ML20214M993
| ML20214M993 | |
| Person / Time | |
|---|---|
| Site: | Sequoyah  |
| Issue date: | 05/26/1987 |
| From: | Gridley R TENNESSEE VALLEY AUTHORITY |
| To: | NRC OFFICE OF ADMINISTRATION & RESOURCES MANAGEMENT (ARM) |
| Shared Package | |
| ML20214M997 | List: |
| References | |
| NUDOCS 8706020011 | |
| Download: ML20214M993 (135) | |
Text
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T TENNESSEE VALLEY AUTHORITY CHATTANOOGA. TENNESSEE 37401 SN 157B Lookout Place MAY 2 6 687 U.S. Nuclear Regulatory Commission ATTN: Document Control Desk Washington, D.C. 120555 Gentlemen:
In the Matter of
)
Docket Nos. 50-327 Tennessee Valley Authority
)
50-328 SEQUOYAH NUCLEAR PLANT (SQN) - SUPPLEMENT INFORMATION - PLATFORM AND MISCELLANEOUS STEEL THERMAL GROWTH On April 22, 1987 a telephone conference call was held between TVA and NRC to discuss the SQN Nuclear Performance Plan (NPP) Volume 2, Revision 1 Section 15.5.
This'section describes a condition whereby inadequate thermal clearances were provided around some structural platforms and miscellaneous steel in the Auxiliary and Containment Buildings. NRC evaluation and
-disposition of this item necessitates the submittal of additional TVA
-background information.
Enclosed for your information is the requested SQN engineering report (SCR SQNCEB86103, Rev. 1) and the applicable sections of the referenced design criteria (SQN-DC-V-1.3.3.1).
Additionally, supplemental inforration was requested for TVA submittal including discussions of problem background, scope, status, guidelines and procedures for resolution, and modification processes.
TVA has compiled this supplemental information and provides it as enclosure 1.
Also, examples of pass and fail platform analyses have been included for NRC review.
-This submittal completes TVA's commitment dated April 22, 1987. If any questions exist, please telephone M. R. Harding at (615) 870-6422.
Very truly yours, TENNESSEE VALLEY AUTHORITY f
m
. N.NM
$ff0$oobk$00 7
P gdt.cridley, Director Nuclear Safety and Licensing Enclosures cc: see page 2 Y
7
\\
i An Equal Opportunity Employer
4,..
. U.S. Nuclear Regulatory Commission ALAY 2 6 2387 cc (Enclosures):
Mr. G. G. Zech, Assistant Director for Inspection Programs Office of Special Projects U.S. Nuclear Regulatory Conmission 101'Marietta Street, NW, Suite 2900 Atlanta, Georgia 30323-Sequoyah Resident Inspector Sequoyah Nuclear Plant 2600 Igou Ferry Road Soddy Daisy, Tennessee 37379 Mr. J. A..Zwolinski, Assistant Director for Projects Division of TVA Projects Office of Special Projects 4350 East West Highway EWW 322 Bethesda, Maryland 20814 1
{-
ENCLOSURE I SUPPLEMENTAL INFORMATIOM REGARDZNG THERMAL EFFECTS ON MISCELLANEOUS AND STRUCTURAL. STEEL
- 1. STATUS The design has been completed.
The design effort was performed primarily between December 11, 1986 and January 30, 1987.
Approximately 2000 man-hours-were expended on this project.
'The resolution of several unverified assumptions contained in the-calculations is scheduled for completion by June 1, 1987.
The implementation.cf modifications to'four miscellaneous steel features is in progress.
2.-BACKGROUND This condition was written as a result of Employee Concern Report 220.11 SON R1.
The actions to resolve this condition will be tracked and reviewed by the Empicyee Concern Program.
This activity _is also' tracked as a Condition Adverse to Quality.
- 3. DESCRIPTION This condition is described by Significant Condition Report SCRSONCEB86103 which states:
1 Some miscellaneous and structural steel structures were designed and installed without proper consideration of thermal load.
The requirement to consider thermal load is specified by design criteria SON-DC-U-1.3.3.1.
' Definitions Thermal stresses are an example of secondary stresses as described by ANSI /AISC N690-1989 Commentary paragraph CD 1.S.7.2.
The commentary further stipulates that sufficient ductility must exist corresponding
+a a stress component for that component to be classified as secondary.
Ductility ratios defined by industry standards such as ANSI /AISC N690-1984 Commentary paragraph CQ 1.S.B were recognized.
4.
SCOPE A thorough drawinn review was performed by experienced design engineers who are familiar with thermal evaluations (See i
Attachment A).
The purpose of this review was to identify all structural and miscellaneous steel structures which appear to be i
thermally restrained to the point that the resulting thermal growth might damage itself or adjacent structures.
The results of this evaluation are documented in DNE-CEB Calculation SCG1S81.
+
A thermal evaluation was performed for each of those structures t
l THERM.NRC Page 1 cf 9
)
SUPPLEMENTAL INFORMATION REGARDING THERMAL EFFECTS ON MISCELLANEOUS AND STRUCTURAL STEEL which were identified in the drawing review.
The primary function of the evaluation was to determine if the structure was ductile and if the stresses were secondary and self-limiting.
For those structures which were shown to meet this criteria, no further action is required.
For those structures which did not meet this criteria, then the boundary conditions were modified to allow thermal growth in key members so that the new structural configuration could be considered self-limiting and ductile.
The drawings were revised and the modifications shall be implemented by ECN L6848.
S. PROCEDURE
S The procedures are documented as part of the calculations for the identification and evaluation of thermal effects on miscellaneous and structural steel.
Attachment A outlines the procedures contained in the calculations.
6.8 7.
EXAMPLES AND MODIFICATIONS Example No.1 " Worst-case" The framing shown on 48N937-1 was identified as being thermally restrained.
The connections to concrete at the ends of the tangential beams were determined to be non-ductile.
Also, there was a potential for the radial beams to damage the concrete columns.
Modifications to correct both conditions were implemented.
This is considered as the worst case thermal condition found in the evaluation.
it was determined that without the modifications, the thermal load would reach equilibrium before failure would occur, however the stresses would be outside the design criteria.
(See drawings 98N937-1,9,5 and calculation SCG1SB1XS)
Example No.2
" Typical modification" The platform shown on 48N905 was identified as being thermally restrained.
The evaluation concluded that the connections for the beams which intersected the crane wall at azimuths 310, 230 and 218 would be subjected to a large shear during a thermal event.
Modifications were recommended.
It was determ*.ted that without the modifications, the thermal load would reacn equilibrium before failure would occur, however the stresses would be outside the design criteria.
(See drawings 98N905 and 98N905-1 and calculation SCGISB1X4 for modifications) l l
l THERM.NRC l
Page 2 cf 9 i
1
SUPPLEMENTAL INFORMATION REGARDING-THERMAL EFFECTS ON MISCELLANEOUS AND STRUCTURAL STEEL
. Example No.3 "No modification required" The feature shown on 48N928 was identified as being thermally restrained but was determined to exhibit ductility under thermal loading.
No modification was required.
(See drawings 48N928)
~8.
QUALITY CONTROL The calculations process is controlled by the Nuclear Engineering Procedure 3.1.
The following calculations were developed:
DNE Calculations - SCG1581 - RIMS B25870128800 - Selection of miscellaneous and structural steel which require thermal evaluation -SCRSONCEB86103 DNE Calculations - SCG1SB1X2 - RIMS B25870128801 - Thermal evaluation of structures identified to resolve SCRSONCEB86103 DNE Calculations - SCG1S81X3 - RIMS B25870127801 - Modify instrument room access platform to provide thermal releases for SCRSONCEB86103 -98N802 DNE Calculations - SCG1581X4 - RIMS B25870128812 - Modify RCP access platform loop 3 & 4 to provide thermal releases for SCRSONCEB86103 - 98N905 (Unit 2)
DNE Calculations - SCG1S81XS - RIMS B25870128811 - Modify pipe support framing in accumulator room 4 (Unit 2) to provide therm releases required for SCRSONCEB86103 - 48N937-1 The calculations required to resolve the thermal issue were approved by:
C.N. Johnson -
Lead Civil Engineer, Sequoyah Nuclear Plant.
B.S.C.E.
Indiana Institute of Technology.
Professional Engineer State of Tennessee.
The calculations required to resolve the thermal issue were reviewed by:
L.A.
Rather -
Principal Engineer, Supervisor of Civil Structural Section No. 1 at Sequoyah Nuclear Plant.
B.S.C.E. University of Mississippi, 1962.
Nineteen years of nuclear related experience.
THERM.NRC Page 3 of 4 2
SUPPLEMENTAL INFORMATION REGARDING THERMAL EFFECTS ON MISCELLANEOUS AND STRUCTURAL STEEL The drawings review was performed by the following engineers:
J.R. Dickey -
B.S.C.E. Auburn University.
M.S.C.E.
Auburn University.
Seventeen Years of Nuclear Related Design Experience.
Dr. Channagiri U.' Char -
B.S.CCivil) - University of Mysore, Bangalore.
Indian Institute of Science, Bangalore.
M.S.CAerospace)
M.S.CStructure) - Louisiana State University, Baton Rouge, La.
Ph.D. CEngg. Mechanics) - Louisiana State University, Baton Rouge, La.
Professional Engineer State of Louisiana, North Carolina.
Geza.P. Sinkovics -
M.S. Architectural and Structural Engineering - Royal Jozsef Nador Technical University, Budapest, Hungary Professional Engineer State of Pennsylvania The thermal evaluation of miscellaneous and steel was performed by the following engineers:
Leonard Madison -
B.S.C.E. Virginia Tech 1S89.
M.S.C.E. University of Tennessee 1S73.
Professional Engineer State of Tennessee.
Member ASCE.
Twenty years of Nuclear Related Experience.
Ray R. Funk -
B.S.C.E.
University of Tennesse1.
Professional Engineer State of Tennessee.
Member ACI 39S Committee.
Member ACI 355 Committee.
Member ASCE Task Committee on Steel Chimney Liners.
Thirty three years of structural design experience.
S. ATTACHMENTS INCLUDED IN THE TRANSMITTAL Engineering Report SCRSONCEB86103 Rev 1 TVA Design Criteria SON-DC-U-1.3.3.1 Rev 4 TVA Drawing 98N905 Rev 25, 98N905-1 Rev 0 TVA Drawing 48N928 Rev 10 TVA Drawing 4BN937-1 Rev 7; 98N937-5 Rev 0; 98N937-5 Rev 0 DNE Calculations - SCG1581X4 - Rev 0 - RIMS B25870128812 DNE Calculations - SCG1581XS - Rev 0 - RIMS 82S870128811 THERM.NRC Page 4 of 9
__-_-_____--________-_-______-___--_-_1
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D56 67 0 515 85$i ENGINEERING REPORT RIMS Accession Number m ney.
1 Orqanization for OL Plant)
== = "* ""
gg SCR SQNCEB86103 R0, Plant and Unit Site Director's Contact and Date Notified (OL Nuc Plants Onlyi CAO Repor: No.and Rev SQN Units 1 & 2 J. D. Smith 12-22-86
'k $
Definitive Statement of CAO (See Note 1.)
jy Some miscellaneous and structural steel structures were designed and installed 3o without proper consideration of thermal load. The requirement to consider o
thermal load is specified by design criteria SQN-DC-V-1.3.3.1.
This criteria fa is applicable to additions after Nov. 14, 1979 and to certain reviews and
- T3 evaluations.
'See Note 2 on page 4 for completing Part B. Part 8 contsnued on pages 2 and 3*
X Yes (OL Nuclear Plants Only)
Due Date of Failure Evaluation Preparation of Failure 2/20/87 g
No Evaluation as required?
FSAR Revision Required?
y,,
K4 No Conclusions (See Note 3.1
.E See Attachment A.
%2 ui $
e o sae 03 Recommendations (See Note 4.)
5 It is recommended that the structures, which were determined to exceed design criteria requirements, be modified to provide thermal expansion so that the thermal load can be neglected.
Suggested Corrective Action See Attachment B.
Date rasiure Evaluation Received gj Date Management Notified j,i s VO 19
-99 Pn-3 7 Operatvanal Limitations / Actions None.
Justification For Continued Operation Part B of this report indicates failure of structures 8
will not occur due to thermal loading.
The sturetures will continue to perform jg their intended function.
wa in Conclusions This CAQ identified certain structures that were designed and installed o
$'j without consideration for thermal loading.
This engineering report was revised 3o to correct several typographical errors in revision 0.
B u ta indeterminate item?
Yes No n.
Potentially Reportable to NRC7 Yes No Deficiency Adversely Alfects Safe Operation of Plant?
Yes
( No DNE Contact Approved By anr1 Date
/
Steve Taylor q[
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TV A 10820 IONE 6-86) ce; RIMS, (Submit to RIMS as standalor'e document.)
J
Part B (Continued)
ER Rev, 1
CAO Report No.and Rev.
RCR RONCFRR610'l un Page 2 of 4 1.
Tabulate Data on All Failed and/or Affected Components, Structures, and Systems: Give descriptions, model and manufacturers' numbers, and original and revised design criteria and/or specifications. (See Note 5.)
See Attachment C.
2.
Failure Mechanisms of Affected Components, Structures, and Systems: State whether each affected component, structure, and system became open or closed, inoperative, or shorted;or had shortened life, reduced accuracy, increased drif t, reduced capacity, etc. (See Note 6.)
Thermal loading is self-relieving in nature. That is to say thermal loads on these structures do not follow the structure to failure. As local yielding occurs, the predicted loads are reduced. All structures identified in this evaluation will reach equilibrium short of collapse or general failure.
Failure of the structures, identified in Attachment C, will not occur due to thermal loading. The structures will continue to perform their intended functio 1.
3.
Alternate Uses and Generic implications: Identify alternate uses of the components, structures, and systems in the plant. Discuss generic implications. (See Note 7.)
See Attachment D.
4.
Component, Structure, and/or System Failure Mode (s): Give description and extent of ef fects of failures on each component, structure, and/or system involved. (See Note 8.)
Failure of the structures, identified in Attachment C, will not occur due to thermal loading. The structures will continue to perform their intended function.
/
./,
Part B (Continued)
ER Rev.
I CAQ Rebort No.and Rev.
SCR SQNCEB86103 R0 Page 3 of 4 5.
Cause of the CAO: Discuss what the CAO was due to, e.g., a program breakdown, new regulation, analysis or design error, test results showing a deficiency, and/or f ailure to meet design criteria and/or purchase specifications. Include calculations, analysis results, test results, and/or purchase requirements not met, or other bases. (See Note 9.)
The design criteria (SQN -DC-V-1.3.2) which governed the design of miscellaneoun steel prior to the issuance of the Design Criteria for Additions After November 14, 1979 - Reinforced Concrete, Structural, and Miscellaneous Steel g (SQN-DC-V-1,3.3.1, Revision 0 issued August 11, 1980) did not require that thermal loading be considered.
6.
Consequences on Plant Design Functions: Discuss effects of failures on all involved component's, structure's, and system's ability to perform their plant design functions. (See Note 10.)
Failure of the structures, identified in Attachment C, will not occur due to thermal loading. The structures will continue to perform their intended function.
All affected systems will be able to perform their plant design function.
7.
Justification for Conclusions in Failure Evaluation: Discuss the reasoning based on the information above which leads to the conclusions stated. (See Note 11.)
The justification is based on Revision 1 (verified but not issued) of DNE Calculations SCGIS81X2, Thermal evaluation of structures identified to resolve SCR SQNCEB86103.
This calculation states that the structures contained in the evaluation will continue to perform their intended function.
Therefore, all affected systems will be able to perform plant design function.
Prepared By and Date Coordinated in Site Director's org:,nization with:
$ (1 Verified By and Date D
ine Lead n eer(s) and Date 2.r%
we svn Approved By and Date O
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' ENGINEERING REPORTRF SCRSONCEB86103 REV.O ATTACHMENT A CONCLUSIONS A review of all Category I miscellaneous and structural steel drawings indicates that most structures were either not thermally restrained or not exposed to a harsh environment.
Of those structures which were thermally restrained and exposed to harsh thermal environment, it was determined that four structures inside the Reactor Building could not be considered ductile and self-limiting and thermal loading could not be ignored.
Inclusion of thermal load would cause the structures to exceed design criteria requirements.
While a linear type analysis would show that stresses would exceed ultimate strength of the structure, it is predicted that local yielding would provide thermal relaxation short of failure of the structures.
m
.i.
ENGINEERING REPORT R1 - SCR SONCEB86103 REV.0 ATTACHMENT B CORRECTIVE ACTION A thorough drawi nn review was perf ormed by e:<perienced design engineers who are familiar with thermal evaluations.
The purpose of this review was to identify all structural and miscellaneous steel structures which appear to be thermally restrained to the point that the resulting thermal growth might damage itself or adjacent structures.
The results cf this evaluation are documented in DNE-CEB Calculation SCG1581.
A thermal _ evaluation was performed for each of those structures which have been identified in the drawing review.
The primary function of the evaluation was to determine if the structure was ductile and the stresses are secondary and self-limiting.
Fnr those structures which were shown to meet this criteria, the thermal load may be ignored and no further action is required.
For those structures which did not meet this criteria. the (
connections were modified to allow thermal growth in key members so that the new structural configuration might be I
considered self-limiting and ductile.
UNIT 2 Walkdown information regarding attachment data and
'as-constructed' structural configuration was obtained.
The drawings were revised by ECN L6848 by the ECN process.
IINIT 1 The drawings will be revised by the ECN process.
.i".
- E.NGINEERING REPORTNF-SCRSONCEE86103 REU.O ATTACEMENT C
- 1. Tabulate Data on All Failed and/or Affected Comp _onentsu S,tructures, and Systems:
Give descriptions model, and manufacturers' numbers, and original and revised design criteria and/or specifications. (See Note S.)
The following structures were shown to not conform to the design criteria SON-DC-U-1.3.3.1 and will be modified.
DRAWING NO.
DESCRIPTION 48NS02 Miscellaneous Steel - Access Platform Incore Instrument Room - Unit 182 48N90S Miscellaneous Steel - Access Platform Reactor Coolant Pump - Loop 4 - Units 182 48N90S Miscellaneous Steel - Access Platform Reactor Coolant Pump - Loop 3 - Units 182 MBNS37-1 Hiscellaneous Steel - Pipe Support Framing - Accumulator 9 - Units 182 SON-DC-U-1.3.2 - Design Criteria For Miscellaneous Steel Components for Class I Structures which governed the design, of miscellaneous steel prior to the issuance of SON-DC-U-1.3.3.1.
SCN-DC-V-1.3.3.1 - Design Criteria for Additions After November 14, 1575 -Reinforced Concrete, Structural, and Miscellaneous Steel C Revision O issued August 11, 1580).
~
DNE Calculations - SCG1SB1 - RIMS B25870128800 - Selection of misecllaneous and structural steel which require thermal evaluation -SCRSONCEB86103 DNE Calculations - SCG1581X2 - RIMS 225870128801 - Thermal evaluation of structures identified to resolve SCRSONCEB86103 DNE Calculations - SCG1581X3 - RIMS B25870127801 - Modify instrument room access platform to provide thermal releases for SCRSONCEBB6103 -98NSO2 DNE Calculations - SCG1S81X4 - RIMS B25870128812 - Modify RCP access platform loop 3 8 9 to provide thermal releases for SCRSONCEB86103 - 98N905 (Unit 2)
DNE Calculations - SCG1581XS - RIMS 825870128811 - Modify pipe support framing in accumulator room 4 (Unit 2) to provide therm relunses required for SCRSONCEE86103 - MONS 37-1
ENGINEERING REPORIKF-SCRSONCEB86103 REU.O ATTACHMENT D
~
- 3. Alternate Uses and Generic Implications;_
Identify alternate uses of the components, structures, and systems in the plant.
Discuss generic implications. (See Note 7.)
Alternate uses:
48N902 -
Miscellaneous Steel - Access Platform Incere Instrument Room - Unit 182 Noted functions-
- 1) Provide access to the seal table and related equipment.
- 2) Supports S path and 10 path rotary transfers.
- 3) Supports conduit, piping, tubing. (Safety related)
MSNSOS -
Miscellaneous Steel - Access Platform - Reactor Coolant Pump - Loop 4 - Units 182 Noted functions-
- 1) Provide access to the Reactor Ccolant Pump Loop 4.
- 2) Supports conduit, piping, tubing.
(Safety related)
- 3) Supports RCP paint filter system. (Unit 2 only) 48NSOS -
Miscellaneous Steel - Access Platform Reactor Coolant Pump - Loop 3 - Units 182 Noted functions-
~
- 1) Provide eccess to the Reactor Coolant Pump Loop 3.
- 2) Supports conduit, piping, tubing.
(Safety related)
- 3) Supports RCP paint filter system. Cunit 2 only) 98NS37 Miscellaneous Steel - Pipe Support Framing -
Accumulator 9 - Units 182 Noted functions-
- 1) Supports conduit, piping, tubing.
(Safety related)
Generic Implications:
Three other CAQ's have addressed related areas. These are listed below:
SCRSONCEB8S10 - Pipe supports, conduit supports in harsh environments.
NCRSONNEB8902 - Effect of superheat in the valve rooms.
NCRSONCEB8901 - (Previously addressed thermal load in containment)
There are no I:nown additional gener1= concerns that exist in the area of thermal loading on structures.
SCRSONCEB06103 is part of the resolution of an employee concern. CElement Report 220.11)
A PGCE was initiated to evaluate generic implication at other plants.
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General Design Criteria For ADDITIONS AFTER NOVEMBER 14, 1979 - REINFORCED CONCRETE, STRUCTURAL, AND MISCELLANEOUS STEEL Design Criteria No:
son-nc-v-1 3 1 1 4
August 11, 1980 issue Date:
Revision RO R1 R2 R3 R4 RS Date 8/11/80 10/6/80 2/22/83 4/6/84 9-4 '4 d
Prepared L'. A. Littlejohn k'AL
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.[ h Supervised talt Perry lalLP C. Glidewell CC M/b
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R. O. He rnande::
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REVISION LOG C
ADDITIONS AFTER NOVEMBER 14, 1979 - REINFORCED CONCRETE, STAUCTURAL, AND MISCELLANEOUS STEEL SQN-DC-V-1.3.3.1 Tine:
','. s
" *[ * "
DESCRIPTION OF REVISION 4,,
Section 1.2, Scope, clarified to make criteria not 10-6-80 1
a.
applicable.to additions to existing buildings, Volume Reduction and Solidification Structure, and Low-Level Radwaste Storage Facility.
b.
Editorial changes in Table of Contents and Sections 2.f, 3.0, 16.2, and 17.5.2.
Revised 3.1 and Appendix D to clarify definitions of c.
E and E'.
d.
Revised 4.1 to add requirement to investigate effect~of zero value of dead loads such as hydrostatic loads.
Revised 6.7 to reference Civil Standard Dwg. for Type C e.
seal.
f.
Revised 7.2 to add material specifications for miscellaneous applications, Revised 11.0 to refer to " wind" instead of " extreme wind."
g.
.y h'.
Section 15.0 revised to make considerations of high pressure piping and components more general.
1.
Revised 16.1.1 to broaden scope from doors alone to covers for all exterior openings.
- j. Revised Appendix A to change modulus of elasticity to 5 x 106 p t, k.
Removed hold on Appendix B.
2
. a.. Incorporated DIM-SQN-DC-V-1.3.3-1 (CEB 820216 020).
2-22-83 b.
Made miscellaneous changes to Sections 3.1, 3.2, 3.3, 4.1, 7.2, 11.2.2, 11.3.1, 11.4, 17.4, and Appendix H.
Updated Design Guides and Standards to reflect new numbers.
c.
d.
Added PVC water stops to Section 6.7.
Added earthquake criteria for structural overturning, e.
sliding, and base pressure (Section 12 and Appendix J).
f.
Revised scope to include modifications to existing i
structures and updated to new cover sheet.
TV A 90534 (EN OCS 448) ki
DESIGN CRITERIA COORDINATION LOG C*
- SQN-DC-V-1.3.3.1 SEQUOYAH NUCLEAR PLANT Design Criteria No:
p,,,,;
ADDITIONS AFIER NOVEMBER 14. 1979 - REINFORCED CONCRETE, Design Criteria For SIRUCIURAL. AND MISCELLANEOUS STEEL 4
R Denotes review A. Denotes approval Revision:
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STRUCTURAL, AND MISCELLANE0dS STEEL
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TABLE OF CONTENTS Pare IX Abbreviations 1
1.0 INTRODUCTIGN...............................................
I 1.1 Purpose..............................................
I 1.2 Scope................................................
I 1.3 Terminology _..........................................
2.0 EhPLICABLECODES, STANDARDS,ANDSPECIFICATIONS............
1 5
3.0 LOADS, DEFINITIONS, AND NOMENCLATURE.......................
3.1 Definition of Load Terms for Category I Structures 5
7 3.2 Minimum Live Loads...................................
8 3.3 Rainfall Buildup on Roofs............................
8 3.4 Snow Loads...........................................
((,.
4.0 to D c0NB1NAT10NS..........................................
8 4.1 General 9
4.2 Load Combinations for Catenorv I Structures _
9 4.2.1 Catenorv I Concrete Structures................
11 4.2.2 Categorv I Steel Structures....................
12 5.0 F OUND AT I ON S................................................
i 12
' 5.1 - Soil 12 5.2 Granular Fill 12 5.3 Settlement _...........................................
13 6.0 CONCRETE...................................................
13 6.1 Filt Concrete 13 6.2 structural Concrete..................................
l
,14 i
6.3 Concrete Properties 6.4 Bearine Stress for Structural Steel Base Plates 14 14 6.5 Thereal Considerations...............................
14 6.6 Concrete Anchorares 14 6.7 doints and Seals.....................................
1 I \\s A74041.10 y
i TvA sc53S(EN DES-7-77)
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ADDITIONS AFTER NOVEMBER 14, 1979 - REINFORCED CONCRETE, SQN-DC-V-1.3. 3.1 C
STRUCTURAL, AND MISCELLANEOUS STEEL Construction Specification No. G-32, " Bolt Anchors Set in Hardened s
Concrete" Construction Specification No. G-34, " Repair of Concrete" Construction Specification No. C-48, " Roller-Compacted Concrete" TVA Occupational Health and Safety Manual, formerly Hazard Control Manual OEDC Quality Assurance Program Requirements Manual, formerly Quality Assurance Standards Manual J
General Construction Specification T-1, formerly Highway Specification T-1 Design Criteria No. SQN-DC-V-11.1.1, " General Criteria for Additional Diesel Generator System."
t 1
3.0 LOADS
DEFINITIONS AND NOMENCLATURE 3.1 Definition of Lead Terms for Catemory I Structures The following terus are used in the load combination equations
(.aE for-Category I Structures:
Normal loads, which are those loads to be encountered during i
j normal plant operation and shutdown, include:
Dead loads or their related internal moments and D
l forces including any permanent equipment loads; all hydrostatic loads; and earth loads applied to horizontal surfaces.
Live loads or their related internal moments and
. L forces including any movable equipment loads and
~
other loads which vary with intensity and occurrence, such as lateral soil pressures.
l Thernal effects and loads during normal operating or T
shutdown conditions, based on the mort critical o
transient or steady-state condition.
Pipe reactions during normal operating or shutdown I
R conditions, based on the most critical transient or o
steady-state condition.
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- C ADDITIONS AFTER NOVEMBER 14, 1979 - REINFORCED CONCRETE, STRUCTURAL, AND MISCELLANEOUS STEEL SQN-DC-V-1. 3. 3.1 Severe environment loads include:
Loads generated by the operating basis earthquake E
(OBE).*
Loads generated by the design wind specified fo'r the W
plant.
Extreme environmental loads include:
()
E' --- Loads generated by the safe shutdown earthquake (SSE).**
Wt --- Loads generated by the design tornado specified for the plant.- Tornado loads include loads due to the tornado wind pressure, the tornado-generated pressure differential, and to tornado-generated missiles.
4 Loads generated by Probable Maximum Precipitation Q
with ice buildup.
Abnormal loads, which are those loads generated by a postulated
~
(
high-energy pipe break accident, include:
P,---
Pressure equivalent static load within or across a
<h compartment generated by the postulated break, and including an appropriate dynamic load factor to acount for the dynamic nature of the load.
Thermal loads under thermal conditions generated by T
a the postulated break and including T.
o Pipe reactions under thermal conditions generated by R
a the postuinted break and including R.
o Y --- Equivalent stdtic load on the structure generated by r
the reaction on the broken high-energy pipe during the postulated break, and including an appropriate dynamic load factor to account for the dynamic nature of the load.
- Throughout this design criteria, the term " operating basis earthquake" is used to be consistent with the current ter=inology used in regulatory requireeents. For structures at Sequoyah using criteria A of Appendix D, the " operating basis earthquake" is the sane as "one-half safe shutdown earthquake."
i
- The term " safe shutdown ecrthquake" is used to be consistent with the current terminology in reguistory requirements and has the same meaning as the term " design basis aarthquake" (DBE) used in the PSAR.
( A74041.10
.,52:
ADDITIONS AFTER NOVEMBER 14, 1979 - REINFORCED CONCRETE, SQN-DC-V-1.3. 3.1 C
STRUCTURAL, AND MISCELLANEOUS STEEL Jet impingement equivalent static load on a structure Yj ---
generated by the postulated break, and including an a'ppropriate dynamic load f actor to account for the dynamic nature of the load.
Missile' impact equivalent static load on a structure Y,--
generated by or during the postulated break, as from pipe whipping, and including an appropriate dynamic load factor to account for the dynamic nature of the load.
In determining an appropriate equivalent static load for Y s Yja r
and Y, elastoplastic behavior may be assumed with appropriate ductility ratios, provided excessive deflections will not result m
in loss of function of any safety-related system.
Other loads:
Construction live loads L
c Hydrostatic load from the Design Basis Flood F
Any loads resulting from a postulated explcsion shall be I(
determined on a case-by-case basis and shall be delineated in the k
detailed design criteria for the appropriate structure.
b NOTES (1) S - For structural steel, S is the required section
~
strength based on the elastic design methods and the allowable stresses defined in Part 1 of the AISC
" Specification for the Design, Fabrication and Erection of Structural Steel for Buildings."
The 33 percent increase in allowable stresses for steel due to seismic or wind loadings is not
~
permit ted.
(2) U -- For concrete structures, U is the section strength
~
required to resist design loads based on the strength design methods described in ACI 318-77.
3.2 Minfeue Live Loads To establish minimum live loads for design of Category I the procedures given in Civil Design Standard, DS-structures, C1.3.2, " Live Loads" shall be used. The minicun roof live load is 50 psf. Also, the minimum live loads specified in the TVA Occupational Health and Safety Manual (formerly Hazard Control Manual) shall be considered in determining the live load to be used.
k I A74041.10 TVA IC53 5 (EN Ct$- 7-77) l
ADDITIONS AFTER NOVEMBER 14, 1979 - REINFORCED CONCRETE,
(
STRUCTURAL, AND MISCELLANEOUS STEEL SQN-DC-V-1. 3. 3.1 3.3 Rainf all Builduo on Roofs l
For normal rainfall (4 in/hr) a conventional roof drain and downspout system will. discharge on roof runoff into the yard drainage system. However, during the local Probably Maximum Precipitation (PMP) one or more of the following methods shall be used to prevent
- buildup of standing water on the roof s of safety-related buildings:
A.
The parapets may be deleted on one or more sides of the building.
B.
The parapet height may be limited to preclude buildup of water in excess of the structural capacity of the roof for the design live loads on the roof.
C.
Scuppers may be installed through the parapets to discharge the standing water over the edge of the building.
D.
Roof may be designed in accordance with the American Institute of Steel Construction (see section 2.0).
The PMP is given in Appendix E.
3.4 Snow Loads See Appendix E.
4.0 LOAD COMBINATIONS 4.1 General For any structure the required section strength to be used in
' design-is the maximum value anong the several values of S or U determined for the required leading combinations.
Situations occur where one or more load in a loading combination have opposite signs from the other loads in the same conbination.
The following situations shall be investigated for possible reversal of net ef fects and for determination of taximum eccents and forces:
- Where the buildup of standing water due to icing conditions occurs, the roof slab will be designed for Probable Maxi un Flood with ice buildup (Q),
For load conbinations see sections 4.2.1 and 4.2.2.
i A74041.10
.........,e..a,..
,_,,i
ADDITIONS AFTER NOVEMBER 14, 1979 - REINFORCED CONCRETE, C
SQN-DC-V-1.3.3.1 STRUCTURAL, AND MISCELLANEOUS STEEL Area distribution pattern for live load a.
b.
Maximum value of live load Zero v.alue for live load c.
d.
Zero value for dead loads such as hydrostatic loads Other loads shall be ec2bined with these load situations as specified in Sections 4.2, 4.3, and 4.4.
Creep has an insignificant effect on the design of relatively massive reinforced structures because of its relation to stress with time and relatively low operating stress conditions and because it primarily serves to relieve stresses without encroaching on structural safety. It is therefore not considered in the design of this type of structure.
A review and reevaluation for loads estimated or assumed during.
the design and construction process shall be made. The review / reevaluation is to be made by the organization responsible for the detailed design. The review / revaluation shall be made af ter the total plant design and construction has progressed to
('
- a point where the actual loads can be determined with a reasonable degree of certainty. A live load to be used by the plant operating personnel shall be ascertained and documented y
.f}
on a drawing for use during the operating plant life.
4.2ioad Comb. nations for Category I Structures 4.2.1 Categorv I concrete Structures For service load conditions, the strength design a.
method shall be used and the following load combinations shall be considered u
(1) U = 1.4 D + 1.7 L (2) U = 1.4 D + 1.7 L + 1.9 E (3) U = 1.4 D + 1.7 L + 1.7 W If thermal stresses due to To and R are present the o
following combinations shall also be considered:
(la) U = (0.75) (1.4 D + 1.7 L + 1.7 To + 1.7 R )
o (2a) U = (0.75) (1.4 0 + 1.7 L + 1.9 E + 1.7 T + 1.7 R )
o o
(3a) U = (0.75) (1.4 D + 1.7 L + 1.7 W + 1.7 To + 1.7 R )
o L
, A74041.10 TVA 10535(EN DES-7-77) v.,
_..m____..,m.
.m._
ITIONS AFTER NOVEMBER 14, 1979 - REINFORCED CONCRETE.
(
'(
STRUCTURAL, AND MISCELLANEOUS STEEL SQN-DC-V-1.3.3.1 Both cases of L having its full value of being completely absent shall be checked. In addition, the following combinations shall be considered:
(2a') U = 1.2 D + 1.9 E (3a') U = 1.2 E + 1.7 W Where D or L reduce tha effect of the loads given above, the corresponding coef ficients shall be taken as 0.90 for D and zero for L.
The vertical pressure of liquids shall be considered as dead load with due regard to variation in liquid depth.
b.
For factored load conditions, which represent extreme environmental, abnormal, abnormal / severe environmental
[
and abnormal / extreme environmental conditions, the f'
strength design method shall be used and the following load combinations shall be considered.
(4)
U=D+L+To+Ro + E' (5) U = D + L + To + Ro+We (6) U = D + L + T, + R, + 1.5 P, (7) U = D + L + Ta + Ra + 1.25 Pa + 1.0 (Yr + Yj +
Y ) + 1.25 E m
(8) U = D + L + T, + Ra + 1.0 Pa + 1.0 (Yr + Yj +
Y ) + 1.0 E' m
In combinations (6), (7), and (8), the maximum values Ta, R,, Tj, T, and Y, including an of Pan r
o 4
appropriate dynamic load factor, shall be used unless a tir.e-history analysis is performed to justify otherwise. Combinations (5), (7), and (S) should be satisfied first without the tornado missile load in Yj, and Y, in (7) and (S).
When (5) and without Y s o
r considering these concentrated loads, local section strength capacities may be exceeded provided there will be no loss of function of any safety-relate-system.
c.
Other load conditions (9) U = 1.4 D + 1.4 Le (10)
U=D+L+F (11)
U=D+L+To+
Ro+Q A74041.10
4 ADDITIONS AFTER NOVEMBER 14, 1979 - REINFORCED CONCRETE, STRUCTURAL, AND MISCELLANEDUS STEEL SQ N-DC-V-1. 3. 3.1
(-
The reinforcement provided shall be suf ficient to meet the requirements of ACI 318-77, Section 7.12
" Shrinkage and Temperature Reinforcement" for load combination (1) above. Also, the crack control requirements of TVA Civil Design Standards DS-C1.5.4,
" Temperature and Shrinkage Reinforcement," and DS.
C1.5.5, " Reinforcement for Temperature and Shrinkage combined with Other Loads" shall be met.
4.2.2 Cstenorv I Steel Structures For service load conditions, the elastic working-a.
stress design methods of Part 1 of the AISC c
specifications shall be used and the following load combinations shall be considered:
(1)
S=D+L (2)
S, = D + L + E
~
(3)
S=D+L+W and R are present, the If thermal stresses due to To o
following combinations shall also be considered:
((.,;)
(la) 1.5S = D + L + To+Ro (2a) 1.55 = D + L + To + Ro+E (3a) 1.5S = D + L + To+Ro+W Both cases of L having its full value or being completely absent shall be checked.
b.
For factored load conditions, the following load combinations shall be considered:
(4) 1.65 = D + L + To+Ro + E'-
(5) 1.6S = D + L + To+Ro+Vg (6) 1.6S = D + L + Ta + R, + P a i
)
(7) 1.6S = D + L + T, + R, + Pa + 1.0 (Yj + Yr+Y) m
+E (8)
- 1. 7 S = D + L + T, + Ra+Pa + I 0 (Yj + Yr+Y) m
+E' i
i
\\, A74041.10 r
7va IC535 (EN DES-7-77)
.~
ADDITIONS AFTER NOVEMBER 14, 1979 - REINFORCED CONCRETE, STRUCTURAL, AND MISCELLANEOUS STEEL SQN-DC-V-1.3.3.1 c.
Other load conditions (9) 1.6S = D + L + To+Ro+Q In the'above factored load combinations, thermal loads can be neglected when it can be shown that they are secondary and self-limiting in nature and where the material is ductile.
In combinations (6), (7), and (8), the maximum values of P,, T, R, Tj, Y, and Ym, including an r
appropriate' dynamic load factor, shall be used unless a time-history analysis is performed to justify otherwise. Combinations (5), (7), and (8) should be first satisfied without the tornado missile load in in (7) and (8). When (5) and without Y s Tj, and Y r
m considering these concentrated loads, local section strengths may be exceeded provided there will be no loss of function of any safety-related system.
5.0 FOUNDATIONS
'5.1 Soil Procerties See Appendix F for soil properties.
See Section 10.0 for soil and hydrostatic pressures.
5.2 Gr aular Fill Granular fill shall conform to Class 1032 of General Construction Specification T-1, formerly TVA Highway Specification T-1.
Properties of granular fill which meet the 1032 Specificatiens
'are at follows:
e - 38 degrees 6 = 19 degrees Moist Weight = 133 pef Saturated Weight = 142 pef Lateral pressures shall be determined as described in Section 10.1.
Cohesion shall be neglected.
5.3 settlement Uhere settle =ent is critical to design it shall be ce=puted using consolidation theory. To deter =ine anticipated settlement et structures, substructures, etc., supported on soil, use the load-consolidation curves in Appendix F.
For all Category I structures, provisions shall be cade to acce=modate the
. A74041.10
-...a.
.,c..
nee _,_,vs
-.n~,
r n=
r-. - -,
-,.. =,
PAGE 6 SQA135 ATTACHMENT A REV. 4 C
SEQUOYAH NUCLEAR PLANT COMMITMENT TRACKING REPORT COMMITMENT VERIFICATION AND COMPLETION FORM PART I - COMPLIANCE SECTION TRACKING NO: NCOB DATE ORIGINATED:
ASSIGNEDeTO: SQN-REG LIC COMMITMENT DUE DATE:
05-11-87 (C)
TYPE OF COMMITMENT: NRC I NSRB INPO DQA NSRS OTHER REFERENCE DOCUMENT: Sequoyah Nuclear Plant - Platform and Miscellaneous Steel Thermal Growth En81neering Report Transmittal TVA letter to NRC dated RIMS L44 870 QA REVIEW:
YES NO
_I DESCRIPTION OF COMMITMENT:
Provide additional information by May 11, 1987, including discussions of problem background, scope, status, guidelines and procedures, and modification process. Additionally, examples of pass and fail platform analyses will be forwarded for review.
F q
treewtttettferttetetertwer***tttttetttertrettstetwer*****werewtrertetter**wt*T PART II - RESPONSIBLE SECTION ACTION TAKEN ON COMMITMENT:
DATE ACTION COMPLETE _,
SECTION SUPERVISOR RETURN TO COMPLIANCE UPON COMPLETION ttttttttttttttttttttttttttttttttttttttttttTttttttttttttttttttttttttttttttttttt PART III - QA DATE SENT TO QA QA VERIFICATION COMPLETE QA SUPERVISOR
/
tttttttttttttttttttttttettttttttttttttttttttttttttttttttttttttTTttttttttttttti PART IV - COMPLIANCE SECTION RETURNED TO CS DATA UPDATE BY Date Date Date l
l
TVI 106U ithE-6-56)
DNE CALCULATIONS TITLb MODIFY RCP ACCESS PLATFORM LOOP 384 TO PROVIDE
- PLANT / UNIT g g* gnetor,g TEER!1AJ. RELEASES FOR SCRSONCEB86103-48N90SCUNIT 2):
SNP/ 2 MM u
PREPC ING CESANIZATION KEY WORDS (Consult RIMS DESCRIPTORS LIST)
CEJ/SOEP/C1 PLATFORM. THERMAL. RCP. HARSH ENUIR C*CuremCr mNHmRS
- ........................,........, S i.........,...........,............
i vir """- "no,mS..se m S au ession nesbe, SCG1Seix4 l,0 l870213B0009 7 s2.s 870128 812 APPLICABLE DESIGN DOCUMENT (S) 48NSOS;48N90S-1
- R 1
SCRSONCEB86103
'SQU -o c_- s/ - l.o Ro R
l SAR SECTION(S) : UNID SYSTEM (S)
R Revision 0 R1 R2 R3
- Safety-related?
Yes(X)
Not 1 ECN No.(or indicate Ot ApplicableX L6898,
I 1
Statement of Probles PROVIDE CONNECTIONS WHICH Prepared
[
O:
3/[28/104.
WILL ALLOW THERMAL GROWTH Checked i
IF THE STRUCTURE WERE
~
SUBJECTED TO HARSH ENVIRON.
Review AM THE LOCATIONS AND DEGREES
.d u_of_1 OF FREEDOM FOR THE RELEASES Appr ARE SPECIFIED BY DNC/CEB J-l CALCULATION SCG1SB1X2.
l 28-87 l
l l
l u.. c.,2 l List all pages added f,on by this revision.
I k..,3 l List all pages deleted lby this revision.
.........: List all pages changed Iby this revision.
These calculations contain an Yes [ }
l Yes [ }
l Yes [ ]
assumption (si that sust be No ( l No ( }
l No [.}
verified later Vest X) No! 1 Abstract RO:
THE CONNECTIONS MEET THE DESIGN REQUIREMENTS OF DESIGN CRITERIA SON-DC-U-1.3.3.1.
O TTMicfiT!!aTnT~stofe~ealcMnTTh' RIMS Servite tenter.
= = -Microfile and Destroy t 3 - -- ~ ~~
(X) Licrofils and return calculations to: Wilma Williams E8-SOEP-SNP RIMS,SL26 C-K "M.
~e -
m
Mooscy RcP AccGGS PLAFoRM Loop 3 g4 REVISION LOG To PRovroe TH eamAL Reue A SES SCG.1S SI x A-DESCRIPTION OF REVISION 4,7.a.
I "Y#
O cou raias 23 PA G GS O
()
PAGE l
OF "Z8-SCG1581X4 SEQUOYAH NUCLEAR PLANT DES IGNJyp_DATE i.27.27 CHECKD4iYd_ DATE I-fA-A1
/
~
TABLE OF dONTENTS TO COMPLY WITH NEP 3.1 Thermal Evaluation PAGE NOS.
- 1. PURPOSE 2-
- 2. ASSUMPTIONS
'3
- 3. SOURCES OF DESIGN INPUT INFORMATION CREFERENCES) 3 ' I'
- 4. DESIGN INPUT DATA:
4, C
- 5. DOCUMENTATION OF ASSUMPTIONS CINCLUDING SPECIFIC IDENTIFICATION OF THOSE THAT REQUIRE LATER UERIFICATION) db
- 6. COMPUTATIONS / ANALYSIS-35 - 1 2
- 7. SUPPORTING GRAPHICS /DWG:
13,28
- 8.
SUMMARY
OF RESULTS 10 S. CONCLUSIONS 10 ne
--r
f
~
k PAGE Z
OF Z8 b -
SCGIS81X9 SEQUOYAH NUCLEAR PLANT DESIGNsquP DATE i.27_g7 CHECK DATE /-ZA-87 l
Thermal Evaluation 1.0 Purpose The purpose of this calculation to provide documentation for the thermal releases required for the platform shown on 4BN90S prior to Unit 2 restart. The thermal releases are described by DNE/CEB calculation SCG1SB1X2.
2 These releases are required to resolve restart considerations for SCRSONCEB88103 which states that proper consideration of thermal loading on structures had not been provided.
DNE/CEB calculation SCG1581 reviewed all miscellaneous and structural steel to identify potential modifications.
A list of potential modifications identified by DNE/CEB C
calculation SCG1SB1 was the basis for the evaluation contained in DNE/CEB calculation SCG1581X2.
Scope The scope of the calculation is to replace existing structural joints with structural connections which provide thermal releases.
The replacements should provide equivalent boundary conditions and capacities so as not to degrade the existing seismic resistance.
Calculations shall show that the replacement connections have equivalent capacity.
Where the capacity of an existing connection is lessened, then the lessor capacity must be justified.
Calculations shall justify that the boundary condition modification will not significantly redistribute the seismic load. Where the modified boundary condition does significantly redistribute the load then the additional load being distributed must be justified for affected structural components.
- m. %
m : -= m 2- '1-
. : ': -b:-
e
.l f-PAGE 3
OF TLE
(
SCG1581X4 SEQUOYAH NUCLEAR PLANT DESIGN DATEl-27-27 CHECX DATE /-rA-6,7 2.0 Assumptions 1.
This analysis assumes that structures, which require thermal evaluation, are adequate for all design criteria (SON-DC-U-1.3.3.1) loading conditions other than the thermal requirements. This assumption will be justified by the corrective action program for PIRSONCEB86S8.
2.
There is an unverified assumption in this calculation.
The unverified assumption is that this modification is adequate to provide the required modification so that thermal loading can be ignored.
This modification must be reviewed by the design team that made the thermal recommendation after issuance of this calculation and so stated in the thermal evaluation (SCG1S81X2).
3.0 Sources of Design Input Information
{f DNE/CEB calculation SCG1581 k
DNE/CEB calculation SCG1S81X2 (page S-Rev.0)
DS-C1.7.1 General Anchorages to Concrete.
DS-CB.1 General Anchorages to Concrete (Superceded by DS-C1.7.1)
SON-DC-U-1.3.3.1 R4 Additions After November CDIM-4) 14, 1S75 - Reinforced Concrete, Structural and Miscellaneous Steel SQ9-oc. V-t, o na Geason Cuiu D&stsy Gr:6h Environmental drawings - 47E43S series I
^
- - - - ~.......
\\
e
(
(
PAGE 4 OF SCG1S81X4 SEQUOYAH NUCLEAR PLANT DESIGN _g DATE I-27,27 CHECKD.
DATE /-fe; 87
/
SCRSONCEB86103 - Thermal loads on structures Design Drawings - 48NSOS 48N90S-1 4.0 DESIGN INPUT DATA DESIGN TEMPERATURE
- (Ta)
T ambient = 60 deg.F} Environmental Drawings 47E43S-series T max = 327 deg F
}
Delta T = 327 2BS deg F f
S.O DOCUMENTATION OF ASSUMPTIONS CUNUERIFIED ASSUMPTIONS) k UNUERIFIED ASSUMPTION LOG NO..
PAGE DESCRIPTION DISPOSITION 1
p.3 -
Review of modification Sec 2.2 is required by Staff
PAGE 3 OF 22
~
SCG1SB1X4
~
SEQUOYAH NUCLEAR PLANT.
DESION Asp Df1TE/-27,s7 CHECKD gDATE /-2A-e7 DESCRIPTION OF THE CHANGE Several beams were framed from the crane wall to the reactor cavity wall without providing slotted connections.
The field walkdown shows that three rows of 3/9" dia. - A307 bolts were provided.
The thermal. evaluation SCG1SB1X2 states that slots should be provided at one end of these beams.
Thermal growth would cause the connection to shear bolts.
Per conversation with Raymond Funk, it would be acceptable to provide slotted connections which utilized high strength bolts.
It was concluded that slotted connections which used high strength bolts would be able to transmit load axially, but under the potentially high thermal stress would slip without damaging the bolts and provide thermal relief.
It would be necessary to provide an equal number of high strength bolts at the other end to ensure that the slip would occur at the end with the slots prior to failure of the C
opposing end.
Since the boundary conditions will not change (properly installed slotted connections using high strength bolts can develop icad in the direction of the slot), the only design consideration will be that the capacity of the high strength bolts must exceed the capacity of the A307 bolts.
The adequacy of this connection must be reviewed and referenced in the calculation SCG1SB1X2.
Until that time it shall be considered an unverified assumption.
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CALCULATION SCG1581X2.
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, l List all pages deleted lby this revisien.
... 3 e....,... List all pages changed lby this revision.
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- Yes [ ]
Yes ( )
- Yes [ ]
assusption(s) that aust be No ( )
- No ( )
- No [ ]
, verified later Yest X) No[ ]
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THE CONNECTIONS MEET THE DESIGN REQUIREMENTS OF DESIGN CRITERIA SON-DC-U-1.3.3.1.
I 1 Microfils and store calculations in RIMS Service Center.
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PAGE I OF 81 SCGIS81XS SECUOYAH NUCLEAR PLANT DESIGN A<
DATEt21il CHECKD J C DATEl-2.7-87 Mi?.
TABLE OF CONTENTS
' N:
, TO COMPLY WITH NEP 3.1
'8I'
.f.p.i.T.'.:'.; Thermal Evaluation
- p.'gj e
,4. a.
PAGE NOS.
g?.fj
- 1. PURPOSE 1
- 2. ASSUMPTIONS 2
- 3. SOURCES OF DESIGN INPUT INFORMATION 3
7 (REFERENCES)
- 4. DESIGN INPUT DATA:
'l S. DOCUMENTATION OF ASSUMPTIONS (INCLUDING SPECIFIC IDENTIFICATION OF THOSE THAT 7
REQUIRE LATER UERIFICATION) 2M N-!f[:N
- b. COMPUTATIONS / ANALYSIS-IT8 }9
, f. ~. '.s.-
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4 e.
T!? ? < "c.4 ^: 7.
SUMMARY
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CONCLUSIONS
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(
%s SEQUOYAH NUCLEAR PLANT SCG1581XS DESIGN M DATEl-21 31 CHECKD E DATE l-2 7-97 Thermal Evaluation Purpose The purpose of this calculation ista provide documentation for the thermal releases required for the structure shown on 48NS37-1 prior to unit 2 restart. The thermal releases are described by DNE/CEB ca1culation SCG1S81X2.
These releases are required to resolve restart considerations for SCRSONCEB86103 which states that proper consideration of thermal loading on structures had not been provided.
DNE/CEB calculation SCG1581 reviewed of all miscellaneous and structural steel to identify potential modifications.
A list of potential modifications identified by DNE/CEB calculation SCG1S81 was the basis for the evaluation contained in DNE/CEB calculation SCG1SB1X2.
Assumptions 1.
This analysis assumes that structures, which require thermal evaluation, are adequate for all design criteria CSON-DC-U-1.3.3.1) loading conditions other than the thermal requirements. This statement is made with knowledge of other corrective action programs such as PIRSONCEBBBSB.
'2.
The design temperature C276 degrees F) contained in QIRNEBB6007 CRIMS B4586860113276) for the structural steel shape WSX15 is conservative for all structural shapes in the dead ended compartments.
This is justified because all shapes under review in these compartments would be classified as " thin" shapes.
The design temperature would be conservative for thicker shapes.
3.
There are two unverified assumptions in this calculation.
(1) The unverified assumption is that this modification is adequate to provide the required modification so that thermal loading can be ignored.
This modification must be reviewed by the design team that made the thermal recommendation after issuance of this calculation and so stated in the thermal evaluation CSCG1581X2).
(2) The loading assumed in the design process is being documented in the DNE/CEB Calculation SCG1581XS.
The
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SEQUOYAH NUCLEAR PLANT SCG1SB1XS DESIGN AX DATE l21 81 CHECKD 2 D ATE l-2.7-67 Sources of Desian Input Information DNE/CEB calculation SCG1581 DNE/CEB calculation SCG1SB1X2 DNE/CEB calculation SCG1581X6Cpreliminary)
DS-C1.7.1 General Anchorages to Concrete.-
DS-CS.1 General Anchorages to Concrete CSuperceded by DS-C1.7.1)
DIRNEB86007 CRIMS B4586860113276)
SON-DC-U-1.3.3.1 R4 Additions After November CDIM-9) 14, 1979 - Reinforced Concrete, Structural and Miscellaneous Steel Environmental drawings - 97E43S series SCRSONCEB86103 - Thermal loads on structures Design Drawings - 48N937-1 Scope The scope of the calculation is to replace existing structural joints with structural connections which provide thermal releases.
The replacements should provide equivalent boundary conditions and capacities so as not to degrade the existing seismic resistance.
Calculations shall show that the replacement connections have equivalent capacity.
Where the capacity of an existing connection is lessened, then the lessor capacity must be justified.
Calculations shall justify that the boundary condition modification will not significantly redistribute the scismic load. Where the modified boundary condition does significantly redistribute the load then the additional load being distributed must be justified for affected structural components.
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SEQUOYAH NUCLEAR PLANT
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DESIGN A<
DATEl2117 CHECKD//C DATE l-7.7-97 4BNS37-1 Description o_f,tht obenne.
The tangential beams will require thermal releases Caxial).
The beams will be slotted at each end.
In order to distribute the load to the connections as before, axial springs will be installed.
The spring constants will be approximately 35 k/in per end.
Based on the anticipated maximum thermal environment, the maximum thermal movement will be 3/16" at each end.
The spring will be designed to bottom out at the some 3/16".
The bending stress in the spring will not exceed yield prior to bottoming out.
These springs will limit the thermal load applied to the connection and to the ice condenser column to 6 kips.
Since the spring will bottom out, the axial capacity of the connection can exceed 6 kips and would be limited to the same capacity levels as prior to the modification.
Since the mass of the tangential beam is much less than 2000 lb.,
the
'l g' static deflection will be less than 1/16" and it can be concluded that the springs meet the original stiffness requirements.
2000lb. /
C 35000 + 3S000 ) k/in -
.028" <.0625" The welded web plates on the tangential beam will be replaced with slotted connections.
These connections will transmit load differently from the original (they require that the end develop torsion) and must be qualified for the load predicted from walkdown data and conservative acceleration factors.
The lateral beams will require thermal releases.
One end of each radial beam will be slotted.
In addition to the slots, a snubber will be provided to act in the direction of the slot.
The slot-snubber combination will provide the same boundary conditions as provided by the web plate connection.
Therefore, the seismic distribution will not be affected and only the modified connection will require evaluation.
The load on the snubber must be predicted from walkdown data and conservative acceleration factors to ensure that the snuuber capacity will not be exceeded.
The slotted connections will transmit load differently from the original
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1, Descrintion o,.I the.obende!
The tannontial beams will reau' ire thurmal releases Caxial).
1 The beams will be slotted 'at each ond.
In order to '
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distribute the 1 cad to the connections as before, axial.
springs will be installad.
The spring constants will be approximately 35 k/in por end.
Based on the anticipated maximum thermal environment, the maximum therma.1 movement will be 3/16" at each end.
The spring will be designed to bottom out at the somo 3/16".
The bonding stross in the spring will not exceed yield prior to bottoming out.
Thoso springs will limit.tho. thermal load applied to the connection and to the ice condonsor column to 6 kips.
Sinco the spring will bottom out, the axial capacity of the gonnection can exceed 6 kips and would be limited to the same capacity levels as prior to the modification.
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.028" <.0625" Tho wolded web platos on the tangential beam will be replaced with slotted can'noctions.
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load differently from thu original (they require that ;the and develop torsion) and must bo qualified for the load'prodicted. -
l from walkdown data and conservativo accoloration factors. -
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The slat-anubbor combination will provido tho sama boundary conditions as provided by the web plato connection.
Thoroforo; the seismic distribution will not bo affected and only the mod'ifiod connection will requiro ovaluation.
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- 1:x = o M x = 4d"'
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- Ng= S.0%
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- s + (40 7-3 3
_ 2.=>z. b er 3 w + 72. 2. g 2. r' n v= y +v =
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P= s# - 2, 'J Il sGE 2(S.9E),s.o % 4 2.(7.s' 4 l I~ b.~l,OC [3 8 7 Y =1 ., )(o d1.0 o P,
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- g F y =-
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- M g
( I. a = 2 (, l. x d h = 3(.o 13 e \\7 b% b 3 y = G 40 4 c.ch(,,075[= 5.o") A! 2 i2 Sg=lt= ~2. co., t 2. c._y = I.,, 2 E.o7 = 2. 7 ~ C-2 c.
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- m. A ro m1.s e.
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f t <#4*gt, gap : f O S__ 4 s[s O N ll7.S6 13 * "*) '::::. o2'c5 L .,a, sz t vv= 9..r r,av. x a. a ou n o
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.vv'i 44W[EN DES 2 78) TENNESSEE VALLEY AUTHORITY Chert U er II sue;ccS C G ISi81 X 5 ~ ,,,c, yg ( ( co ,o,.. g "^I - w a 7 ^' ^ ' " P 7 W ELO - 2.E Na. P ?_r.,c v eT 4t/ g.ao =. 2.7 * = .2.07" 2 y,. 4,2 8 x. 7 o7 x e_t w st U EE 5(9 BL tvT EoTR MoE.L' n cuc.S reta wc.e. h EE \\\\ \\t Y Fx = o M x,18 Fy = (o < M y = 2. \\. ) ? "
- h=
). 5* N,-= n.S 78"', ( I _}_ a _r 'I = 4[1Y+4(,s.t9: 95 i._ N'z i = I O Vy = fa + l 8 (3h _ Z.14 Tso tT ~ 3'/ 3 + gg _ - - - - y-v== S.s ". 1s h s) = 2.u % cr p_E33_7 5 " 4 gg I., o 16 fo i r e z 2. V :. 'h/y 'v V,
c.14 A 3.7 7 ~ = 3.19 f P
2).D \\2.973 =2 71 %ctT _4 7.(S.375) 2 ( s) 2 ~/ 'h \\, C [ 3 73 = -88 ( l O 03 ( E, 5 i 5 C.E.ZE1 ~ j L
.T(A 489H4EN DES.2 78) TENNESSEE VALLEY AUTHORITY SHEET 1% or D S CGIS 812 5 SUBJECT PROJECT 54P COMPUTED e DATE CHECKED BY Ag DATE j g 7. P 7 .2 ,g ,g7 C HE.CY-. \\viox2C C ME.cw w so x.2.r vo?- wen Ms t N o Newr i MPoED vY T N Vev tsE \\\\ , t 0 =. \\ C 0 / st N ta =.35 - 112.c," * \\ \\. '1 x \\$ = 1 s 2 * ') \\\\ 1% M(._5 = - lao 4-l_E Z W l 00 \\\\ 2. to o -=. = \\_ I7 E k = t \\ 2.. (o = 21. c, E k s:. t ( ?_.1 ws\\ cot A.'7(o (.
Jyh 4sondu ogs.2 7s) TENNESSEE VALLEY AUTHORITY cater -[ c) ?I or susJccybb PROJ ECT 9d I ( - courutto av cHackto av Ac oATE
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,g7 ENeEE 9Aw bD /2 UNwc.uT n ncH. aucr; 6 Y n ,'A A w \\\\ W M = l\\.7 x 12, :.15.1 / e k _m, ~~ S.sqo = N Es.1 1.2 \\- t 27 27 4 72 O 't Y M vm 15 11 E-2 4 4(l.E l, E ,3 g ,.g 4 c 'n C -tfc = 15 I ll.7 W S i ( L' l e t i c a U 2, ge - = - \\ Xl s ~$, .5 I Ito "g S ECI' A-A i OGS up. O s.-c t. 7.1 Q = 2.[7.GD =l.G' 7)) [ b 2. p U NCEP_ CUT A N c,H. W MO'TE cN O WC. J \\ NCTM\\ \\M A cc,0 C.O u c E W[WA GEN d ^ \\W/ " V C - / *G tFEc. NO. C,-(oO 1 4 2 b i l L
, lhA 48f (EN DES 2 78) TENNESSEE VALLEY AUTHORITY surst 60 or rl / sueJEcT' CGIS ' Cl X :' 9 PROJECT
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