ML13333A775

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Pipe Loads on Structural Members Sample Calculations. W/Two Oversize Drawings.Aperture Cards Are Available in PDR
ML13333A775
Person / Time
Site: San Onofre 
Issue date: 01/31/1984
From:
Southern California Edison Co
To:
Shared Package
ML13310B140 List:
References
NUDOCS 8401110281
Download: ML13333A775 (42)
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Text

ENCLOSURE 4

PIPE LOADS ON STRUCTURAL MEMBERS SAMPLE CALCULATIONS San Onofre Unit 1 January 1984 8401.110261 840106 PDR ADOCK 05000206 P

PDR

PIPE LOADS ON STRUCTURAL MEMBERS SAMPLE CALCULATIONS The two sample problems enclosed are for the purposes of demonstrating the application of the inelastic structural criteria for SONGS 1. The pipe support reaction loads are based on all pipe supports being installed and piping and supports satisfying the BOPMEP criteria.

The sample problems chosen are within the reactor building; however, the procedures, concepts, criteria, etc., are representative of other locations in the plant.

in addition, the following should be considered in the review:

1. The design criteria applicable for evaluation and design of structural steel members is given in Appendix A.
2. Calculations will not be performed for determining whether the beams will be within the elastic or plastic ranges.

Instead, after the computation of the design forces, the ductility demand will be computed and will be compared to the criteria limits set forth in Table 2 of Appendix A. If the ductility demand is less than the criteria limits, no modifications will be implemented. If the ductility demand is larger than the criteria limits, an evaluation will be made on a case-by-case basis to determine the necessity for implementation of the modifications to upgrade the beam to satisfy the criteria limits prior to return to service. The decision for deferral will be based on:

a) Generic conservatisms involved in the computation of design loads.

b) Conservatisms in the allowables.

c) Assurance that sufficient safety factor exists against collapse.

d) Consequences of the failure of the particular beam on the supported pipe(s).

3. Calculations will not be performed for determining whether the connections will be within elastic limits based on present day code allowables. Realistic allowables, consistent with the concept of permissible limited inelastic action of the connected members, will be developed utilizing the intent of the available codes, research and test results.

If the capacity of the connections is less than the criteria limits developed, an evaluation will be made on a case-by-case basis to determine the necessity for implementation of the modifications to upgrade the connections to satisfy the criteria limits prior to return to service.

The decision for deferral will be based on:

-2 a) Generic conservatisms involved in the computation of the design loads.

b) Conservatisms in the allowables for both the connected and connecting members.

c) Assurance that adequate safety factors exist against collapse.

d) Consequences of the failure of the particular connection or the connected member(s) and supported pipe(s).

The contents of the calculations are tabulated in Table 1 for convenience purposes.

0

TABLE 1:

CALCULATION CONTENTS Content Page Numbers Beam 1

Beam 2

Calculation of design forces and moments 3-9 24-27 Check of status of beam a) elastic 9-11 27 b) plastic 11 28 c) inelastic 12 28 Check of connections (elastic) 12-13 29 Design instructure response spectr 14a-14c 30-32a Pipe support data sheets 14-22 32 Location drawing 568107 568109

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3PLANTSUCR SOULTHERN CRLEANI IDSNCOP DY ~~~

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[31CM.Rr CO)D (LE*V)tCD 8~

AME PIP SUT N.S01525H El P.O.__

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