursuant to § 50.55a be noted in Regulatory Guide 1.84, "Design (a)(2)(ii), which requires that proposed alter- and Fabrication Code Case Acceptability--ASME

natives to the described requirements or por- Section III Division I." Major revisions to the tions thereof provide an acceptable level of Code Case will, however, result in a revision quality and safety. to this guide (1.72). Filament-wound struc- tures have mechanical properties superior to This guide describes a method acceptable to fiberglass-filled laminates, and they are con- the NRC staff for implementing these require- sidered more desirable when intended for.

ments with regard to the design, fabrication, safety-related pressure components.

and testing of fiberglass-reinforced thermo- setting resin (RTR) piping for spray pond applications. This guide applies to light-water- The Code Case obtains an allowable design cooled and gas-cooled reactors. The Advisory stress from the hydrostatic design basis (HDB)

Committee on Reactor Safeguards has been con- strength as derived from either Procedure A

sulted concerning this guide and has concurred in the regulatory position. 1 Copies may be obtained from the American Society of Mechan- ical Engineers, United Engineering Center, 345 East 47th Street, Lines indicate substantive changes from previous issue. New York, New York 10017.

USNRC REGULATORY GUIDES Comments should be sent to the Secretary of the Commission, U.S. Nuclear Regulatory Commission, Washington, D.C. 20555, Attention: Docketing and Regulatory Guides are issued to describe and make available to the public Service Branch.

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sting specific problems or postulated accidents, or to provide guidance to applicants. Regulatory Guides are not substitutes for regulations, and com- 1. Power Reactors 6. Products pliance with them is not required. Methods and solutions different from those 2. Research and Test Reactors 7. Transportation set out in the guides will be acceptable if they provide a basis for the findings 3. Fuels and Materials Facilities 8. Occupational Health requisite to the issuance or continuance of a permit or license by the 4. Environmental and Siting 9. Antitrust and Financial Review Commission. 5. Materials and Plant Protection 10. General Requests for single copies of issued guides (which may be reproduced) or for Comments and suggestions for improvements in these guides are encouraged at placement on an automatic distribution list for single copies of future guides all times, and guides will be revised, as appropriate, to accommodate comments in specific divisions should be made in writing to the U.S. Nuclear Regulatory and to reflect new information or experience. This guide was revised as a result Commission, Washington, D.C. 205&5, Attention: Director, Division of of substantive comments received from the public and additional staff review. Technical Information and Document Control.

point B), constitut,; the acceleration region of the earthquake or (2) have physical characteristics that horizontal Design Response Spec-tra. For frcquencies could significantly affect the spectral pattern of input higher than 33 cps. the maximum ground acceleration motion, such as being underlain by poor soil deporits.

line reprcsei*ls thc Design RCeptm.c Spcctra. the procedure described above will not apply. In these cases, the Design Response Spectra should he developed lie vertical cuomponent Design Response Spectra indivdually according to the site characteristics.

corresponding to the maximum horizontal ground auceicru/ahm of 1.0 g are shown in Figure 2 of this guid

C. REGULATORY POSITION

The numerical values of design displacements, velocities, and accelerations in these spectra arc obtained by 1. The horizontal component ground Design Response iultiplying the corresponding values of the maximum Spectra, without soil-structure interaction effects, of the horrntai ground motion (acceleration = 1.0 g and SSE, 1/2 the SSE, or the OBE on sites underlain by rock displacement = 36 in.) by the factors given in Table II of or by soil should be linearly scaled from Figure 12 in this guide. The displacement region lines of the Design proportion to the maximum horizontal ground Response Spectra are parallel to the maximum ground acceleration specified for the earthquake chosen. (Figure displacement line and are shown on the left of Figure 2. 1 corresponds to a maximum horizontal ground The velocity region lines slope downward from a acceleration of 1.0 g and accompanying displacement of frequency of 0.25 cps (control point D) to a frequency 36 in.) The applicable multiplication factors and control of 3.5 cps (control point C) and are shown at the top. points are given in Table 1. For damping ratios not The remaining two sets of lines between the frequencies included in Figure I or Table I, a linear interpolation of 3.5 cps and 33 cps (control point A), with a break at should be used.

I %efrcquency of 9 cps (control point B), constitute the acceleration region of the vertical Design Response 2. The vertical component ground Design Response Spectra. it should be noted that the vertical Design Spectra, without soil-structure interaction effects, of the Response Spectra values are 2/3 those of the horizontal SSE, 1/2 the SSE, or the OBE on sites underlain by rock Design Response Spectra for frequencies less than 0.25; or by soil should be linearly scaled from Figure 2 in tor frequencies higher than 3.5, they are the same, while proportion to the maximum horizontal ground the ratio varies between 2/3 and I for frequencies acceleration specified for the earthquake chosen. (Figure between 0.2S and 3.5. For frequencies higher than 33 2 is based on a maximum honzmtal round accekration cps. the Design Respone Spectra follow the maximum of 1.0 g and accompanying displacement of 36 in.) The ground acceleration line. applicable multiplication factors and control points an given in Table 11. For damping ratios not included in The horizontal and vertical component Design Figure 2 or Table II, a linear interpolation should be Response Spectra in Figures 1 and 2, respectively, of this used.

guide correspond to a maximum horizontal ground acceleration of 1.0 g. For sites with different 2 acceleration values specified for the design earthquake, This does not apply to sites which (I) are reattwely clom to the epicenter of an expected earthquake or (2) which hav the Design Response Spectra should be linearly scaled physical characteristies that could apuficntly affect the from Figures I and 2 in proportion to the specified spectra tmbmiatton of input motion. The D=srp Respons maximum horizontal ground acceleration. For sites that Spectra for such sites sould be dveioped on a s*a-by-can

(1) are relatively close to the epicenter of an expected bets.

1.60-2

DEFINITIONS

Response Spectrum mcans a plot (4 Ihc maximuin relatlionship obtained by analyzing, evaluating, and response (acceleration, velocity. or displaceennt) of a statistically combining a number of individual response family of idealized single-degice-of-frcedin, damped spectra derived from the records of significant past oscillators as a function of natural frequencies (or earthquakes.

periods) of the oscillators to a specified vibratory motion input at their supports. When obtained from a Maximum (peak) Ground Azcceierltion specified for a recorded earthquake record, the response spectrum gwen site means that value of the acceleration which tends to be irregular, with a number of peaks and corresponds to zero period in the design response spectra valleys. for that site. At zero period the design response spectra acceleration is identical for all damping values and is equal to the maximum (peak) ground acceleration Delip Respim Spectrum is a relatively smooth specified for that site.

TABLE I

HORIZONTAL DESIGN RESPONSE SPECTRA

RELATIVE VALUES OF SPECTRUM AMPLIFICATION FACTORS

FOR CONTROL POINTS

Pero t Amplifitimtlon Factors for Control Points of. ..

iticei Oispliammanth 2 CrOtfimiraion Dmping A(33 cps) 8(9 qos) C(2.5 qu I0(0.26 qCR

0.5 1.0 4.96 5.95 3.20

2.0 1.0 3.54 4.25 2.50

5.0 1.0 2.61 3.13 2.05

7.0 1.0 2.27 2.72 1.88

10.0 1.0 1.90 2.28 1.70

'Maximum ground displacement is taken proportkma to maximn gpound acoilwation, and is 36 in. for pound accel ation of 1.0 gravity.

'A6meimtion and displacement amplificition factors ame taken ftom reconumaenitions given in reference 1.

1.60-3

VERTICAL DESIGN RESPONSE SPECTRA

RELATIVE VALUES OF SPECTRUM AMPLIFICATION FACTORS

FOR CONTROL POINTS

Percnt Amplification Factors. for Control Points of Critical Acceleration' 2 Displacements I

oemping A(33 cps) B(9 cps) C(3.5 cps) D10.25 CpS)

0.5 1.0 4.96 5.67' 2.13

2.0 1.0 3.54 4.05 1.67

5.0 1.0 2.61 2.98 1.37

7.0 1.0 2.27 2.59 1.25 I0.0 1.0 1.90 2.17 1.13

'Maximum ground dispiaoCCncnt is taken proportional to maximum ground acceleration and is 36 in. for ground accelcratin of 1.0 gravity.

' Accelcration anipl-aticaton factors for the verti'al design v.sXmnne spectra arc equal to those for uorizontal design rcsponse spectra at a given frequency. whereas displacement amplification factors are 2/3 those for hori- r,lial design response spectra. Thesc ratios between the amplification factors for the two desin response spcctra are in aprcement with those recommcnded in reference 1.

'Thewe values were changed to make this table consistent with the dis.

Luimmin of vertical components in Section 8 of this guide.

REFERENCES

I. Newmark, N. M., John A. Blume, and Kanwar K. Spectra," Urbana, Illinois, USAEC Contract No.

Kapur, "Design Response Spectra for Nuclear Power AT(49-5)-2667. WASH-1255, April 1973.

PIlnts," ASCE Structural Engineering Meeting, San Francisco. April 1973. 3. John A. Blume & Associates, "Recommendations for Shape of Earthquake Response Spectra," San

2. N. M. Newmark Consulting Engineering Services, "A Francisco, California, USAEC Contract No.

Study of Vertical and Horizontal Earthquake AT(49-5)-301 1, WASH-1254, February 1973.

1.60-4

I--

0.1 0.2 0.5 1 2 5 10 20 50 100

FRF IUENCY, qu FIGURE 1. HORIZONTAL DESIGN RESPONSE SPECTRA - SCALED TO lg HORIZONTAL

GROUND ACCELERATION

low0

q~4b

10

KK

0.1 0.2 0. 1 2 5 10 20 50 100

FREQUENCY, q FIGURE 2. VERTICAL DESIGN RESPONSE SPECTRA - SCALED TO 1g HORIZONTAL

GROUND ACCELERATION

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NUCLEAR REGULATORY COMMISSION POS1AGE & FEES PAID

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PERMIT No .Jil OFFICIAL BUSINESS

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