ML20044G613
| ML20044G613 | |
| Person / Time | |
|---|---|
| Site: | Harris, Brunswick, Robinson  |
| Issue date: | 05/11/1993 |
| From: | CAROLINA POWER & LIGHT CO. |
| To: | |
| Shared Package | |
| ML20044G611 | List: |
| References | |
| DG-II.20, NUDOCS 9306040012 | |
| Download: ML20044G613 (28) | |
Text
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CAROLINA POWER & LIGHT COMPAtrl- .;
NUCLEAR ENGINEERING DEPARTMENT-4 I
DESIGN GUIDE FOR f CIVIL / STRUCTURAL OPERABILIT'l REVIEWS l DESIGN GUIDE NUMBER DG'II.20 i
.I I- l Revinion Submitted AnnroO d '-
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co;oy 9306040012.930528 PDR ADDCK'05000324
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. Design Guids No.-DO-II.20' Civil /Strue..Oper Reviews LIST.OF EFFECTIVE PAGES Pace Revision i 5-ii 4~
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- 2 :4 3 4' 4 4 5 4 6 4 7~ -5 8 5-9 5 10 4 11 4' 12 4 13 4 14 4 15 -
4 16 4 17 4-18 4
.19 4 20' 4-21 4 22 -- 4 23 4 24 4 25 4 E+V- 5
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Design Guide No. DG-II.20 ;
Civil /Strue. Oper. Reviews TABLE OF CONTENTS-i Pace No. i t
I. INTRODUCTICN i
1 i A. Purpose 1
B. Applicability >
II. GENERAL
.I 1
A. References 1 f B. Responsibilities e 'r C. General Design Criteria 1
III. PRACTICE 3
A. Acceptability 3
B. Operability 11-C. Reportability ,
l IV. Attachments A. Flow Chart - Procedure to Evaluate 12 ,
Operability'of Systems Other than Piping 13 B. Operability Review Cover Sheet 14 :
C. STSI List Format D .. Brunswick STSI Criteria for Existing Pipe Supports 15 t
V. Appendices
- 1. Basis for Recommended Piping. 25 f Operability Criteria i
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Design Guide No. DG-II.20
. Civil /Strue. Oper< Reviews I. INTRODUCTION A. Purpose i'
The purpose of this design guide is'to establish technical criteria to be followed by Civil Structural Discipline personnel when performing operability /reportability reviews.for HNP, BNP, and RNP. These reviews / analyses relate strictly to the structural aspects of steel structures / components / piping as related to post- ;
seismic operability inclusive of all other loading conditions.. I These criteria are consistent with operability criteria used by ether. utilities. Specific seismic input'to be utilized for operability reviews of. piping at BNP, HNP,'and RNP has been ;
provided by Stevenson & Associates, as summarized ~in Appendix 1, '
in Sections 3, 4 ,' and 5.
l B. Applicability This guidance is applicable to all Civil Structural Discipline '
i personnel (direct and contract) involved in nuclearDeviations plant steelfrom structures / components / piping operability reviews. '
this design guide shall be with the approval of the Chief Civil Engineer only. It is the responsibility of the Responsible i
Engineer to inform the Project ~and Principal Engineers of {'
deviations existing in any submitted calculation.. Deviation from these criteria for operability shall be individually justified and approved by the Chief Civil Engineer. 4 II. GENERAL A. References
- 1. NED Procedure 3.18
- 2. 10CFR50.72.
- 3. BNP 01-04, 01-4.1 '
- 4. RNP Memorandum RNPD/89-3551, 10/25/89
- 5. BNP M-20, M-21 Documents
- 6. ASME Section III, Division 1, Appendix F 7 ASME Section III, Division 1, Appendix U
- 8. Generic Letter 91-18 !
B. Responsibilities Lead Engineer Perform appropriate evaluations as l directed by the Principal Engineer.
Project Engineer Upon approval of structural operability using either the Specific Analysis or Structural Review Panel method, it is the Project Engineer's responsibility to
' ensure steps are taken to document the evaluation in accordance with MED Guideline E-4 utilizing the Operability Review Approval Sheet (Attachment B). ,.,,,
Also, the Project Engineer-shall be responsible for scheduling plant activities restoring the condition to long-term acceptable status as soon as possible. This.-time frame is normally within one refueling outage unless ,
specific action is taken in accordance I with Generic Letter 91-18 (Reference'8).
Each Civil Project Engineer shall' track temporary conditions in their associated area and may use previously established l 1
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Design Guide No. DG-II.20 Civil /Struc. Oper. Reviews methods within plants (such as BNP Facts, NED ACRs, etc.). In addition,-for BNP the project engineer shall report the l condition to the STSI list coordinator and- i include the STSI list coordinator on the j distribution list for the operability assessment EER prepared to-document the j l
evaluation in accordance with Engineering Procedure ENP-12. However, it is
( imperative for each area of Civil to remain aware of the total scope of such conditions such that possible accumulative affects may be considered in future reviews or re-reviews of conditions whose specified time limit is exceeded.
Principal Engineer (Lead Section) Ensure evaluation is performed.in i accordance with plant guidance and this document.
Chief Civil Engineer concurrence with operability /reportability evaluations. Assists in informing plant of conditions per Reference A l'. ,
l 1
- C. General Design Criteria i
i Issues which are identified either by plant personnel.or l internally through the design process may require operability '
review if the condition is considered to deviate from the analyzed
~
design basis. A determination whether operability review is l required per 10CFR50.72 will be the joint decision of plant management and NED and should consider such1 factors as:
- Plant condition at the time the issue is found.
- Whether the issue is covered by other Technical Specification contingencies.
- Required condition of the system in question. j When notified that an operability review is required, the time frame in which the review must be done and the notification '
process shall be per Reference A.1 (i.e., administrative activities). This design guide establishes technical criteria to be followed in the course of the evaluation consistent with !
requirements specified in NRC Generic Letter 91-18. As stated in I GL 91-18, the use of Probabilistic Risk Assessment (FRA) or probabilities of the occurrence of accidents or external The events is recent not acceptable for making operability decisions.
issuance of NRC Generic Letter 91-18 gave clear regulatory j l direction on the expected time a temporary condition is to remain ;
l in the field. In keeping with the intent of GL 91-18, future civil temporary conditions shall designate a specified time limit, t
l on the validity of the evaluation not to exceed the next scheduled )
I RFO. The time limit may be shorter if:
l'
- The condition evaluated is such that design assumptions could change prior to the next RFO. This would include assumptions made on:
O Cperating cenditions, (temperature, pressure. etc.)
O Corrosion allcwances, tincluding pipina, support or support allcwancesi-f Fage II.20-2 f- Rev. 4 l
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Design. Guide No. DG-II.20 civil /Strue. Oper . Reviews i o Fatigue Considerations (structures, piping, or supports)
If provisions cannot be insured an that these_ parameters will remain immediate check on the temporary stable until the next RFO, ccndition status will be required. If the next RFO is appropriate, list the limit by the RFO number, and the current scheduled date (which is subject to change). Any condition exceeding the specified time limit must be reviewed to verify that t
Fixes which cannot be !
the original made by the next evaluation is-still valid.RFO should be discussed with Engineering and Plant Management and should be brought before the Plant PNSC Ccmmittee and the NRC.
III. PPACTICE The evaluation of an existing civil field condition which does notoperability,
-comply with design consists of three stages: acceptability, and reportability.
A. Acceptability Once the conditien is identified, the first issue to be reviewed is < hether or not the condition is acceptable "as-is" with no l
( physical modification. This is defined as meeting:
l i - All applicable code allowable stresses (AIGC, ACI, AWS, ANSI, ASME, etc.). .
- Expansion anchor Factor of Safety of 4 or 5 as required.
I l
- Use of design basis damping ratio.
~
FSAR and technical specification commitments.
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- Utilizing accepted industry practice for analysis.
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If the condition meets the acceptability criteria, the analysis verbally may be documented by standard calculation and the plant notified. If the condition does not meet acceptability criteria, based on the issue and upon management concurrence, generate an Adverse Condition Report (ACR) per Reference A.1 and proceed to the operability review.
B. Operability l
Civil / structural operability is defined as the ability of a j
structure / component to perform its required safety function following a design basis event without gross permanent deformation or detrimental effect on adjacent safety-related components /etructures.
All civil / structural operability reviews '
shall be documented on EERs f or BNP and RNP and on PCRs for HMP.
This evaluation shall contain, at a minimum, all critical . J__
assumptions and docimentation supporting the operability determination. In addition, for EUP the condition shall be 4 renorted to tha STSI list coordinator and the STSI list This l coorcinator sha11 be includedto enbethe EER distribution tracked 1ist. so that by engineering shall enable these conditions the total scope of such conditions identified will be documented.
I Items mey be added to the STSI list prior to issuance of the OA l EER to facilitate tracking of these conditions and scheduling of )
l required fixes. The STSI list shall have the format as shown in '
Attachment C and b+ distributed quarterly. Conditions that require f urther review or invest'igation, but are not deemed to be cperabilit/ concerns based en available informatien chall be Page.II.20-3 L Eev 4
Design Guide No. DG-II.20 Civil /Strue. Oper. Reviews (EFIsl. These tracked as Engineering Follow-up Itemscoordinator.and conditions issued as an ;
shall be reported to the STSI list i addendum to the STSI list, Every ef fort will be made to field verify critical assumptions made in any operability review. If a. structure / component the' assumptions is not accessible due to plant operating status, requiring verification shall be clearly noted.within the. body of the calculation and also noted as a required field follow-up as an action item to the EER. The engineer performing the evaluation is Also,'with the. exception of responsible to ensure this occurs. under the existing-DTOP ENP pipe support short term evaluations, program, all temnorary conditions must contain a 10CFR50.59_
review. The practice or documenting operability reviews on EERs tor BNP and RNP (PCRs for HNP) should insure this practice.is followed. These evaluations should now be is included.in met. ENPEERs.or pipe PCRs to insure the 10CFR50.59 requirement 10CFR50.59 requirement supports are the only exception to this because STSI allowables contained in this design guide had a 10CFR50.59 review performed on them, and the STSI philosophy was documented by CPLL to the NRC as part of.the IE Sulletin 79-14 procedure and in the UFSAR Section 3.9.1.4.
Historically, operability of BNP pipe supports, evaluated under the existing DTOP program, was determined using the acceptance Effective October 21, 1992, all criteria found in Attachment D.
operability evaluations (BNP, HNP, RNP) shall utilize the specifically acceptance criteria found in Section III.B.1 unless ,
noted otherwise in this design guide.
This specific operability evaluation may be accomplished in either of two ways:
Specific analysis or testing using the structural / mechanical as acceptance limits established in this guideline, appropriate. This method is preferred and may be used in i all cases.
- A review and approval by an established " Senior Structural Review Panel." This method may only be used with the
. concurrence of the Chief Civil Engineer or designee and only under specified conditions.
Other documented criteria not incorporated into this document may be used if listed by reference in Section II.A.
- 1. Snacific Analysis:
- a. Structural Items (nonpipe support)
This includes all component type support systems including cable tray, conduit. HVAC, miscellaneous l equipment , and miscellaneous steel structures.
! Specific evaluations of conduit using CDG-013 critaria l shall be documented as a Senior Structural Review l
Panel Evaluation (Section B.2). In general, structural ecmponents shall be considered operable if, based on either computer or hand calculations, all material stress limits are less than 1.6 times normal AISC allowables for tension, bendino, shear, and compression. For shear, an additicnal check shall be made to ensure the stress limit in shear due to dead Neight only does not exceed 1.4 times ncrmal AIGC limits in memberc and bolts.
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. Design Guide No.-DG-II.20. 1 Civil /Struc..Oper.' Reviews l_ i l-l I~
'Other Provisions: . , .
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. The-plastic section modulus of steel. shapes may--
[ be used in calculating material; stresses. ,
Welding' stress limits shall not exc'eed.l.6: times AISC allowables. ,
! Factor of safety for expansionfancnors should be
' greater than 2. For embedded plate Nelson l studs,1 factor of safety > 1;4 against concrete
. ultimate capacity 1shall be maintained.
l . Damping ratios may be increased based on
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l increased stress levels or test data. ,- . ,
[ + No gross component / structure' deformation is l introduced resulting.in: questionable component /
[. structure performance. '
. No excessive deflections arenintroduced i resulting in an unevaluated spatial: interaction ;
( with adjacent component / structure. ,
I seismic-block wall' issues 1shall be addressed'in accordance'with approved IEB 80-11 SER and existing.
calculations. ',
Equipment. foundation issues shall be addressed using L standard structural techniques (overturning, anchorage l i check, etc.) or using approved A-46 Generic Implementation procedure, i
- b. Mechanical discipline components / structures _(i.e.,
piping and pipe supports) in question may-be- '
considered operable based on specific computer or; hand calculations utiliting elastic analysis techniques' ,
provided'the following conditions are satisfied: .
- The following material stress limits for ductile l
structural' steels are not exceeded unless noted otherwise t
Tensile Stress - shall not exceed lesser of' t 1.2 Sy and 0.7 Su* '<
Shear Stress - shall not exceed lesser of l 0.72 Sy and 0.42 Su (0.55 Sy f or dead weight loads)
Bending Stress-- '
shall not exceed (f) Sy for compact sections where the plastic shape factor (f) = Z/5 Z.= plastic section modulus S = elastic section modulus . .....
and 1.11 Sy J 0.7 9 - 0.002 (by / 2t. ) (Sy) '] ,
for noncompact sections Compressive Stress .shall not +xceed 0.67 times the critical buckling load determined by a comprehensive stability analysis Weld Stress - .485u
- Special consideratien required for pin-connepted memoers and threaded parts..
l' rage II.00-5 Eev. 4 i
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Design ~ Guide 1No. DG-II.20 l Civil /Struc.-Oper. Reviews.
I'
. For bolts in' bearing type connections,.the following material stress limits are not exceeded:
Tensile Stress - shall not exceed: lesser of Syfand l 0.7 Su Shear Stress - shall not exceed-lesser of 0.6 Sy ,
and 0.42 Su
- ' For component standard supports, vendor-'specified faulted allowable loads'shall be used, if available. Otherwise, normal allowable loads-shall be increased by the' appropriate design ,
! factor.
t l
D.F. = 1.2 (Sy/Ft) not_to exceed 0.7 (Su/Ft),
where: i
.sy = material yield stress ,
Su = material ultimate' tensile stress' l
Ft = material allowable tensile stress i
In addition, allowable load shall not exceed'O.67-L
}' times-the critical buckling strength of the l j component.
t I
- Operability of-the following components shall'be evaluated against the STSI limits' established in Attachment D:
HSSA Snubbers
- U-Bolts- !
f
- EA3 off-Axis Clamps 1
Pipe movements / load directions'shall'be reviewed-l -
! to ensure that support function is maintained, for ,
example: ,
- spring support shall not top or bottom out' :
- no uplift on' rods
- . vertical only restraints shall not resist j lateral loads ,
. Factor of. safety for' expansion. anchors is greater than 2. For embedded plate. Nelson:
-studs, factor of safety > 1.4 against concrete ultimate capacity.
- Damping ratios increased based on increased stress levels or test data, - (See Piping Section for acceptable pipe ~ damping ratios for
~
i operability.)
. No gross component / structure deformation in i....
introduced resulting in questionable component / structure performance. J l
- No excessive deflections are introduced resulting in an unevaluated. spatial interaction with adjacent safety-related l
)
components /struerures i
- c. The riirind . in question nay be Lconsidsred operable t
' provioed the following conditions.are satisfi,ed:
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Design Guide No. DG-II.20' '
Civil /Struc. Oper. Reviews
- The following load combination will be used in the evaluation: J Po + D ,
Po + .D+ (DBE ,x2 + Tr 2) u2 and Po + D + DBE' ,x
= Operating Pressure Po D = Deadweight DBE ,3 = Maximum resultant loading at a ,
piping location considering all design basis seismic- t inertia analysis case runs '
DBE'ux = Maximum resultant seismic anchor motion loading Tr = Thrust or transient due to ,
safety. relief valve. discharge. l valve trip, or fluid flow l
. For the initial evaluation, the piping shall be judged capablewith of meeting operability a one time occurrence of DBE, requirements, if the following equations / criteria are met:
2 + [Sj + 4S 231/2 8 2. 0 S y_ (1)
Po [df/ (D - df)]
and (la)
(S,2,# 4 g,2) 1/2 8 2. 0 Sy ,
and i Po 2
[d / (D* - df)] + [ S2 ,y + 4g e ] 1/2 8 0.9 Sy (1b)
[(i M3p) 2 + { j gbe) 2) 1/2 ,
[2 t 1. 0]
S3 =
Z.
- M
= i S' 2Z
[(i M'3p)2 . (j gi e) 2) 1/2 ,
f { .1 t 1. 0 ]
l S 3= Z
~ "**~
M
I.
S= 22 i = Applicable stress intensification factor (i 2 1.0)
M, , = Bending moment in plane of member due to absolute summation of deadweight and the CRGS of seismic and any applicable transi-nt, load (in-lb) l Paae II.20 'T E+V '
. . I Design Guide No. DG-II.20 {
Civil /Strue. Oper. Reviews ;
- i Mn
= Bending moment transverse plane of member due to absolute summation of deadweight l j
and the SRSS of seismic and any applicable transient-load (in-lb) r l
= Torsional moment due to abs. summation of M.
deadweight and the SRSS'of seirmic and l any applicable transient load ,in-lb) 1 M' m = Bending moment in plane of member due to seismic anchor motions.
I M's - = Bending moment transverso plane'of member.
due to seismic anchor mo-';ons M', = Torsional' moment due t' seismic anchor motions 3 = Elastic section w:.dulus of the pipe - (in')
d, '= Nominal insidc diameter of the piping l
'(in) f D, = Nominal outside diameter of the piping i (in)- -r
= Operating Pressure.(psi) which occurs co-P.
incidently with the DEE'
= Specified minimum material yield stress I S ,.
(minimum tensile yield) at normal ,
operating. temperature (psi) [
D, + di t l r., =
l t
= Nominal pipe thickness (in) above,. l l - For any points which exceed Equation-(1) I acceptance of operability can be demonstrated by '
l meeting the followina equation:
Pp + .7 5 i ' M" s 2 . 0 SY
\ ( . 7 5 2 ) t 1 -. 0) (2) 4C Z and i M '8 s . 2. 0 Sy {i t 1. 0] (2a)-
~ * * * ~
l Z i
and 12b>
Po (df / (Dl - dl) }
+ (Slcu i 4Swg) U2 1 0.9 S y Mo = (Mlp + Mlt + Ml) U; l
Page II.20-3 ,
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Design Guide.No. DG-II.20 civil /Strue. Oper. Reviews
= (M '*p + M ,2,e g ,2)r U2 '
M '3 i, P. , D,, t, M ,, Mn, M , M' g, M'n, 1
M'., S,y Z defined per above.
. If isolated(1) locations exceedacceptance and (2) above, the criteriaofof Equations j operability may be demonstrated by meeting the follcwing:
0 Demonstrate the locations are in the non-Q 4 portion of the system.
0 Demonstrate the piping in6t.e vicinity of the location meet Equations (1), 'lla), and (1b) or (2), (2a),:and (2b)'above.
i l
O Meeting the following' equations:
Pp ,75i M8 .
(3)
+
z s3 [(.75 2) h 1.0) sc r and iM'a s 2.0 Sy (3a)
Z
$' = the greater of 2.0 S or .7 y S,,
S, = minimum spe-cified ultimate material ;
strength (psi)
P-, D., t, M,, M',, 2, i, S, defined per above.
- Additional operability considerationstrequirements:
- For ASME Code defined parameters not otherwise identified herein, the 1975 Edition of the ASME Section III Class 2 - 1975 edition will be used. l
- Dynamic response spectra analysis for short-term operability evaluations.will use broadened response spectra curves with piping equipment damping values of 2% or less of critical damping for RMP. For BNP and HUP, approved pipe damping shall be used. [Ref. Appendix'l.] . - - .
. Secondary loads (including SAMs) have been considered in the support design.
. Mo excessive deflections are' introduced resulting in an unevaluated spatial interaction with adjacent safety-related components / structures.
Page II.20-9 Eev
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Design Guide No.'DG-II.20 '
Civil /Struc. Oper. Reviews
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- a. Other evaluation conditions may be imposed at the discretion of the Chief Civil Engineer. In lieu of.
analysis, a test (static or dynamic) may be used and the component deemed operable if the test shows it can
. meet its intended function following a seismic event.
t
- 2. Structural Review Panel .
l This method of evaluation of operability concerns is to be used only with the concurrence of the Chief Civil Engineer ,
or his designee. Considerations to be' addressed when using. l l
this method include. i
. - Complexity of problem-being evaluated.
j l
. Similarity of the problem with other designs 'or ,
I l evaluations.
. Availability of industry data directly relating to 'the ;
issue.
l
' . Experience et engineers involved with related issues. ;
The purpose of the struct' ural review method of operability 1 determination.is to utilize engineering judgement, experience, and evaluation of only those quality attributes ,
which significantly limit the ability of the structure to ,!
function to its design. requirements post-earthquake. It l
will be used as'an interim measure only. Long-term acceptability will be based on meeting the design bases defined for the plant.
The method consists of the two primary parts:
- a. System Walkdown ,
The' system whose operability is in question will be ;
walked down and reviewed by two experienced structural engineers. These engineers shall have a minimum five' .
years of nuclear structural engineering experience. i The walkdown shall review and identify critical areas of potential failure and gather enough field data for j an evaluation. Examples of critical attributes !
include the effects of seismic anchor movements or spatial interactions as well as anchorage adequacy.
The appropriate Project or Principal Engineer will outline to the Walkdown Team critical' attributes which l must be considered but will not limit the Team's. l judgement.
- b. Evaluation and Approval 1
The evaluation of system structural operability will.
consist of enough information to convey the logic upgi to determine that the system will perform all necessary safety functions post-earthquake. This could be a simple write-up of the conditions considered with simplified calculatiens on critical-attributes. This evaluation will be signed by both Walkdown Team members. Ttv minimum approval of the evaluation will be three Civil Discipline supervisory personnel to include the Chief Civil Engineer.
Rev. 4 page II.20-10
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'4 b Design Guide Wo..DG-II.20 ~
Civil /Strue. Oper. Reviews If'the' condition does not meet the operability criteria, the following steps should be taken:
The Chief Civil Engineer should be notified for concurrence '
with the evaluation. -
, Provisions of Reference A.1 should be invoked to notify the ;
plant to determine responsibility for performing JCO j (Justification for Continued Operation). ~
Work with the plant to determine if fixes can be made within ;
system LCO (Limited Condition of Operation) window per. .
Technical. Specifications.
Work with other NED discipline personnel to determine if component is necessary for safe shutdown fi.e., Mechanical, ,
Electrical Discipline personnel may determine the component need not operate post-earthquake). .This evaluation shall ;
require a 10CFR50.59 review.
Document operability calculation in accordance with NED ,
Guideline E-4 utilizing the Operability Review Approval l Sheet (Attachment B).. ~
The criteria contained herein are for general conditions, i Specific criteria cited for specific conditions will supersede this document.
C. Reportability Reportability calls to'the NRC per Technical Specification guidance and 10CFR50.72 is the responsibility of the plant For Civil / Stress / Structural items, the. plant will request assistance .i in determining reportability once an item is. determined to be.
inoperable. Various plant procedures are involved, however, a '
typical situation puts the plant in a condition whereby it could potentially not shut down. safely post-earthquake. Criteria to
-perform reportability evaluations for Civil are as follows:
Advanced evaluation techniques, such as analysis time history, or system analysis (support and piping) may be used to determine the actual mode'of failure of the component.
I Testing may be used on the component as a whole or critical parts.
Additional criteris may be imposed by the Civil Principal Engineer or Chief Civil Engineer as conditions warrant.
Results of the evaluation should allow determination of whether actual gross structural failure of the component is expected and i if that failure would put the plant in an unsafe condition. The 1 reportability evaluation documentation should include cause, ,. .
I corrective actions required, and address any similar plant conditions.
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i Design Guide No. DG-II.20 Civil /Strue. Oper. Reviews l
l l ATTACHMDTP A PROCEDURE TO EVALUATE OPERABluTY OF SYSEMS OTHER THAN PIPING identificanon of Start : ' eue,by M m ,
lr.-
, or docarnentation review
'r Does Yes condition Crttena (see -
inset : Section Ill.A).
critetta?
l No _.
1r 1r g Prepare desion danciency report. .,
i
- 1r i i '
l Complete documentabon Does for operability and Yes the systern .' Crtteria (see
! schedule actr'1 ties to ; meet structural : Sechon 111.B). t l restore the system to an operability i acceptable conditiort crteria? l l
No ir Notty the plert of
- Determine fixes to
= Addraes similar # .-
condulons (if any) N Teaponsib .
I 1r Criteria (see Secten Ill.C).
1st Screen - Declare reportable !!
' there a no benefit in dong tre evaluabon.
Yes is the 2nd Screen - Do you expect ;
Notih the plant to -
conditkn - structural failure in any form prepare NRC report. '
reportabk?
ony considering the local effects of the conditiort 3rd Screen - Will tre condttion .
prevent safe shutdown or endanger l g the general public (mectarucal, e4ectncal, systems determnehon).-
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l Design Guide No. DG-II.20 i Civil /Struc. Oper. Reviews l
ATTACHMENT B l
CAROLINA POWER & LIGHT CCMPANY OPERABILITY REVIEW FOR I
tPlant) }
l t
(System)
{
l i j EVALUATION ID MUMBER: I
! 6 l t l SAFETY CLASSIFICATION: '
! i SEISMIC CLASSIFICATION: j METHOD OF EVALUATION UTILIZED: METHOD 1: SPECIFIC ANALYSIS / TESTING ,
i METHOD 2: SENIOR STRUCTURAL REVIEW PANEL- .l WA'LKDOWN TEAM: !
l l f
APPROVALS: !
Rev. By Checked Project Approved (Method'2 only)
Engineer Principal . Discipline' !
Manager J l -l l
i l
Eev. 4 Page II.20-13
Design Guide No. DG-II.20 Civil /Strue. Oper. Reviews--
ATTACHMENT C FCRMAT OF STSI LIST
'l Date:
STSI Item: Status:
Contact:
Title:
Unit: System: Iso. No. EER No.. !
Calc. No.: Outage Required? (Yes/No): ,
l
.PM1: PM2:
t Ref. )
l Deseription: i r
s I
I, t
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i Design Guide No. DG-II.20 Civil /Struc. Oper. Reviews ATTACHMElfl' D l
l Brunswick STSI Criteria for Existing Pipe Supports (Ref. Report No. 7865-007-s-M-021)
Allowable anchor loads shall be 1/2 ultimate published loads.
Adjustment of published allowable loads for concrete strengths other than those provided by vendor shall be made in accordance with vendor's recommendations.
- Limits provided below shall not be exceeded: !
Tension - Yield l Bearing - Yield Bending - Yield x Shape Factor x [(F s(21.6)
Allow)1 l Shear - Yield x .625 Compression - (Yield x AISC) - 21.6 Weld Joints - Controlled by Base Metal at Joint Factory Supplied Components - 3 x catalog load '
- Note: Shape factor used in the above bending equation is the ratio
- l of the plastic section modulus to elastic section modulus.
For example:
Plastic Section Modulus = Shape Factor j Elastic Section Modulus Also, (Fs Allow) s 1 (21.6)
Typical Shape Factors ,
Rectangular Shapes (Plates) 1.5 Wide Flange Shapes 1.14 Circular Shapes 1.7 +
Hydraulic Snubber Allowable Loads (Bergen Paterson Model " HSSA")
Size w/ Standard w/JHeavy-Duty- 9 Max.1 Pin to Relief Valve Reliaf; Valve- Pin Dim. ,
Spring Spring- '(Model ~ 252) 1 i
-3 4500# 5010# 7'-2" -~
-10 15000# 16700* 6*-7"
-20 30000# 33400# 6'-4"
-30 45000* 50100# 6'-6" Fev. 4 Page II.20-lE l
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l Design Guids No. DG-II.20 Civil /Struc. Oper. Reviews l l
- Strut Allowable Loads (Bergen Paterson Model "RSSA") i l
. Size: CAllowable: Load: '9 Max 5 Fin-to-PinEDim.;-
l -3 5010# 7'-2" i
-10 16700# 6'-7" l
-20 33400# 6'-4"
-30 50100# 6'-6" l
Loese U-Bolt Capacity Loads Stock. .. ; Pi. .. . l Pi .
Pipe Size .Dia. ~ Tension- Esideload
- (in.)- (in.)- (1bs.)- 5;(1bs . )
1/2 1/4 900 300 3/4 1/4 900 300 l
1 1/4 900 300 1M 3/8 2280 740 1M 3/8 2280 740 2 3/8 2280 740 2M 1/2 4225 1390 3 1/2 4225 1390 3M 1/2 4225 1390 4 1/2 4225 1390 5 1/2 4225 1390 i 6 5/8 6770 2220 8 5/8 6770 2220 10 3/4 10135 3320 12 7/8 14100 4630 14 7/8 14100 4630 16 7/8 14100 4630 18 1 18550 6110 20 1 18550 6110 e ..
24 1 18550 6110 30 1 18550 6110 Mote: Uce straight line interaction for cases with loading in both P. and P directions.
Materials: SA-36, SA-307, Gr. B Oesign Temperature: 65voF a
Eev. 4 Page ::.20-16
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Design Guide No. DG-II.00 l Civil /Strue. Oper. Reviews j I
i l - Single U-Bolt Capacity Loads (Tight Condition)
I
- System Preload a 20% of Yield Stress
- Material Allowable Stress, S = 15000 psi
- Material Yield Stress = 36000 psi Nominal P, . . Pu ~ Side - 'Prn Axial Mn Torsion-i Pipe Size- .. Tension .. Load. Load: . Load.
(1b)J (in-lb),
(in.): -Load- (1b)'
~(1b)-
2192 537 247 252 1/2 2192 .t B7 247 315 3/4 2192 435 247 395 1
4950 1059 555 1120 1 1/4 l 1285 1 1/2 4950 995 555 4950 907 555 1605 2
8810 1671 989 3455 2 1/2 3 8810 1545 989 4207 8810 1472 989 4808 3 1/2 I 8810 1418 989 5409 4
8810 1330 989 6687 ;
5 6 13800 2110 1546 12440 Notes: 1. capacity indicated is for the load acting alone.
- 2. Preload must produce at least 20% yield stress for results'to be applicable.
Page 11.20-17 Eev -
. _ _ _ _ . _. _ . . . . _ m._ . . - - _ . . .
Design Guide No. DG-II.20 Civil /Struc. Oper. Reviews
-1
- Double U-Bolt. Capacity Loads.(Tight Condition) l
- System Preload = 20% of 'tield Stress
[ - Material Allowable Stress,.S = 15000 psi
- Material Yield Stress = 36000 psi I
_f? Pg . ):Fffi.o 5.'diAa.A Loddp )TensiLoad- 3 Mie L ,
. Nominal'.- :-; PR Axialf ._. Couplei; : Couple.. Torsionali !
' Pipe.Siza> Tensionh Sidei ' Loadi j (Load 4 My. ' 37:
'(inp); (Load.: ?.Loadi
- 0 (1b); - dam ds ^- L(in-lb)? '
- (1b)s .(Ib);
- l? .
- (1b)A f(1b)? {
504 .!
494 537 2192 1/2 4384 1074 '
487 2192 630 3/4- 4384 974 494 435 2192 790 1 4384 870 494 1059 4950' 2240 1 1/4 9900 2118 1110 995 4950 2570 1 1/2 9900 1990 1110
~907 4950 3210 2 9900 1814 1110- ?
1671 8810 6910 ,
2 1/2 17620 3342 1978 1545 8810 8414 ,
3 17620 3090 1978 e l' 9616 1978- 1472 8810 l
3 1/2 17620 2944 l I 1418 8810 10818 f
4' 17620 2836 1978 >
1330 8810 13374 5 17620 2660 1978
-2110 13800 24880 6 27600 4220 3092 t I
i-Motes: 1. dB = Distance'between U-Bolts '
Capacity indicated is for the load acting alone l
2.
- 3. Preload must produce at least 20% yield stresc for results- l to be applicable.
?
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Page II.20-18 l Fev. 4 .. .
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, . -. _ . - . . - . . - - _ _ . .. -. _ .. .. ._ . - - . . _ . . , - . . . . . .. . c _ . . . . _ , . . _ ,
I Design Guide No. DG-II.20 Civil /Struc. Oper. Reviews Figure 1 of 6 j
Bergen-Paterson (Standard) EA-3 Clamp i PV N Max. i AllowableI GS 6500F '--
NominallRating; STSI
f 3k 5010#
10k 16700#
20k 33400#
30k 50100#
I f
- Values based on maximum capacity of snubber units'(HSSA1-for level indi . cced. These allowables are derived from mechanical for function of the temperature i
sn soer relief valve spring ,no increase of allowable l
is permitted in excess of these values.
l 4 4 l u n .
87 / 0. . S,1 /
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1s... -a --
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~ y 4. r. -
s t: ,'
enanas a
%*w l
,m L .3-i
, / _:
?
s .......
. - b . ,
ts. 2 J
- W;L' '
.JLa Pace'II.20-19 Fev, ;
i i
Design Guide No. DG-II.20 'l J
Civil /Strue. Oper. Reviews l
j Figure 2 of 6 EA-3 Clamp for HSSA-3, RSSA-3 l 1
i Pg M
j d g ,
1 o .
!e at 1; I: .
- i. 't T l','l.
i 4llll3
- PH-:kilowable-l9 6500F
. :~ (1bs . ) ~
' Pips: . 7 Ri: lL E?; .: Stock'J size- :EIn. un.; .. .. .
lsTSI'
.' t e r- b '-
1 1/2i 0.95 4 3/4 5/16 2 590 j ,
2 1.19 5 5/16 2 590 i 2 1/2 1.44 5 3/4 3/8 2 735 t
3 1.75 6 3/8 2 745 i t
4 2.25 7 3/8 2 1/2 850 5 2.78 7 1/2 3/8 2 1/2 855 l
' 6 3.31 8 3/8 2 1/2 860 1
-1 8 4.31 9 1/2 1/2 2 1045 10 5.38 11 1/2 2 970 12 6.38 12 1/2 2 1/2 1240 14 7.0 13 1/2 3 1425 16 8.0 14 1/2 3 1425
- 18 9.0 15 1/2 3- 1425 20 10.0 16 1/2 4 1940 24 12.0 18 5/8 3 2155-I 21 5/8 3 2155 ;
.30 q -15.0 r
1 36 24 5/8 4 2955 ;
1 18.0 1 Page II.20-20 Fev. 4
! r+- , . . . . . ,
- W* ep y. _ ,,
I Design Guide No. DG-II.20 Civil /Struc. Oper. Reviews Figure 3 of 6 EA-3 Clarnp f or HSSA-10, RSSA-10 j i
)
i Pg h T, 4"'l
!as!
o . 11 1: .
is !:
i
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e i 4lllll3
[PH Allowable 9;650*F.
(1bn . ) .;
.I s
. Pipe -r-
}Rn . E: ?Stocki . .
.; STBX .!
Bize: In. 52n, ;.
to: 7 b .- ,
3 1.75 7 3/4 1/2 4 1940 3 1/2 2.0 7 3/4 1/2 4 '2020 4
4 2.25 8 1/4 1/2 4 1940 5 2.78 8 3/4 1/2 4 1950 6 3.31 9 1/2 5/8 4 2865 ,
i 2865 8 4.31 10 1/2 5/8 4 r 5.38 12 3/4 4 3780 10 6.38 13 3/4 4 3780 12 7.0 14 7/8 4 1/2 5425 14 8.0 15 7/B 4 1/2 5425 9 16 9.0 16 7/8 4 1/2 5425 18 10.0 17 1 5 7790 20 i
12.0 19 1 5 7790 i 24 14.0 21 1 1/8 6 11815 28 t
30 15.0 22 1 1/8 6 11810 l
l^
i Pace !!.20-21
? e': ;
Design Guide No. DG-II.20 ;
Civil /Strue. Oper. Reviews- l l
Figure 4 of 6 f EA-3 Clatup for HSSA-20, RSSA-20 )
l 1
1 M
Pg 4 " r, 1 o .
f a af
- 8. n ;
t 4:"3 1
?
!.PHfAllowable 9--650*r- i (1bs . ) '
1 E I:! TStonk:: STSIb Pipee . :R'.
size- In.: -; In.- ..
.. te r ::b
4 1/2 3350 ,
4 l 2 25 8 1/4 5/8 4 4165 l 2.78 8 3/4 3/4 -
5 s 6 3.31 9 1/2 3/4 4 1/2 4575 4.31 10 1/2 7/8 4 1/2 6090 8 :
5.38 12 7/8 4 1/2 5715 10 12 )6.38 13 1 5 8210 5 7790-14 l 7.0 14 'l 5 7790 16 l 8.0 15 1 6 11815 18 l 9.0 16 1 1/8 20 ! 10.0 17 1 1/8 6 11815 ,
i 22 J 11.0 18 1 1/8 6 11815 24 f12.0 19 1 1/8 6' '11815 26 13.0 20 1 1/8 6 11815 1 28 l14.0 21 1 1/4 6 14330 30 15.0 22 1/2 -1 1/4 6 13440 f 33 l16.5 24 1 1/4 6 13440 ;
1 1/2 6 17630 36 l18.0 26 7 26155 36 l18.0 26 1/2 1 3/4 F479' !I 20-22
?+v.
i
Design Guide No. DG-II.20 Civil /Struc. Oper. Reviews Figure 5 of 6 EA-3 Clamp f or HSSA-30, RSSA-30 M
WC 4 o r, .
3 o e
!a n!
!I e4 I
I blll3
'yP'n' Allowable 9 650*F.
? (1bs . ).
Pipe- RI . E[ ~ Stock'
-In. . In k -STSI-Sizex . . .
..'b.
' .tc - .
4 2.25 9 1/4 3/4 5 4565 5 2.78 10 7/8 4 4625 6 3.31 11 7/8 5 5570 8 4.31 12 1 5 7130 10 ,5.38 13 1/2 1 6 8265 12 6.38 14 1/2 1 1/8 6 10280 14 ) 7.0 16 1 1/4 5 9250 16 8.0 17 1 1/4 5 9250 18 9.0 18 1 1/4 6 11330 20 10.0 19 1 1/4 6 11330 22 11.0 21 1 1/2 6 14320 24 ,12.0 22 1 1/2 6 14320 26 13.0 23 1 1/2 6 14320
+--
28 14.0 24 1 1/2 6 14320 30 15.0 25 1 1/2 6 '14320 34 17.0 27 1 1/2 7 17000 36 18.0 28 1 1/2 8 19695 38 19.0 29 1 1/2 8 19695 Pace II.20-23 Fev 4
Design Guide No. DG-II.20 Civil /Strue. Oper. Reviews Figure 6 of 6 Interaction curve for Bergen-Paterson (Standard) EA-3 Pipe Clamps Pv A cr /
Y f2-.--Ph I
e
(- .
)
FV/ F V gAx () l ()
l
- 1. 0. -
N k --
99 _ _ N s 0.8 - - .
4
,x x
n-0.6 - -
t
~2 Ph Pv ,
-- c 284
- h 1.0
" ~ ~
Ph g3x j Pv MAX j
4 -
PEF. UE&C C ALC. 9527-9-PSSS-74-F i
i l !
l !
l 4
I' i1 __
I I ! I j I f f 4 t i T I Ph/Ph M A X, 0.1 02 0.3 04 0.5 0.6 0.7 0.8 0.9 1.0
!!c t e : F H_ ,m - PV..,,. are the maximum capacit ies of the clamp for the service condition investigated.
race 11.20-24 F; ,
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. .- .. .. . _ ~ . . , . _ . . _ _ . . . .
Design Guide No..DG-II.20 Civil /Struc. Oper. Reviews J
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APPDIDIX 1 Basis For Recommended Piping Operability Criteria +
(See following 11 pages)
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