ML20151J510
| ML20151J510 | |
| Person / Time | |
|---|---|
| Site: | Crystal River  |
| Issue date: | 02/14/1994 |
| From: | Gutherman B FLORIDA POWER CORP. |
| To: | |
| Shared Package | |
| ML20151J438 | List: |
| References | |
| CON-04-5520-161, CON-4-5520-161, REF-GTECI-A-46, REF-GTECI-SC, TASK-A-46, TASK-OR DC-5520-161-0SE, DC-5520-161-SE, S-94-0011, S-94-0011-R00, S-94-11, S-94-11-R, NUDOCS 9708050166 | |
| Download: ML20151J510 (133) | |
Text
.
U.S. Nuclear Regulatory Commission 3F0897-01 ATTACHMENT C FLORIDA POWER CORPORATION CRYSTAL RIVER UNIT 3 DOCKET NUMBER 50-302/ LICENSE NUMBER DPR-72 FPC CALCULATION S94-0011 UNRESOLVED SAFETY ISSUED A-46 f
Po88 186M ol888so2 P
-. _. ~. - - - -..
@E I Po y' W Florld (Y<d#
INTEROFFICE CORRESPONDENCE Il CORPORATION Nuclear Engineering CZI EBB 2
,.,.s OF FICE MAC PHONE
SUBJECT:
Crystal River Unit No. 3 Ouality Document Transmittal-Analysis / Calculations j
File: CALC To: Records Management - NR2A The following analysis / calculation package is submitted as the OA Record copy:
DOCNO (FPC DOCUMENT IDENTIFICATION NUMBEH)
HEV Sy$ TEM (S)[f TOTAL PAGES TRANSMITTED S cf4- @ //
O jf -
/2r SEl5Mll UERIFICATION OF TANKS - SQUG METHODOL OGY
..AWDS (IDENTIFY KEYWORDS FOR LATEH RETR 8 EVAL)
TANK. SQl/G. SE/SMIC OXHEF (REFEHEUN '
S OR F5i ES Li$T PRIMARY FILE FIRST)
-B.-033 VEND (VENDOR NAME)
VENDOH DOCUMENT NUMBER (DXHEF)
SUPERSEDED DOCUMENTS (DXREF)
G j'C.T DC ~552 0 -168. 0 SE NA CDT-I CAT-5B EFT-2.
DHT-1 CAT-5'A PART NO.
COMMENTS (USAGE HESTRICTIONS, PHOPRIET ARY. ETC.)
l NOTE:
Use Tag numbar anly for valid tag numbers (i.e., RCV-8, SWV-34, DCH-99), otherwise; use Part number field (i.e., CSC1450,.%C1459), if more space is required, write "See Attachment" and list 3n separatejheet.
(
DESI' ENfilN ~ER ATE VEHIFICATK)N ENGINEER DATE SUf' R. NU -
P DATE iby EN W/v'k V I
2 cc:
MAR O' s (if MAR Related) O Yes E No Supervisor, Nuclear Docm.ekControl w/ Plant Doc. Rev.'
MART' r tct File Eval. and Analysie ' C.::. Summary Mgr, Nol. Config. Mgt.
Plant Document Peuew Required O Yes E No File (Lt C',
rPES 'Origi1al" w/ attach A/E O Yes E No Mgr., U Wr,s. Eng. S. w/ attach (if Yes,T ansmit w/ attach)
Rev.31MI ggyj'. gj/g//
ffg,s/,
RET: UIe of Plant RESP: Nuciaar Engmeenng 900 6?8 i
i
[') Florida Pag)./_ of /_
(
! Pawcr PLANT DOCUMENT REVIEW EVALUATION l
\\.ss/ Corporellon i
j tDocuMENT TYPE / NUMBER TO BE EVALUATED l
s-9y- 00ff l
PARTI INSTRUCTIONS: Calculations, Document Change Notices, and Plant Equioment Equivalency Replacements have the potential to affect plant documents. The Originator of any of these documents is required to determine which, if any, plant organizations should review the subject document for impact. The Originator should use the best judgment to make this determination based on the nature of the changes. If in doubt as to whether or not a plant organization should review a particular document, it is suggested that the subject l
o/ganization be contacted.
Tho Originator is to check the appropriate boxes below and attach to the subject package as follows:
Calculations Insert behind Analysis / Calculation Transmittal DCNs - Insert behind DCN page 1 PEEREs -Insert behind PEERE page 2 CIDPs Insert behind CIDP page t Th3 above referenced document must be distributed as follows:
No Review Required Supervisor, Operations Engineering & Support O Senior Radiation Protection Engineer Manager, Nuclear Maintenance O uanager Site Nucisa, Services uanager Nuciear piant Technica Support Other(s):
l
. /
/)
/
/
DRIGINAT )/ DA' SUPE " / QATE 5
- 2. // W 5 f9
.s-
\\
r v
/
/
r Upon completion of Part 1, attach to the subject document, check
- Plant Document RevievvRecuired" block. as aoolicable and cive to Nuclear j
Enoineerina Clerk for distribution.
CIDPe - Distribute with Attachments Cales Distribute with Transmitta! Memo, Summary - PEERE - Distribute with Attachments - DCNs Disiribute with Attachments and Drawings PART11 INSTRUCTIONS: Upon receipt of the subject document, the assigned Reviewer enters the
- Reviewing Department
- name below, reviews the subject document for impact on plant procedures, and completes the evaluation below.
F.WWQ DEPARTMENT PLANT REVIEW IMPACT EVALUATION: The above referenced document has been reviewed and evaluated as follows:
O No Action nequired O Action Required; The below listed document (s) is affected and requires revision and/or other actions as indicated (i.e., generate a new procedure, void a procedure, etc.)
j l
DOCUMENTS / ACTIONS l
i I
HEVIEWER / DATE SUPEPMSOR / DATE Upon completion, forward evaluation form only to Nuclear Document Control (NR2A) t
- If the Supervisor or designes acts as the Originator or Reviewer, the applicable
- Originator / Reviewer
- block should be NA'd.
1/94 RET. Ufo of Plant RESP: Nuclear Engenne 901 193
_ ~
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Engineering instruction N s. 2 CALCULATION PAGE 1 OF Ily F
3 PROJECT: FPC-Crystal River Unit 3
- DC-5520-isi.
i
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mE 4
SUBJECT:
Seismic Verification of Tanks c = = u
,e m
(
)
OtSCIPLINE NAME AND NUMBER Structural / Piping 2241 & 2242 04-ssao.1st REVISION O
1 2
3 ITEM (S) REVISED InitialIssue ORIGINATOR MdaM"4 DATE 01/19/94 REVIEWER ou.a DATE 01/19/94 APPROVAL SM.ffsb DATE 01/19/94 ASSUMPTIONS / PRELIMINARY DATA None PAGES REFERENCE N/A THIS CALCULATION ALSO REQUIRES VERIFICATION PER DCP 2.05 h
NO REMARKS REMARKS REMARKS REMARKS THE REVIEW OF THE CALCULATION INCLUDED See Attach. C of EVALUATION AGAINST THE calculation.
FOLLOWING OUESTIONS:
WERE INPUTS, INCLUDING CODES, STANDARDS, AND REGULATORY Yes i
REQUIREMENTS, CORRECTLY SELECTED AND APPLIED 7 j
ARE ASSUMPTIONS Yes l
REASONABLE AND ADEQUATELY LDENTIFIED7 I
l l
HAVE APPLICABLE CONSTRUCTION N/A l
AND OPERATING EXPERIENCES I
BEEN CONSIDERED 7 i
l WAS AN APPROPRIATE Yes CALCULATION METHOD USED7 3
I IS THE OUTPUT REASONABLE Yes COMPARED TO INPUTS 7 i
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l gal-525 2 92T l
THIS IS A PERMANENTDESIGN RECORD DO NOT DESTROY
- Gilbert / Commonwealth -
t
Enginnring Instructi::n No. 2 SUBJECT FPC Crystal River Unit 3 IDENTIFIER PAGE Seismic Verification of Tanks DC-5520161.0SE l
OF REV.l
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f-CALCULATION MICROFILMED PAGES ORIG!NATOR S.J. Serhan 1
WO.
l DATE 01/18/94 I
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CONTENTS I
PAGE CALCULATION COVER SHEET 1
CONTENTS 2
1.
OBJECTIVE 3
2.
DESIGN INPUT AND REFERENCES 4
j 3.
ASSUMPTIONS 5
4.
GENERATION OF 4.0% DAMPED RESPONSE SPECTRA 6
4.1 Ground Spectrum............................
6 4.2 Auxiliary Building Elevation 119' 20 5.
CONDENSATE STORAGE TANK.........................
29 6.
DEDICATED EMERGENCY FEEDWATER TANK..............
54 7.
BORATED WATER TANK 78 8.
HORIZONTAL BORIC ACID TANK...................... 102 9
CONCLUSIONS
..................................... 113 1
ATTACHMENTS ATTACHMENT A G/C DESIGN INFORMATION TRANSMITTAL 0-4 ATTACHMENT B FPC TELECOPY DEDICATED EMERGENCY FEEDWATER TANK 0-2 l
ATTACEMENT C DESIGN VERIFICATION RECORD 0-2 l
l l
4 l
l GA1446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginuring instructi:n No. 2 SUBJECI FPC Crystal River Unit 3 lOENTIFIER PAGE Seismic Verification of Tanks DC-5520-161.0SE OF -.,
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MICROFILMED PAGES //
OAIGINATOR S.J. Serhan wo.
DATE 01/18/94 1.
OBJECTIVE The objective of this calculation is to:
generate 4% damped acceleration response spectrum curves for o
use in the tanks evaluation.
The scope of this item includes the following locations:
Free-Field Ground e
Auxiliary Building Elevation 119' perform seismic verification of tanks by using the PSP Section o
7 Methodology [ Reference 4].
The scope of this item includes the following tanks:
Condensate Storage Tank [CDT-1]
Dedicated Emergency Feedwater Tank [ EFT-2]
Borated Water Tank [DHT-1]
Horizontal Boric Acid Tank [ CAT-5A and CAT-5B]
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4 gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
_-_-....m Enginuring Instructi:n No. 2 SUBJECT IDENTIFIER PAGE FPC Crystal River Unit 3 g
Selsmic Verification of Tanks DC-5520-161.0SE
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CALCULATION MICROFILMED PAGES ORIGINATOR S.J. Serhan Wa DATE 01/18/94 2.
DESIGN INPUT AND REFERENCES (1)
Generic Implementation Procedure (GIP) for Seismic Verification of Nuclear Plant Equipment, Revision 2,
- SQUG, February 1992.
(2)
G/C Calculation DC-5520-127.0SE, Revision 0, Floor Response Spectrum Generation, CR3, 1992.
(3)
Computer Software: MathCAD, Version 2.5, Mathsoft Inc.
(4)
Florida Power Corporation's Plant Specific Procedures (PSP) for Seismic Verification of Nuclear Plant Equipment, Revision O.
(5)
Florida Power Corporation " Environmental and Seismic Qualification Program Manual".
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l gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginc;ering instruction No. 2 buBJECT FPC Crystal River Unit 3 IDEN %ER PAGE Selsmic Verification of Tanks DC-5520-161.0SE D
i OF i
b b
b b
MICROFILMED PAGES f
OAIGINATOA S.J. Serhan WO.
DATE 01/18/94 l
3.
AB8UMPTIONS All assumptions are noted in the body of the calculation.
l j
1 i
l gal-446 2 92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginnring Instructi:n No. 2 SUBJECT FPC Crystal River Unit 3 IDENllFIER PAGE Seismic Verincation of Tanks DC 5520-161.0SE OF -
REV.l (0]
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MICROFILMED PAGES /
ORIGINATOA S.J. Serhan WO.
DATE 01/18/94 4.
GENERATION OF 4.0% DAMPED RESPONSE SPECTRA In this section, G/C will develop the 4% damped floor acceleration response curves for the free-field ground and Auxiliary Building Elevation 119' for use in the tanks evaluation.
As done in Reference [2], the Power Method will be used in the generation of the 4% damped OBE acceleration response curves for the free-field ground and the Auxiliary Building Elevation 119'.
The reader is referred to Reference [2] for description of the i
lumped mass model of the Auxiliary Building, ground response j
spectra (plot and digitized values), and structural damping values.
To achieve the objective of this calculation, the 4.0% OBE curves are generated and the results shall be multiplied by a factor of 2.0 to develop the corresponding 4.0% SSE curves.
Plots and tables l
of the generated broadened OBE acceleration response spectra are documented in the following subsections.
4.1 Ground Spectrum The following pages document the generation of the 4.0 damped OBE ground acceleration response spectrum in the horizontal direction by using the Power Method.
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THIS IS A PERMANENT RECORD DO NOT DESTROY l
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j Enginnring instructi::n No. 2
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CALCULATION PAGes N vienoritvEo ORIGINATOR S.J. Serhan WO.
DATE 01/18/94 GENERATION OF 4.0% DAMPED HORIZONTAL GROUND RESPONSE SPECTRUM l
l Given: 3.0% and 5.0% Damped Ground Response Spectra l
Required: 4.0% Damped Ground Response Spectrum l
l Read in the input data for the 3.0% and 5.0% damped horizontal l
OBE ground response spectra (see page 23 of Reference 2):
N3.= 15 [ Number of Data Pairs for the 3.0% Spectrum]
Frequency (Hz)
Acceleration (g) l F3, = 0.25 A3, = 0.03 l
F33.= 0.5 A3 = 0.05 3
l F3 = 1.0 A3 = 0.1 2
2 l
F3 := 1.22 A3 = 0.124 3
3 F3, = 1.43 A3, = 0.123 l
F33 := 1.667 A3 = 0.12 3
F3, = 2.0 A3, = 0.114 F3 = 2.5 A3 = 0.109 7
7 F3, = 3.33 A3, = 0.105 l
F3, = 5.0 A3, = 0.097 F3, = 7.14 A3
= 0.082 3
g F3
= 10.0 A3
= 0.068 u
u F3
= 16.67 A3
= 0.059 u
u F3
= 50 A3
= 0.052 u
g F3
= 100 A3
= 0.05 g
9 GM446 2 92 THIS IS A PERMANENT RECORD DO NOT DESTROY l
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Enginerring instruction No. 2 1
1
Seismic verification of Tanks DC 5520-161.05E l
f OF -
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CALCULATION PAGEsNM MicRoritvEo l
ORIGINATOR
$.J. Serhan WQ, DATE 01/18/94 l
l NS := 16 (Number of Data Pairs for the 5.0% Spectrum]
l j
Frequency (Hz)
Acceleration (g) l F5, = 0 25 AS, = 0.02 l
l F5 := 0.5 AS, := 0.04 3
F5 = 1.0 A5 = 0.082 j
2 2
l F5 = 1.11 A5 = 0.092 3
3 I
i j
F5, = 1.22 A5 '= 0.099 4
F5 = 1.43 A53= 0.1 3
F5,.= 1.667 AS, := 0.097 F5, := 2.0 A57 := 0.092 FS, = 2.5 AS,.= 0.087 F5, = 3.33 AS, = 0.08 i
F5, = 5.0 A5, = 0.07 3
3 F5
= 7.14 A5u = 0.061 u
F5
= 10.0 A5u = 0.056 u
F5
= 16.67 A5u = 0.0525 0
l F5
= 50.0 A5g= 0.051 g
'~
)
F5
= 100.0 A5u = 0.05 u
t 4
D = 0. ( N3 - 1) 15 = 0 ( N5 - 1)
GAL 446 2 92 THIS IS A PERMANENT RECORD 00 NOT DESTROY
EnginIering Instructlan No. 2 WECI FPC Crystal River Unit 3 lDENitHER PAGE g
Seismic Verification of Tanks DC-5520-161.0SE
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o CALCULATION MICAORLMED PAGES [!
ORIGINATOA S.J. Serhan wo, oATE 01/18/94 f
i l
l l
0.15 g,
l l
I
\\
0.1 i
/ [\\
,\\
l M
I f N
\\
13 l
Acceleration
/
g N
N
/
\\
(g) u s
is
/
s j
\\ q j
~
0.05
'/
l /
' /
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/
0 I
j F3g3. F5g3 100
(
j Frequency (Hz)
Figure OBE Ground Response Spectra for 3.0% and i
5.0% Equipment Damping. Horizontal Direction.
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EnginDsring Instruction No. 2 ECT IDENTIFIER PAGE FPC. Crystal River Unit 3 Seismic Verification of Tanks DC-$520-161.0SE OF -
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CALCULATION MicAOFILMED PAGES ORIGINATOA s.J. serhan wo, DATE 01/18/94 F3 and F5 do not have the same frequency spacing and, consequently, their frequency and acceleration values do not match one-to-one.
1 Therefore, linear interpolation is performed to obtain acceleration values (A3 final and A5 final) at 250 selected frequencies (F).
i 1
J := 1 250 F = 0.2 J
[ Selected Frequencies]
y l
= linterp' F3, A3, F,]
A3 final l
y
[
= linterp[ FS, AS, F ]
A5 finaly 3
i 4p e
A GA)-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Engine ring instruction No. 2 UOECI IDENiiFIER PAGE FPC. Crystal River Unit 3 Seismic Verificaton of Tanks DC.5520-161.0SE
'I b
b b
CALCULATION uicnontueo PAGES OAIGINATOA S.J. Serhan WQ, DATE 01/18/94 0.15
,a:
\\
0.1 Acceleration
"""J l
\\
(0) 5 u
l
\\
D
/
0.0s
/
/
0.1 1
10 100 F,D y
D Frequency (Hz)
Figure Comparison of Original 3.0%
Ground Spectrurn and interpolated 3.0% Ground Spectrum.
0.15 4a 0.1 Acceleration
^'U"*'J
\\
(9)
I A$g3 f
l 0.05
/
/
0.1 1
10 100 F, F5 y
33 Frequency (Hz)
Figure Comparison of Original 3.0%
Ground Spectrum and Interpolated
[,
3.0% Ground Spectrum.
gal-446 2 92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginnring instruction No. 2 6UbJECT FPc - Crystal River Unit 3
'OEN#EN PAOE fp Seismic verification of Tanks DC-5520-161.0SE OF -
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OAtGINATOA S.J. Sernan WO.
0ATp 01/18/94 l
(
Using the Power Method described in Calculation DC-5520-127.0SE, i
the 4.0% damped ground spectrum is derived as follows:
i pt := 3 p2 := 5 p3 := 4 b
In pl n :=
n = 0.563 in b t
l
[ pl.
= ( A3 final fI "I-( A5nnal ]"
l A4 finaly y
y l
0.15 y,
l
\\
0.1 M anal
/((h \\
'\\
J
/
\\\\
\\
Acceleration
/f
\\
N g \\
(9)
J
//
\\
\\
s
/
s s
I Mnnaly
'7 0.05 P/
/
/h l
l l
0.1 1
10 100 J
Frequency (Hz)
Figure OBE Cround Response Spectra for 3.0%,4.0%, and 5.0%
equipn ient damping.
Horizontal Direction.
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THIS IS A PERMANENT RECORD DO NOT DESTROY
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Engintiring instructi:n NO. 2 l
l SUBJECT FPC. Crystal River Unit 3 10EWIER PAGE Setemic Verification of Tanks DC-5520-161.0SE i
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CALCULATION Paces # I Menont.uED i
oAIGINATOR S.J. berhen.
WO.
DATE 01/18/94 Usting of the 4.0% Damped Horizontal OBE Ground Spectrum J := 1 35 Frequency (Hz)
Acceleration (g) l F
A4 final; y
I 0.2 0.02 6
0.036 6
0.053 U
0.071 l
T 0.089 U
0.108 E4 0.109 l
l B
0.107 D
0.104 2
0.101 D
Q.099 2.4 0.097 5
0.095 D
0.094 T
0.092 E2 0.091 n
0.09 E
0.089 E
0.087 4
0.086 E2 0.085 EA 0.084 E
0.083 5
0.082 T
0.081 E2 0.08 E4 0.079 5
0.078 EN 0.076 6
0.075 6.2 0.074 l
E4 0.073 6.6 0.072 U
0.071 i
T-0.07 l
gal 446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
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Enginnring instructi:n No. 2 6UBJECI FPC. Crystal River Unit 3 l DEN DFiER PAGE Seismic Verification of Tanks DC-5520-161.0SE OF -
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CALCULATION Paces //Y uicnoritueO ORIGINATOA S.J. serhan.
wo, DATE 01/18/94 Usting of the 4.".:% Damped Horizontal OBE Ground Spectrum J := 36 70 Frequency (Hz)
Acceleration (g)
F A4 final 3
y 7.2 0.069 7.4 0.069 7.6 0.068 7.8 0.067 8
0.067 8.2 0.066 8.4 0.066 8.6 0.065 8.8 0.065 9
0.064 9.2 0.063 9.4 0.063 9.6 0.062 9.8 0.062 10 0.061 10.2 0.061 10.4 0.061 10.6 0.06 10.8 0.06 11 0.06 11.2 0.06 11.4 0.06 11.6 0.06 11.8 0.059 12 0.059 12.2 0.059 12.4 0.059 12.6 0.059 12.8 0.059 13 0.058
~
l 13.2 0.058 13.4 0.058 13.6 0.058 13.8 0.058 14 0.058 O
GAh446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginazring instruction No. 2 j
DEU FPC. Crystal River Unit 3 iDENMiER PAGE j Seismic Verificadon of Tanks DC 5520-161.oSE OF -
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CALCULATION uicAoFILMED PAGES /!
4 oAIGINAToA S.J. Serhan WO.
DATE 01/18/94 Usting of the 4.0% Damped Horizontal OBE Ground Spectrum J := 71 105 Frequency (Hz)
Acceleration (g)
F A4 final, 3
14.2 0.057 14.4 0.057 14.6 0.057 14.8 0.057 15 0.057 15.2 0.057 15.4 0.056 15.6 0.056 15.8 0.056 16 0.056 16.2 0.056 16.4 0.055 16.6 0.055 l
16.8 0.055 17 0.055 17.2 0.055 17.4 0.055 17.6 0.055 17.8 0.055 18 0.055 18.2 0.055 18.4 0.055 18.6 0.055 18.8 0.055 19 0.055 l
19.2 0.055 19.4 0.055 19.6 0.055 19.8 0.055 l
20 0.055 20.2 0.055 20.4 0.055 20.6 0.055 20.t; 0.055 21 0.055
' O 4
gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
- -. -.. -. ~ ~ -
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Engineiring instruction No. 2 WWT FPC. Crystal River Unit 3 IDENTIFIER PAGE Seismic Verification of Tanks DC-5520-161.0SE REV.l
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CALCUL.ATION
//k y,cggy,Lygg PAGES OAIGINATOR S.J. Serhan WO.
DATE 01/18/94 Usting of the 4.0% Damped Horizontal OBE Ground Spectrum J := 106 140 Frequency (Hz)
Acceleration (g)
F A4 final y
y 21.2 0.055 21.4 0.055 21.6 0.055 21.8 0.055 22 0.055 22.2 0.055 22.4 0.053 l
22.6 0.055 22.8 0.055 23 0.055 l
23.2 0.055 l
23.4 0.054 l
23.6 0.054 23.8 0.054 24 0.054 i
l 24.2 0.054 l
24.4 0.054 24.6 0.054 24.8 0.054 25 0.054 25.2 0.054 25.4 0.054 l
25.6 0.054 25.8 0.054 26 0.054 26.2 0.054 26.4 0.054 26.6 0.054 26.8 0.054
~
27 0.054 27.2 0.054 27.4 0.054 27.6 0.054 j
27.8 0.054 4
28 0.054,
- e.
GN446 2 92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Engin'.ering instruction No. 2 SutiJECI FPC. Crystal River Unit 3 IDENIlFiER PAGE Seismic Verification of Tanks DC-5520-161.0SE OF -
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i CALCULATION Paces //Y ucnontuso oAtGINAToA S.J. Serhan WO.
oATE 01/18/94 l
Usting of the 4.0% Damped Horizontal OBE Ground Spectrum l
J := 141 175 Frequency (Hz)
Acceleration (g)
F A4 final y
y 28.2 0.054 l
28.4 0.054 28.6 0.054 l
28.8' O.054 29 0.054 l
29.2 0.054 29.4 0.054 l
29.6 0.054 29.8 0.054 30 0.054 302 0.054 l
30.4{
0.054 f
30.6 0.054 30.8 0.054 31 0.054 31.2 0.054 31.4 0.054 31.6 0.054 31.8 0.054 32 0.054 32.2 0.053 32.4 0.053 32.6 0.053 32.8' O.053 I
33 0.053 33.2 0.053 33.4 0.053 33.6 0.053 33.8' O.053 i
34 0.053
~
34.2 0.053 34.4 0.053 34.6 0.053 34.8 0.053 35 0.053
- p gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginicring instructirn No. 2 N CI FPC - Crystal River Unit 3 IDENIlFiER PAGE Seismic Verification of Tanks DC-5520-161.0SE
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CALCULATION MICAOALMED PAGES[
ORIGINATOR S J S*than WO.
OATE 01/18/94 Usting of the 4.0% Damped Horizontal OBE Ground Spectrum J := 176 210 Frequency (Hz)
Acceleration (g)
F, A4nnaly 35.2 0.053 35.4 0.053 i
35.6 0.053 35.8 0.053 36 0.053 362 0.053 36.4 0.053 j
36.6 0.053 l
36.8 0.053 37 0.053 37.2 0.053 37.4 0.053 37.6 0.053 37.8 0.053 38 0.053 38.2 0.053 i
38.4 0.053 38.6 0.053 38.8 0.053 39 0.053 39.2 0.053 39.4 0.053 39.6 0.053 39.8 0.053 40 0.053 40.2 0.053 40.4 0.053 40.6 0.053 40.8 0.052 41 0.052 l
41.2 0.052 41.4 0.052 41.6 0.052 41.8 0.052 42 0.052 I
gal 446 2 92 THIS IS A PERMANENT PECORD DO NOT DESTROY
Engintering instructinn No. 2
- EU FPC. Crystal River Unit 3 IDENTIFtER PAGE Se!smic Verification of Tanks DC-5520-161.0$E
' OF -
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CALCULATION MICAOALMED PAGES //
L atNATOR S.J. Serhen wo.
DA 01/18/94
)
J := 211 250 Frequency (Hz)
Acceleration (g)
F A4 final y
y 42.2 0.052 42.4 0.052 42.6 0.052 42.8 0.052 43 0.052 43 2 0.052 43.4 0.052 43.6 0.052 43.8 0.052 44 0.052 44.2 0.052 44.4 0.052 44.6 0.052 44.$
0.052 45 0.052 45.2 0.052 45.4 0.052 45.6 0.052 45.8 0.052 46 0.052 46.2 0.052 46.4 0.052 46.6 0.052 46.8 0.052 47 0.052 47.2 0.052 47.4 0.052 47.6 0.052 47.8 0.052 48 0.052 48.2 0.052 48.4 0.052 48.6 0.052 48.8 0.052 49 0.052 49.2 0.052 49.4 0.052 49.6 0.051 49.8 0.051 50 0.051 gab 446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
i EnginIring Instruction Ns. 2
$UBJECI FPC. Crystal River Unit 3 IDENTIFIER PAGE Selsmic Verification of Tanks DC-5520-161.0SE p
b b
b b
h MICROFILMED PAGES !!
ORIGINATOR S.J. Serhan WO.
DATE 01/18/94 1
l 4.2 Auxiliary Building Elevation 119' i
The following pages document the generation of the 4.0 damped OBE i
floor acceleration response spectrum for the Auxiliary Building Elevation 119' in the horizontal direction by using the Power Method.
l 4
1 4
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i d
i i
I 6
gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Engine: ring instructirn No. 2 l
SUBJECI FPC-Crystal River Unit 3 IDEN MER PAGE Seismic Verification of Tanks DC-5520-161.0SE
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CALCULATION uicnont.Meo PAGES OniGINATOA s.J. Serhan WO.
DATE 01/18/94 GENERATION OF 4.0% DAMPED HORIZONTAL RESPONSE SPECTRUM FOR AUXIUARY BUILDING ELEVATION 119' Given: 0.5% and 1.0% Damped Floor Response Spectra (Reference 5)
Required: 4.0% Damped Floor Response Spectrum Read in the input data for the 0.5% and 1.0% damped horizontal OBE floor response spectra:
N = 76
[ Number of Data Points]
0.5% Damped 1.0% Damped Frequency (Hz)
Acceleration (g)
Acceleration (g)
F ~= 0.5 A05, = 0.04 A13.= 0.04 3
F = 0.6 A05 = 0.048 A1 = 0.048 2
2 2
F = 0.7 A05 = 0.064 A13.= 0.064 3
3 F, = 0.8 A05, = 0.088 A1, = 0.088 Fs := 0.9 A05 0.114 A13 := 0.114
=
3 F,. = 1.0 A05, = 0.15 A1, = 0.15 F, = 1.1 A05, = 0.175 A1, = 0.16 F, = 1.2 A05, = 0.19 A1, = 0.184 F,. = 1.3 A05, = 0.2 A1, ~ = 0.184 F, = 1.4 A05, = 0.2 Al
= 0.165 3
3 u
F
= 1.5 A05, = 0.2 Al
= 0.16 ig 3
lt F
= 1.6 A05 0.2 Al
= 0.16
=
u 12 u
Fu := 1.7 A05
= 0.2 Alu = 0.16 g3 F
= 1.8 A05 0.2 Al
= 0.155
=
u g
y F
= 1.9 A05
= 0.2 Alu = 0.15 u
1s F, = 2.0 A05, = 0.2 Al
= 0.148 3
3 u
F
= 2.1 A05, = 0.2 A1, = 0.145 17 g
3 GAM 46 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginetring instructisn No. 2 WECT FPC. Crystal River Unit 3 iOENTIFiER PAGE Seismic verification of Tanks DC-5520161.0SE hb CF -
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CALCULATION MICROFILMED PAGESI/
ORIGINATOq S.J. Serhan wo, DATE 01/18/94 0.5% Damped 1.0% Damped Frequency (H2)
Acceleration (g)
Acceleration (g)
Fis := 2.2 A05, := 0.2 A1, := 0.142 1
3 F, = 23 A 05, = 0.2 Al, := 0.141 1
3 g
F
= 2.4 A05
= 0.2 A1
= 0.14 3
20 20 F
= 2.5 A05n := 0.2 A13.= 0.14 3
Fn = 2.6 A05
= 0.2 A1 0.141
=
n 3
Fu = 2.7 A05
= 0.2 A1
= 0.143 3
23 Fu = 2.8 A05
= 0.2 A1
= 0.145 3
3 l
F
= 2.9 A05u = 0.2 A13.= 0.146 l
u Fu = 3.0 A05u = 0.2 A1
= 0.148 3
F27.= 3.15 A05
= 0.2 A127 := 0.15 27 I
Fu := 33 A052s := 0.2 A13 := 0.151 F, = 3.45 A05, = 0.2 A1, := 0.151 2
2 2
Fu = 3.6 A05n = 0.2 Aln := 0.151 F
= 3.8 A05
= 0.2 Aln ' = 0.148 y
3 F
= 4.0 A05n = 0.2 Aln = 0.145 n
Fn = 4.2 A05
= 0.2 A13.: 0.144 3
Fu = 4.4 A05
= 0.2 Alu = 0.145 y
F
= 4.6 A05
= 0.2 A1
= 0.148 u
3 3
F
= 4.8 A05
= 0.2 A1
= 0.15 3
3 3
~
Fu = 5.0 A05
= 0.2 Al
= 0.145 p
y F,.= 525 A05, = 0.2 A1, = 0.MI 3
3 3
F, = 5.5 A05, = 0.2 A1, := 0.15 3
3 3
F.= 5.75 A05
= 0.2 A13 := 0.153 GN 446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginnring instructi:n No. 2
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CALCULATION vicAOFilMFD PAGES ORIGINATOA S.J. Serhan g,
DATE 01/18/94 0.5% Damped 1.0% Damped Frequency (Hz)
Acceleration (g)
Acceleration (g) 6.0 A05g := 0.2 Alu := 0.155 F
=
u F
6.25 A05n := 0.2 Alu = 0.16
=
u Fu.= 6.5 A05u = 0.2 Alu.= 0.172 F
6.75 A05u: 0.2 Al
= 0.175
=
u y
F 7.0 A05u = 0.2 A1
= 0.19
=
u 43 F
7.25 A05
=
0.193 0.2 Al
=
=
u g
u 7.5 A05, = 0.21 A1, = 0.20 F
=
u F, = 7.75 A05, = 0.22 A1, = 0.21 l
F, = 8.0 A05, '= 0.23 A1 0.22
=
3 l
F 8.5 A053= 0.25 Al
= 0.24
=
3 g
l P
9.0 A05g := 0.29 Alg := 0.28
=
n l
F 9.5 A05g.= 032 Al
= 0304
=
g n
F 10.0 A05g' 0343 Al
= 0326
=
g s
F 10.5 A05,, = 0375 A1 0356
=
=
y 3
l F
11.0 A05g= 0.405 Al 0385
=
=
g g
l F
11.5 A05 0.41 A1
= 039
=
=
u 3
3 l
F, = 12.0 A05 0.C M
= 0. m
=
3 37 s7 F
12.5 A05 0.54 Al 0.418
=
=
=
y g
g i
F 13.0 A05, = 0.54 Al, = 0.418
=
s9 3
s
~
F, = 13.5 A05 0.54 Al
= 0.415
=
g g
F 14.0 A05 0.54 Al
=
0.41
=
=
g g
g 14.5 A050 = 0.54 Al F
0.408
=
=
g u
F 15.0 A05g.= 0.48 Alg := 038
=
g O
gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginstring in:truction No. 2 dVWECT FPC Crystal River Unit 3 IDENMER PAGE Seismic Verification of Tanks DC 5520-161.0SE REV. l
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CALCULATION MICAOALMED PAGES /
OAIGINATOA S.J. Serhan wo, OATE 01/18/94 0.5% Damped 1.0% Damped Frequency (Hz)
Acceleration (g)
Acceleration (g)
F 16.0 A05
= 034 Al
= 033
=
g y
y F,3 17.0 A05,3 = 0.28 A1
= 0.28
=
65 Fu.= 18.0 A05g := 0.24 Alu = 0.24 F,7 -= 20.0 A05,7 = 0.16 A1,7 = 0.16 F,.= 22.0 A05, = 0.12 Al
= 0.12 g
F, = 25.0 A05
= 0.H M,,
= 0.08 69 F, = 28.0 A05, = 0.14 A1, '= 0.075 7
7 7
F,g 31.0 A05,3 = 0.22 A1, = 0.065
=
7 F.72 34.0 A05
= 0.18 A1
' = 0.06
=
72 72 F.,3 36.0 A05
= 0.12 A1
= 0.06
=
73 73 F,4 40.0 A05
= 0.09 A1, = 0.055
=
74 7
F 45.0 A05
= 0.07 A1
= 0.05
=
7s 73 75 F, = 50.0 A05, = 0.06 A1, = 0.04 7
7 7
Ncount =1N 9
- g gab 446 2 92 THIS IS A PERMANENT RECORD 00 NOT DESTROY
Enginnring Instruction No. 2 I FPC. Crystal River Unit 3 10ENilFIER PAGEb Selemic Verification of Tanks DC-5520-161.0SE d
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CALCULATION MICAOFILMED OAIGINATOA S.J. Serhan WO.
DATE 01/18/94
{
,, o.1 i
0.5 J
0J A
^ Neoaat Acceleration f
'J (9)
At.
.N eou nt
/
1
(
o.2 k
[
qj
-n l
V 0.1 j
l j
Q t
0 F
50 Neoung l
Frequency (Hz)
Figure OBE Response Spectra for 0.5% and 1.0%
)
Equipment Damping. Auxiliary Building Elevation 119' for Horizontal Direction.
1 1
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THIS IS A PERMANENT RECORD DO NOT DESTROY
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Eriginnring instruction Ns. 2 l
6UN FPC. Crystal River Unit 3 OEN ER PAGE l
Seismic Verification et Tanks DC 5520161.0SE OF -
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CALCULATION MICAOALMEo l'
PAGES OAIGINATOR s.J. serhan
[
DATE 01/18/94 WQ, 1l' l
Using the Power Method described in Calculation DC-5520427.0SE, l
the 4.0% damped floor spectrum is derived as follows:
l l
pl := 0.5 p2 := 1.0 p3 := 4.0 in E 01 n.=
. b.
n=3 In
. DI.
A4
,, = { A05,,,,, ](1 n) -[ A1,,, ]"
3 3
3 1
I n
0.s
^
t GA A05,,,,,
I 3
f{
Acceleration A1 (g)
Neount 0.3 J
~ ~_ nt l
0.2 l
b 3
/
t v
v -
m j
a.i 7
w y*
l l
3 l
0.1 1
10 100 Ncount Frequency (Hz)
~~
Figure OBE Ground Response Spectra for 0.5%,1.0%, and 4.0%
D 1mping in the Horizontal Direction.
l GAk446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY i
Enginnring instruction No. 2 WN FPC. Crystal River Unit 3 OEN TWiER PAGE Seismic Verification of Tanks DC-5520-161.0SE I
b CALCULATION PAGEs((
uicAontueo OAIGINATOA S.J. Serhan WO.
j DATE 01/18/94 l
Usting of the 4.0% Damped Horizontal OBE Floor Spectrum J:= 1 35 Frequency (Hz)
Acceleration (g)
F, A4, 0.5 0.04 0.6 0.048 0.7 0.064 0.8 l1.088 0.9 li,114 1
r0.15 1.1 0.134 1.2 0.173 13 0.156 1.4 0.112 1.5 0.102 1.6 R102 i
1.7 CG~2 1.8 0.093 1.9 0.084 2
0.081 2.1 0.076 2.2 0.072 23
'O.07 2.4 0.069 2.5 0.069 2.6 0.07 2.7 0.073 2.8 0.076 2.9 0.078 3
0.081 3.15 0.084 33 0.086 3.45 0.086 l
3.6 0.086 l
3.8 0.081 4
0.076 l
4.2 0.075 4.4 0.076 l
4.6 0.081 l
t GAL 446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Engineiring instructi n No. 2 DUEI FPC. Crystal River Unit 3 OEN mER AGE Seismic Verification of Tanks DC-5520-161.0SE REV. {
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CALCULATION vicAOntvec PAGESf OAIGINATOA s.J.serhan WO.
DATE 01/18/94 J := 36 76 Frequency (Hz)
Acceleration (g)
F, A43 4.8 0.084 5
0.076 525 0.07 5.5 0.084 5.75 0.09 6
0.093 6.25 0.102 6.5 0.127 6.75 0.134 7
0.171 7.25 0.18 TJ 0.181 33 0.191 8
0.201 83 0221 9
0161 9.5 0.274 10 0294 10.5 0321 11 0348 11.5' 0353 12 0324 12.5 0.25 13 0.25 13.5 0.245 14 0.236 14.5 0.233 15 0.238 16 0311 17 028 I
18 024 20 0.16 l
22 0.12 I
25 0.042 28 0.022 31 0.006 34 0.007 36 0.015 40 0.021 45 0.026 50 0.018 gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
- -.. - ~
EnginIering Instructi:n Ns. 2 SUBJECT FPC Crystal River Unit 3 IDENilFIER PAGE Selemic Verification of Tanks DC-5520-151.0SE
=I LoI 2I 2j y
f!q MICAOFILMED PAGES ORIGINATOR S.J. Serhan Wo, DATE 01/18/94
}
5.
CONDENSATE STORAGE TANK The following pages document the seismic verification of the Condensate Storage Tank by using the PSP Section 7 Methodology
[ Reference 4).
1 l
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l gal-446 2-92 THIS IS A PERMANENT RECORD Du NOT DESTROY
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Enginriring instruction No. 2 UEU FPC. Crystal River Unit 3 DENIiRER PAGE,3, Seismic Verification of Tanks DC-5520161.0SE
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CALCULATION uicnoALMED PAGES/N ORIGINATOA S J. S*rhan WO.
lDATE 01/18/94 i
FPC-Crystal River Unit 3 USI A-46 Project f
Tanks Evaluation l
\\
Tank: Condensate Storage Tank
[CDT-1)
Originator: Samir J.
Serhan 06/25/1993 t
Reviewer:
Gary M. Jackson Program Name:
TANKvl Dr. Samir J.
Serhan Gilbert / Commonwealth,Inc.
April 5, 1993 SEISMIC VERIFICATION OF VERTICAL TANKS Scope:
This seismic verification procedure is applicable to tanks with the following characteristics:
(a)
Large cylinderical tanks, (b)
Axis of symmetry is vertical, gc)
Flat bottom, (d)
Anchored to concrete pads or building floor, (e)
Tank material is carbon steel (ASTM A36 or A283 Grade C),
stainless steel (ASTM A240 Type 304), aluminum (various alloys), or better material, (f)
Anchor bolts are evenly spaced around tank circumference within + or - 5 degrees, (g)
Anchor bolts are cast-in-place or J-bolts (ASTM A36 or A307, A325),
f (h)
Fluid in tank is water or similar material, and l
(i)
Dimensions for tank shell anchorage, and content should fall within the following range, of parameters:
{
[ See the following page )
GA1446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginnring Instructi:n No. 2 NEU FPC Crystal River Unit 3 OENmER PAGE Seismic Verification of Tanks DC-5520-161.oSE OF -
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CALCULATION uic9 erit.MED PAGES/
OAIGINATOA S.J. Serhan wo, DATE 01/18/94 Nominal Radius (R):
60" to 420" Height of Tank Shell (Hp):
120" to 960" Maximum Height of Fluid (H):
120" to 960" Minimum Thickness of Tank Shell 8
in the lowest 10% of Hp (ts):
0.1875" to 1.0" Effective Thickness of Tank Shell
((tav+tmin)/2)
(tef):
0.1875" to 1.0" Diameter of Anchor Bolt (d):
0.5" to 2.0" Number of anchor bolts (N):
8 or more Rai;o of Thickness of Wall ts to Radius of Tank (ts/R):
0.001 to 0.01 Ratio of Thickness of Wall tef to Radius of Tank (tef/R):
0.001 to 0.01 i
Ratio of Maximum Height of Fluid to Radius of Tank (H/R):
1.0 to 5.0 l
l l
G M446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginnring instructisn No. 2 bu&lEC,I OEN hFatiR PAGE FPC
- Crystal Alvor Unit 3 Seismic Verification of Tanks DC-5520-161.0SE OF -
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CALCULATION O
MICAORLMED PAGES OAIGINATOA S.J. Serhan wo, DATE 01/18/94 Evaluation Process:
Per the PSP Section 7 [4), the seismic verification for vertical tanks consists of the following 23 steps:
- STEP 1 INPUT DATA to be provided by the user Tank Shell:
R.= 192 in
[ Nominal Radius of Tank, Hp : 420 in
[ Height of Tank Shell]
0.25 in
[ Minimum Shell Thickness) tmin
=
ts := 0.25 in
[ Minimum Shell Thickness in lowest 10% Hp]
n := 5
[ Variation of Shell Thickness Along Height]
h = 84 in t,
0.25 in
=
3 h : 84 in 1 = 0.25 in 2
2 h = 84 in 1
0.25 in 3
3 h = 84 in t,
0.25 in
=
4 h = 84 in 1 =
0.25 in 3
3 e e4 gal-446 2 92 THIS IS A PERMANENT RECORD DO NOT DESTROY
r I
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Enginnring instruction No. 2 OUBJECI FPC. Crystal Alvor Unit 3 IDENI'FiEH PAGE Seismic Verification of Tanks DC-5520-161.0SE OF -
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l OAIGINATOA S :.Serhan wo, DATE 01/18/94 (Step 1 Continued) l i
oy = 30000 psi (Yield Stress of Tank Shell Material]
he = 8.5 in (Height of Chair]
Es.= 29 10' psi
[Yrsung's Modulus of Tank Shell Material]
l Tank Foundation:
Vs = 1500 ft/sec (Shear Wave Velocity of Supporting Soil]
i 1
Tank content:
06.= 0.0361 lbf/in'3 (Weight Density of Fluid in Tank]
H = 390 in (Maximum Height of Fluid]
hf.= 30 in (Freeboard Height]
Tank Anchorage Bolts:
N := 24 (Number of Anchor Bolts]
d := 1.25 in
[ Diameter of Anchor Bolt]
hb - 47 in
[ Effective Length of Anchor Bolt)
Eb = 30000000 psi (Young's Modulus of Anchor Bolt) l l
l l
gal 446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
l l
l Enginnring instruction No. 2 i
)
SUBJECT OEN MiER PAGE FPC Crystal River Unit 3
) fj j
Seismic Verification of Tanks DC-5520-161.0SE
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CALCULATION CROFILMED PAGES O
,OAIGINATOA S.J. Serhan WQ, DATE 01/18/94 STEP 2 Ratios:
H l
HoverR := R HoverR = 2.031 ts tsoverR
- i tsoverR = 0.001 1 := 1 n i
th'3j i
I tav :
ggp tav = 0.25 in tef :
tef = 0.25 in 2
tef tefoyerR : -
teroverR = 0.001 R
n d*
Ab':
4 Ab = 1227 in'2 N Ab i ' Eb
'n tp _
tp = 0.025 i
2sR Es
~ tp '
' he i cp :
lj CP = 0.018 h
l gy
- 3. R* II
- f6 W = 1.631 10 lbf 6
I l
GAM 46 2 92
(
THIS IS A PERMANENT RECORD DO NOT DESTROY
l l
Enginraring instruction No. 2 MECI l
FPC Crystal River Unit 3 DENilHER PAGE Seismic Verification of Tanks DC-5520-161.0SE 3
j OF REV.{
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CALCULATION MICAORLMED PAGES // k OAIGINATOA S.J. Serhan yn DATE 01/18/94
)
Note to User:
Before proceeding to Step 2, confirm that the values listed and ratios calculated in Step 1 are within the applicable range of parameters documented in the scope of this seismic verification procedure.
STEP 3 Fluid-Structure Modal Frequency (Impulsive Frequency)
Note to User:
UsincJ the following parameters, enter Table 7-3 of the PSP Section 7 and obtain Ff in Hz:
l R = 192 in tefoverR = 0.001 HoverR = 2.031 l
l The following answer is provided by the user:
Ff : 7.5 Hz
[This frequency is for carbon steel tanks containing water) i For tanks made of stainless steel or aluminum :
I Ff = Ff-l0.0361 Es N f6
.j3010' Ff = 7.374 Hz The Condensate Storage Tank is made of carbon steel, therefore i
Ff : 7.5 Hz 1
l 4
6 1
1 gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY i
Enginuring Instruction No. 2 i
ME FPC Crystal River Unit 3 OMER PAGE 7
Seismic Verification of Tanks DC-5520161.0SE d
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MICAOALMED t
ORIGINATOA S.J. Serhan 1
WO.
DATE 01/18/94 l
STEP 4 Spectral Acceleration for Impulsive Frequency Note to User:
Using the 4% damped maximum horizontal ground or floor (whichever is applicable) acceleration response spectrum, determine the i
maximum spectral acceleration Saf over the frequency range 0.8 Ff < F < 1.2 Ff.
{
For tanks with concrete pads founded on ground with a shear wave velocity less than 3500 ft/sec, the following is suggested in lieu of conducting soil / structure interaction analysis:
If Ff is less than the peak frequency of the maximum horizontal ground acceleration response spectrum, ignore soil / structure interaction effects.
Otherwise, use the peak spectral acceleration for Saf.
The following answer is provided by the user:
Saf : 0.137 g
(From page 14 @ 7.5 Hz, Saf = 2 x 0.0685)
STEP 5 Base Shear Load Note to User:
Using the following parameters, enter Figure 7-3 of the PSP Section 7 and obtain the base shear load coefficient QP:
IloverR = 2.031 tefoverR = 0.001 The following answer is provided by the user:
Qp = 0.725 l
Therefore, the shear load at the base of the tank is equal to:
8
[
Q = Qp W Saf Q = 1.62 10 lbf l
gal-446 2 92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginnring Instruction No. 2
- EU FPC Crystal River Unit 3 IDENinFiER PAGE 7
Seismic verificauon of Tanks DC-5520-161.0SE
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CALCULATION vicnoFILMED PAGES O OAIGINATOR S.J. Serhan wo, DATE 01/18/94 STEP 6 Base Overturning Moment Note to User:
Using the following parameters, enter Figure 7-4 of the PSP l
Section 7 and obtain the base overturning moment coefficient Mp:
HoverR = 2.031 r
I tefoverR = 0.001 The following answer is provided by the user:
Mp.: 0.368 i
Therefore, the overturning moment at the base of the tank is equal to:
M = Mp W H Sar M = 3.206 10' in-lbf STEP 7 Bolt Tensile Load Capacity i
Note to User:
Using Appendix C of the GIP [ Reference 1]
obtain anchor bolt tensile capacity Pu in lbf.
The following answer is provided by the user:
The Condensate Storage Tank is anchored to its foundation by 24 1.25" $ cast-in-place J bolts with 90-degree hooks.
The minimum bend radius is 46, and the minimum straight extension of the hook is also 46 The corresponding values for the condensate Storage Tank are 0.86 and
- 1. 86, respectively.
As a conservative assumption, the length of the hook will not be included in the embed:nent length.
The actual embedment length provided for the anciar bolt is
{
L = 39.25 in From Table C.4-1 of the GIP, Lmin 68.125 in gal.446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
i Engineering Instruction No. 2 l
SUBJEGI IDENI6FIER PAGE FPC. Crystal River Unit 3 Selsmic Verification of Tanks DC-5520-161.0SE OF -
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CALCULATION MICROFILMED PAGES//
OAtGINATOR S.J. Serhan WO.
DATE 01/18/94 (Step 7 Continued)
Sinc Lmin > L > or = 16d, the reduction factor for embedment is calculated as:
(L +8 d)
Rembed ':
Rembed = 0.63 l
l 62.5 d The pullout and shear capacity given in Table C.4-1 of the GIP are based on f'c of 3500 psi.
Therefore, the reduction factor for f'c of 3000 psi is calculated as:
!30CX) 3500 Rconc = 0.926 3
Using Table C.4-1 of the GIP, the pullout capacity and shear capacity of a 1.25" 6 anchor are:
l 41720 lbf Pnom i
Vnom : 20860 lbf l
Applying reduction factors I
l Pu = Prom Rembed Rconc Pu = 2.435 10' lbs The allowable bolt stress is:
Pu 4
Fb =
b Fb = 1.984 10 psi A
t f.
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Enginnring Instruction No. 2 l
- EU FPC Crystal River Unit 3 IDENTIFIER PAGE l
Seismic Yarification of Tanks DC 5520-161.0SE b
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MICAOFILMED PAGES O CAIGINATOA S.J. Serhan WO.
DATE 01/18/94 STEP 8 Top Plate of Anchor Bolt Chair The dimensions f and c represent the length along the vertical stiffeners and thickness of the top plate, respectively.
The dimension g represents the distance between the inner surfaces of the vertical stiffener plates.
The following dinensions f, e and g are provided by the user:
6-d f=
f = 2375 in c = 0.5 in g=3 in The maximum bending stress in the top plate is calculated as:
(0375 g - 0.22 d)
- Pu o =
2 fc o = 3.486 10' psi fy = 3.6 10' If the above relation is OK, there is no load reduction factor to be applied on the anchor bolt allowable tensile stress Fb.
Otherwise, multiply Fb by the following reduction factor:
fyI Rchair.=
o.
Rchair = 1.033 (Do not use if > 1.0)
J GAM 46 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
_ _ - -. ~
~. - - - -. _ _
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Enginuring instruction No. 2 N
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OA!G!NATOn S.J. Sernan wo, DATE 01/18/94 STEP 9 Tank Shell Stress For the calculation of the tank shell stress, the following l
dimensions should be provided by the user:
l a.= 5 in
[ Width of chair top plate parallel to shell]
e.= 3 in
[ Eccentricity of anchor bolt with respect to shell outside surface)
)
l tb = 0.25 in
[ Thickness of base plate of tank]
h := 8.75 in
[ Height of chair) l l
The maximun bending stress e in the tank shell is:
1.0 2'
0.177 a tb
'tb
+ 1.0
)R ts
)
l l
'Pu e~
132 Z 0.031}
'q.:
+
l ts' 1.43 a h ]
2 2 ]0333 ~dR ts R ts
.t o = 7.051 10' psi oy = 3 10 psi If the above relation is OK, there is no load reduction factor to be applied on the anchor bolt allowable tensile stress Fb.
Otherwise, multiply Fb by the following reduction factor:
(
Rshell.=
U 8
Rshell = 0.425 (Do not use if > 1.0) 3 Fr : Eb Rshell Fr - 8.442 10 psi i
E GAk446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY c.e
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OAIGINATOA S.J. Serhan Wo, DATE 01/18/94 STEP 10 Vertical Stiffener Plates The following dimensions are provided by the user:
l k: 3.75 in (Average width of chair vertical stiffener plate) i J.= 0.5 in
[ Thickness of chair vertical stiffener plate)
The user should check that tue following four relations are satisfied:
k 95
- = 7.5
= 15.833 J
' ry
.1000 j = 0.5 0.04 -( h - c) = 0.33 in j = 03 03 in (marginal, OK)
Pu 3
= 6.493 10 2
- k *j 21000 psi If one or more of the above relations are not satisfied, consult applicable codes and standards for an appropriate reduction factor or consider the tank as an outlier.
gal 446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginscring Instruction No. 2 UEU FPC - Crystal River Unit 3 IDEWiER PAGE Seismic Verification of Tanks DC-5520-161.0SE f
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CALCULATION MICAOALMED PAGES M OAIGINATOA S.J. Serhan wo.
DATE 01/18/94 STEP 11 Chair-to-Tank Shell Weld The 1equired load per inch for the weld between the chair and tank shell is:
'2 2
1 e
i Ww = Pu-
+
l
- 4. a +2 h a h +0.667 h 2
l l
The user should provide thickness of leg of weld and check that the following relation is satisfied:
)
1 0.25 in tw :
3 30600 tw 3
Ww = 1.328 10
< or =
= 5.409 10 l
If the above relations are not satisfied, consult applicable codes I
and standards for an appropriate reduction factor or consider the l
tank as an outlier.
l I
GA1446 2 92 THIS IS A PERMANENT RECORD DO NOT DESTROY l
Engingsring Instruction No. 2 W
FPC - Crystal River Unit 3 Ob EA
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l Seismic Verification of Tanks DC.5520-161.0SE 7
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ORIGINATOA S.J. serhan WO.
DATE 01/18/94 1
STEP 12 Fluid Pressure for Elephant-Foot Buckling i
I Using the following parameters, enter Figure 7-7 of the PSP Section 7 and obtain the fluid pressure coefficient Pep for elephant-foot buckling:
Saf = 0.137 g
HoverR = 2.031 1
The following answer is provided by the user:
1 Pep = 2.2 i
Based on the value of Pep, the fluid pressure at the base of the l
tank for elephant-foot buckling is:
Pe = Pep r6 R Pe = 15.249 psi t
gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginstring instruction No. 2 WOJECI FPC. Crystal River Unit 3 iDENI+iER PAGE Seismic Verification of Tanks DC 5520161.0SE OF -
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OAGNATOA S.J. Serhan WO.
DATE 01/18/94 STEP 13 Elephant-Foot Buckling Stress Capacity Factor
\\
Using the following parameters, enter Figure 7-8 of the PSP Section 7 and obtain the fluid pressure coefficient Pep for elephant-foot buckling:
Pe = 15.249 j
tsoverR = 0.001 The following answer is provided by the user l
for tanks made of Carbon Steel:
11.8 ksi ou =
ou = on 1000 eac = 1.18 10' psi For tanks made of stainless steel or aluminum, the fol'.owing procedure applies:
l R
S1 : 400 ts i
S1 +
l 36000 i S1 +1 f
l 0.6 Es 1 i Pe R 121, g
e 1
'1-S2 i
on :
l
[ ov ts j j t 1.12 +S1 R
8d ts ou = 1.332 10' psi l
For the Condensate Storage Tank,cac 1.18 10' psi i
e t
l l
GAh446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginnring instruction No. 2 N
U iOEN TIFIER PAGE FPC Crystal River Unit 3 Seismic Verification of Tanks DC 5520161.0SE c'. ;-
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DATE 01/18/94 STEP 14 Fluid Pressure for Diamond-Shape Buckling l
Using the following parameters, enter Figure 7-9 of the PSP Section 7 and obtain the pressure coefficient Pep for diamond-shape buckling:
Saf = 0.137 g
lloverR = 2.031 The following answer is provided by the user:
Pdp : 2.1 Based on the value of Pdp, the fluid pressure at the base of the tank for diamond-shape buckling is:
Pd = Pdp F4 R Pd = 14.556 psi l
l i
l gal 446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
=. -
_ ~ - = _
...=-. -,.
Enginaring instruction No. 2 DEU FPC Crystal Alvet Unit 3 IDENiiFIER PAGE Seismic ver6fication of Tanks DC-5520161.0SE OF REV.l
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OAtGINATOR S.J. Serhan wo, DATE 01/18/94 STEP 15 Diamond-Shape Buckling Stress Capanity Factor Using the following parameters, enter Figure 7-10 of the PSP Section 7 and obtain the stress capacity factor opd for diamond-shape buckling:
l Pd = 14.556 psi l
tsoverR = 0.001 The following answer is provided by the user:
l j
on6 12.2 ksi and = ona 1000 ons = 1.22 10' psi l
This value of opd is for carbon steel.
For tanks made of l
stainless steel or aluminum, the following procedure is applied:
Using the following parameter, enter Figure 7-11 of the PSP Section 7, obtain 60, and calculate opd:
2 Pd ( R 1
= 0.296 SF : 0.12
[ Figure 7-11]
Es [ ts j 1
IR}
g
-l r = 1 - 0.73 -[ 1 exp(-4) ]
~ Es1
[ 0.6 r +60 )- 7 ex5 = 1.357 10 psi 4
on5 :
j ts For Condensate Storage Tank, on5 : 1.22 10 psi 4
aw i
i GAM 46 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY r--
Enginuring instruction No. 2 NEC FPC Crystal River Unit 3 IDENT hER PAGE g 7 Seismic Verification of Tanks DC 5520-161.0SE
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ORIGINATOA S.J. Serhan WO.
DATE 01/18/94 STEP 16 Allowable Buckling Stress The allowable buckling stress oc is calculated as 72% of the lower value of ope or opd.
1 Jij = 0 1 o = 1.18 10 psi on o
c:t ex
- on5 on = 1.22 10 psi oni oz = 0.72 min (on)
I oz = 8.496 10' psi i
1 l
I l
gal-446 2 92 THIS IS A PERMANENT RECORD DO NOT DESTROY
.______.._.m Enginsiring instructisn No. 2 l
hEGT FPC Crystal River Unh 3 iDENI6F ER PAGE Seismic verification of Tanks DC-5520161.0SE
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CALCULATION MICAOFILMED PAGES ORIGINATOR S.J. Serhan WO.
DATE 01/18/94 l
STEP 17 Overturning Capacity of Tank Ductile Failure:
Ductile failure modes are Anchor bolt stretching (Step 7)
Chair top plate bending (Step 8)
Tank shell bending (Step 9)
Usincy the following parameters, enter Figure 7-12 of the PSP i
Section 7, and obtain the base overturning moment coefficient 1
Mcapp:
cp = 0.018 ox he
- - = 0.182 Fr hb i
Mcapp.: 0.06 (Figure 7-12) l The base overturning moment is:
hb' McapDUCT = Mcapp -(2 Fr)-( R ts )
he,i 2
McapDUCT = 5.163 10' in-lbf
\\,
t i
(
i i
i gal-446 2 92 THIS IS A PERMANENT RECORD DO NOT DESTROY
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Enginnring instruction No. 2 SUBJECT FPC. Crystal River Unit 3 IDEN TIFiLH PAGE Seismic Verification of Tanks DC 5520-181.0SE REV.l
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DATE 01/18/94 STEP 17 Continued l
Brittle Failure:
Brittle failure modes are i
Concrete cone failure (Step 7)
Chair stiffener plate shear or buckling failure (Step 10)
Chair-to-tank wall weld shear failure (Step 11)
UsincJ the following parameters, enter Table 7-4 of the PSP Section 7, and obtain the base overturning moment coefficient Mcapp:
cp = 0.018 Mcapp
- 0.04094
[ Table 7-4)
The base overturning moment is:
(User Note:
Use the smaller value of Fb or-FR from Steps 7, 8,
9, 10, or ll)
'hb' McapBRIT.: Mcapp -(2 Fr) -( R ts j-2 he McapBRIT = 3.523 10' in-lbf 4
r gal-446 2-92 THIS IS A PERMANENT RECORD 00 NOT DESTROY
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Enginnring instruction No. 2 SUdJECI FPC a Crystal River Unit 3 OE M ER PAGE l
Seismic verification of Tanks DC-5520161.0SE OF -
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oAIGINATom S.J. Serhan wo.
DATE 01/18/94 l
STEP 18 Capacit vs. Demand for Base Overturning Moment If the expected failure mode is ductile, the user should select the McapDUCT for use as Mcap.
However, if the expected failure mode is brittle, the user should select the lower of McapDUCT and McapBRIT for use as Mcap.
i For the Condensate Storage Tank, the expected failure mode is brittle (not enough embedment length).
Therefore, Mcap = McapBRIT 7
Mcap = 3.523 10 in-lbf The base overturning moment demand is determined from Step 6 and it is equal to:
7 M = 3.206 10 in-lbf The user should check that the following relation is satisfied:
7 7
Mcap = 3.523 10
> or =
M = 3.206 10
[OK, marginal]
If the above relation is not satisfied, consider the tank as an outlier.
l I
gal-446 2 92 THIS IS A PERMANENT RECORD DO NOT DESTROY
_1
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Enginscring Instructi:In No. 2 l
buoJEGI FCC Crystal River Unit 3 Ut:N16FIER PAGE Selsinie Verificauon of Tanke DC-5520-161.0SE t
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OAIGINATOA S.J. Serhan WO.
DATE 01/18/94 S m 19 Base Shear Load Capacity The base shear load capacity is determined as:
Qcap := 0.55 -(1 - 0.218 Saf) W s
Qcap = 8.7 10 Ibf i
l STEP 20 Capacity vs. Demand for Base Shear The user should check that the following relation is satisfied:
8 s
Qcap = 8.7 10
> or =
Q = 1.62 10 OK l
If the above relation is not satisfied, consider the tank as an i
outlier.
l l
I i
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GAI-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
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Engin:f; ring instruction No. 2 ObOI FPC - Crystal River Unit 3 EN MER MGE Seismic Verification of Tanks DC-5520-161.0SE OF -
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DATE 01/18/94 STEP 21 Slosh Height G.= 386.4 in/sec/sec (Acceleration of Gravity)
The sloshing mode frequency is:
1 1.84 G i 1.84 H '
Fs.= - -
tanh!
2ny R
R Fs = 0.306 Hz Note to User:
Using the 1/2% damped maximum horizontal ground or floor (whichever is applicable) acceleration response spectrum, determine the spectral acceleration Sas at frequency = Fs.
l Sas = 0.13 g
(OBE Acc. from Fig. 24 of Reference 5
@ 0.31 Hz times 2) l The slosh height is:
- hs 0.837 R Sas hs = 20.892 in STEP 22 Freeboard Clearance vs. Slosh Height The user should check that the following relation is satisfied:
hf = 30
> or =
hs = 20.892
[OK) t l
If the above relation is not satisfied, consider the tank as an l
outlier.
i k
t GAk.446 2 92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginstring Instruction No. 2 SUBJECT FPC. Crystal River Unit 3 iDENTWiER PAGE g3 Seismic Verification of Tanks DC-5520161.0SE OF -
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CALCULATION MicAOntusD Paces ORIGINATOA S.J. Serhan wo.
DATE 01/18/94 CONCLUSION: Tank under evaluation is acceptable per PSP Section 7 seismic verification procedure.
I l
GAL 446 2-92 THIS IS A PERMANENT RECCAD DO NOT DESTROY
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Enginsering instruction No. 2 SUBJECT FPC Crystal River Unit 3 IDEN11FtLR PAGE Seismic Verification of Tanks DC-5520-161.0SE D
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MICAOFILMED OAIGINATOR S.J. Serhan WO.
DATE 01/18/94 6.
DEDICATED EMERGENCY FEEDWATER TA'E The following pages document the seismic verification of the Dedicated Emergency Feedwater Tank by using the PSP Section 7 i
Methodology [ Reference 4].
I s
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gal 446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
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EnginIering Instruction No. 2
$UBJEGI FPC Crystal River Unit 3 ICENTIFiER PAGE Seismic Verification of Tanks DC-5520161.0SE b
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OAIGlNATOA S.J. Serhan WO.
DATE 01/18/94 FPC-Crystal River Unit 3 USI A-46 Project Tanks '. valuation Tank: Dedicated Emergency Feedwater Tank
[ EFT-2]
Originator: Samir J. Serhan 10/08/1993 Reviewer:
Gary M. ?ackson Program Name:
TANKv3 Dr. Samir J.
Serhan Gilbert / Commonwealth,Inc.
April 5, 1993 SEISMIC VERIFICATION OF VERTICAL TANKS Scope:
This seismic verification procedure is applicable to tanks with the following characteristics:
(a)
Large cylinderical tanks, (b)
Axis of symmetry is vertical, (c)
Flat bottom, (d)
Anchored to concrete pads or building floor, (e)
Tank material is carbon steel (ASTM A36 or A283 Grade C stainless steel (ASTM A240 Type 304), aluminum (various),
alloys), or better material, (f)
Anchor bolts are evenly spaced around tank circumference within + or - 5 degrees, (g)
Anchor Solts are cast-in-place or J-bolts (ASTM A36 or A307, A325),
(h)
Fluid in tank is water or similar material, and (i)
Dimensions for tank shell anchorage, and content should fall within the following range, of parameters:
[ See the following page ]
GAk446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginnring instruction No. 2 t
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1 5UEL:EC,I FPC Crystal River Unh 3 iOEN TIFiEf4 PAGE j
Seismic Verification of Tanks DC 5520161.0SE b5A I
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l ORIG NATOA S.J. Serhan WO.
DATE 01/18/94 Nominal Radius (R):
60" to 420" l
l Height of Tank Shell (Hp):
120" to 960" Maximum Height of Fluid (H):
120" to 960" Minimum Thickness of Tank Shell in the lowest 10% of Hp (ts):
0.1875" to 1.0" Effective Thicknass of Tank Shell
((tav+tmin)/21 (cef):
0.1875" to 1.0" Diameter of Anct.or Bolt (d):
O.5" to 2.0" Number of anchor bolts (N):
8 or more Ratio of Thickness of Wall ts I
to Radius of Tank (ts/R):
0.001 to 0.01 Ratio of Thickness of Wall tef i
to Radius of Tank (tef/R):
0.001 to 0.01 Ratio of Maximum Height of Fluid to Radius of Tank (H/R):
1.0 to 5.0 i
l l
0 1
i i
gal-446 2 92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginnring instruction No. 2 5U6JECI FPC = Crystal River Unit 3 iOENIiFIER PAGE Selsmic Verification of Tanks DC-5520-161.0SE I7 OF -
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b CALCULATION MicAOritveo Paces 8 OAIGINATOA S.J. Sernan wo, DATE 01/18/94 Evaluation Process:
Per the PSP Section 7 [41, the seismic verification for vertical tanks consists of the foj. lowing 23 steps:
- STEP 1 INPUT DATA to be provided by the user Tank Shell:
R = 167.81 in
[ Nominal Radius of Tank]
iip = 480 in
[ Height of Tank Shell) 0.1875 in
[ Minimum Shell Thickness]
tmin
=
ts = 0375 in
[ Minimum Shell Thickness in lowest 10% Hp) n := 5
[ Variation of Shell Thickness Along Height) h = 96 in t = 0375 in g
3 h = 96 in t,
03125 in
=
2 h = 96 in 0.25 in
=
3 3
h = 96 in t,
0.1875 in
=
4 h = 96 in 1
0.1875 in 3
3 (2Ak446 2 92
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THIS IS A PERMANENT RECORD DO NOT DESTROY
EnginIering Instructi:n No. 2 SUBJECI FPC Crystal River Unit 3 iDEN MER PAGE Seismic verificauon of Tanks DC-5520-161.0SE g
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CALCULATION uicnontMED Paces //k ORIGINATOA S.J. Serhan WO.
DATE 01/18/94 (Step 1 Continued) oy = 30000 psi
[ Yield Stress of Tank Shell Material]
he.= 8.0 in
[ Height of Chair)
Es := 29 10' psi
[ Young's Modulus of Tank Shell Material) l Tank Foundation:
Vs = 1500 ft/sec
[ Shear Wave Velocity of Supporting Soil)
Tank Content:
)
T4.= 0.0361 lbf/in'3 [ Weight Density of Fluid in Tank) l H = 465 in
[ Maximum Height of Fluid]
hr = 15 in
[ Freeboard Height)
Tank Anchorage Bolts:
N = 36
[ Number of Anchor Bolts) l l
d := 1.375 in (Diameter of Anchor Bolt]
[ Diameter of anchor bolt is reduced from 1.5" to 1.375" to obtain the allowable capacities from GIP Table C.3-1) hb := 46 in
[ Effective Length of Anchor Bolt)
Eb = 300(X)000 psi
[ Young's Modulus of Anchor Bolt]
4 i
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gal-446 2-92 THIS IS A PERMANENT RECORD 00 NOT DESTROY l
l Enginiering instructi:n No. 2 5UBJECT FPC Crystal River Unit 3 IDEN TIFIER PAGE Seismic Veriflestion of Tanks DC-5520-161.0SE f '.',;
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ORIGINATOR S.J. Serhan WO, DATE 01/18/94 STEP 2 Ratios:
l H
lloverR = g IIoverR = 2.771
\\
ts i
tsoverR '= g tsoverR = 0.002 i := 1 n T1 pt,h,]
I tav :
lip tav = 0.263 in l
l tav +tmin
(
tef :
ter = 0.225 in tef tefoverR = R tefoverR = 0.001 n d' Ab
^
4 Ab = 1.485 in'2 N*Ab
' Eb i tp = 0.052 in tp -
2nR Es j
[ tp ] ' he cp
[tsjt -
cp = 0.024 hbj 2
l W = n R II r$
W = 1.485 10' lbf i
i E
i GN.446 2-92
]
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l Engintaring instruction No. 2 l
N FPC - Crystal River Unh 3 IDENT6FibR PAGE Selsmic Verification of Tanks DC 5520161.0SE I
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MICAOFILMED PAGES OAIGlNATOA S.J. Serhan Wo.
DATE 01/18/94 Note to User:
Before proceeding to Step 2, confirm that the values listed and l
ratios calculated in Step 1 are within the applicable range of j
parameters documented in the scope of this seismic verification procedure.
Answer:
Yes
[ Diameter of anchor bolt is reduced to 1.375" to obtain alloga,ble capacities from Table C.3-1 of the 98f) y %
w
,,ie f STEP 3 Fluid-Structure Modal Frequency (Impulsive Frequency)
Note to User:
Using the following parameters, enter Table 7-3 of the PSP Section 7 and obtain Ff in Hz:
R = 167.81 in tefoverR = 0.001 l
l j
HoverR = 2.771 The following answer is provided by the user:
Ff = 5.74 Hz
[This frequency is for carbon steel tanks containing water]
i j
For tanks made of stainless steel or aluminum :
0.0361 Es Ff = Ff -
3 r$
30+10 Ff = 5.644 Hz 6
The Emergency Feedwater Tank is made of carbon steel, therefore i
Ff : 5.74 Hz a
f 4
1 GA).446 2 92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginwring Instruction No. 2 EU0dECI FPC. Crystal River Unit 3 OENTW E PAGE j
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DATE 01/18/94 STEP 4 Spectral Acceleration for Impulsive Frequency l
I l
Note to User:
Using the 4% damped maximum horizontal ground or floor (whichever is applicable) acceleration response spectrum, determine the maximum spectral acceleration Saf over the frequency range 0.8 Ff < F < 1.2 Ff.
For tanks with concrete pads founded on ground with a shear wave velocity less than 3500 ft/sec, the following is suggested in i
lieu of conducting soil / structure interaction analysis:
j If Ff is less than the peak frequency of the maximum horizontal ground acceleration response spectrum, ignore soil / structure Interaction effects.
i l
Otherwise, use the peak spectral acceleration for Saf.
l The following answer is provided by the user:
Saf = 0.699 g
(Figure EFWO7 of Reference 5)
STEP 5 Base Shear Load J
I Note to User:
Using the following parameters, enter Figure 7-3 of the PSP j
Section 7 and obtain the base shear load coefficient Qp:
lloverR = 2.771 j
tefoverR = 0.001 l
l The following answer is provided by the user:
0.735 Qp l
Therefore, the shear load at the base of the tank is equal to:
Q : Qp W Saf Q = 7.63 10 lbf 8
1 l
1 gal-446 2-92
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Enginxring Instructi:n No. 2 SUBJECT FPC Crystal River Unit 3 IDENTIFIER PAGE Seiernic Vertfication of Tanks DC-5520-161.0SE t
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l CALCULATION MICRORLMED PAGES M ORIGINATOR S.J. Serhan wo, DATE 01/18/94 STEP 6 Base Overturning Moment Note to User:
Using the following parameters, enter Figure 7-4 of the PSP Section 7 and obtain the base overturning moment coefficient Mp:
l l
HoverR = 2.771 tefoverR = 0.001 The following answer is provided by the user:
Mp = 0.393 l
l Therefore, the overturning moment at the base of the tank is equal to:
8 M = Mp W il Saf M = 1.897 10 in-lbf l
l 1
l 3
Bolt Tensile Load Capacity Sm 7 No'te to User:
)
l Using Appendix C of the GIP [ Reference 1], obtain anchor bolt tensile capacity Pu in lbf.
The following answer is provided by the user:
The EFT-2 Tank is anchored to its foundation by 36 1.375" d cast-in-place bolts with end plate. The actual embedment length provided for the anchor bolt is j
L := 39.0 in From Table C.3-1 of the GIP, Lmin : 13.75 in 4
4 J
1 gal-446 2 92 l
THIS IS A PERMANENT RECORD DO NOT DESTROY
Engin:ering instructi:n No. 2 bUCJECI FPC Crystal River Unit 3 lDE m iER
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Selsmic Verification of Tanks DC-5520-161.0SE
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l CALCULATION uicAOFILMED PAGES oA!GINATOA S.J. Serhan wo, DATE 01/18/94 (Step 7 Continued) l Sinc Lmin < L, the reduction factor for embedment is calculated as:
Rembed 1.0 The pullout and shear capacity given in Table C.3-1 of the GIP l
[ Reference 1) are based on f'c of 3500 psi.
Therefore, the reduction factor for f'e of 3000 psi is calculated as:
3000 C""#
3500 Rconc = 0.926 i
Using Table C.3-1 of the GIP [ Reference 1), the pullout capacity and shear capacity of a 1.375" $E anchor are-l l
Pnom = 50400 lbf 1
Vnom 25250 lbf l
Applying reduction factors Pnom Rembed Rconc Pu = 4.666 10' lbs Pu j
The allowable bolt stress is:
Pu 4
l Fb Fb = 3.142 10 psi l
Ab f
I 4
t I
1 GAM 46 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
l Enginnring instruction No. 2 NEI FPC Crystal River Unit 3 iDENTIF ER PAGE g
Seismic Verification of Tanks DC-5520-161.0SE 7
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I OAIGINATOm S.J. Zarhan 4
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DATE 01/18/94 l
STEP 8 Top Plate of Anchor Bolt Chair The dimensions f and c represent the length along the vertical l
stiffeners and thickness of the top plate, respectively.
The l
dimension g represents the distance between the inner surfaces l
of the vertical stiffener plates.
The following dimensions f, c and g are provided by the user:
8-d f ':
f = 3313 in 2
l c
1.0 in l
g ' = 3.25 in i
The maximum bending stress in the top plate is calculated as:
l l
(0375 g - 022 d) Pu i
t 2
fc 3.6 10' a = 1.291 10 psi fy l
If the above relation is OK, there is no load reduction factor to be applied on the anchor bolt allowable tensile stress Fb.
t otherwise, multiply Fb by the following reduction factor:
i fv i Rchair
- '4i lo!
Rchair = 2.789 (Do not use if > 1.0)
Answer by User:
l
(
Rchair = 1.0 4
a o = o Rchair o = 1.291 10 psi gal-446 2 92 THIS IS A PERMANENT RECORD 00 NOT DESTROY
Enginnring instructi:n No. 2 MEU FPC. Crystal River Unit 3 iOENTIFIR PAGE Seismic Verification of Tanks CC.5520-161.0SE C7 -
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OAIGINATOR S.J. Serhan WO.
DATE 01/18/94 STEP 9 Tank Shell Stress For the calculation of the tank shell stress, the following dimensions should be provided by the user:
a :: 8 in (Width of chair top plate parallel to shell]
e: 5.0 in (Eccentricity of anchor bolt with respect to shell outside surface) tb := 0.25 in (Thickness of base plate of tank]
h: 8 in
[ Height of chair]
The maximum bending stress e in the tank shell is:
1.0 Z=
0.177 a th (( tb 1 ]l +1.0 2
i
- ttsj j
]R ts Il
'Pu e' 132 Z 0.031 1 a =
+
ts*
[1.43 a h ]
I'
'03331 2
dR ts t+((4 a h'-
J 2
,[
R ts o = 9.485 10' psi ev = 3 10' psi If the above relation is OK, there is no load reduction factor to be applied on the anchor bolt allowable tensile stress Fb.
Otherwise, multiply Fb by the following reduction factor:
Rshell :
Rshell = 0316 (Do not use if > 1.0)
Answer by User:
3 Fr = Fb Rshell Fr = 9.939 10 psi gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginuring instruction No. 2 SUWEGI FPC Crystal River Unit 3 IDEN TIFIER PAGE l
Seismic Verification of Tanks DC-5520-161.0SE OF -
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DATE 01/18/94 STEP 10 Vertical Stiffener Plates The following dimensions are provided by the user:
k :: 5.0 in (Average width of chair vertical stiffener plate)
J = 03 in (Thickness of chair vertical stiffener plate)
The user should check that the following four relations are satisfied:
k 95
- = 10
= 15.833 fy 1000 3
J = 0.5 0.04 * ( h - c) = 0.28 in i
j = 03 03 in (marginal, OK)
Pu 3
,, k,j, = 9332 10 21000 psi If one or more of the above relations are not satisfied, consult applicable codes and standards for an appropriate reduction factor or consider the tank as an outlier.
i i
gab 446 2 92 THIS IS A PERMANENT RECORD DO NOT DESTROY x
1 Enginuring Instructi:n No. 2 MECI FPC. Crystal Alvet Unit 3 IDENilFIER PAGE 7 Seismic ver6ficeuon of Tanks DC-5520161.0SE F/
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CALCULATION MICAOALMED PAGES!! 7 OAIGINATOA S.J. Serhan WO.
DATE 01/18/94 STEP 11 Chair-to-Tank Shell Weld The required load per inch for the weld between the chair and tank shell is:
= Pu - [l-
,2 2
g
[
Ww
- 3. a +2 h ' t[ a h +0.667 h,
1 2
The user should provide thickness of leg of weld and check that the foll' awing relation is satisfied:
tw = 0.25 in 3
30600 tw 3
Ww = 2.926 10
( or =
= 5.409 10
,j2 If the above relations are not satisfied, consult applicable codes and standards for an appropri. ate reduction factor or consider the tank as an outlier GAM 46 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
l Enginnring Instruction No. 2 i
SUBJEGI FPC. Crystal River Unit 3 IDENTIFIER PAGE o
Seismic Verification of Tanks DC-5520-161.0SE O
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OAIGINATOA S.J. Serhan WO.
DATE 01/18/94 STEP 12 Fluid Pressure for Elephant-Foot Buckling Using the following parameters, enter Figure 7-7 of the PSP Section 7 and obtain the fluid pressure coefficient Pep for elephant-foot buckling:
1 Sar = 0.699 g
IloverR = 2.771 i
j.
The following answer is provided by the user:
Pep = 3.95 1
Based on the value of Pep, the fluid pressure at the base of the tank for elephant-foot buckling is:
Pe Pep *f6 R Pe = 23.929 psi I
~
l 1
i 4
GAk446 2-92
{
THiS IS A PERMANENT RECORD DO NOT DESTf TOY
l Enginnring Instruction No. 2 WWT FPC-Crystal River Unit 3 (DENTIFIER PAGE Selamic Verification of Tanks DC-5520161.0SE O r
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OAIGINATOR S.J. Serhan wo.
DATE 01/18/94 STEP 13 Elephant-Foot Buckling Stress Capacity Factor Using the following parameters, enter Figure 7-8 of the PSP Section 7 and obtain the fluid pressure coefficient Pep for elephant-foot buckling:
Pe = 23.929 tsoverR = 0.002 The following answer is provided by the user:
19.0 1.s i ou =
ou = ou 1000 ou = 1.9 10' psi For tanks made of stainless steel or aluminum, R
S1 400 ts S1 + 36000!
S2 :
S1 +1 0.6 Es '
'Pe R g
2' 1-1-
S2 ou =
R ld op. ts 1.12 +Si ts ou = 1.769 10' psi 4
For Emergency Feedwater Tank, ou :
1.9 10 psi l
r GAk.446 2 92 THIS IS A PERMANENT RECORD DO NOT DESTROY l
Enginnsring Instruction No. 2 SUBJECT FPC - Crystal River Unit 3 DEN TIF6ER PAGE Seismic Verification of Tanks DC-5520161.0SE OF -
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CALCULATION MICROFILMED PAGES OAIGINATOR S.J. Serhan wo, DATE 01/18/94 l
l STEP 14 Fluid Pressure for Diamond-Shape Buckling Using the following parameters, enter Figure 7-9 of the PSP Section 7 and obtain the pressure coefficient Pep for diamond-shape buckling:
i l
l Saf = 0.699 g IIoverR = 2.771 The following answer is provided by the user:
l Pdp : 3.1 Based on the value of Pdp, the fluid pressure at the base of the tank for diamond-shape buckling is:
Pd := FQ r$ R Pd = 18.78 psi i
l l
1 i
I i
i a
GAM 46 2 92 THIS IS A PERMANENT RECORD 00 NOT DESTROY
l Engintering instruction No. 2 EG FPC - Crystal River Unit 3 iOEN DFiER PAGE 7 OF[
Seismic Verification of Tanks DC-5520161.0SE RN l b
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ORIGINATOA S.J. Serhan wo, DATE 01/18/94 STEP 15 Diamond-Shape Buckling Stress Capacity Tactor Using the following parameters, enter Figure 7-10 of the PSP Section 7 and obtain the stress capacity factor epd for diamond-shape buckling:
Pd = 18.78 psi tsoverR = 0.002 The following answer is provided by the user:
23.0 ksi on5 =
on6 1000 ond = 2.3
- 10' psi and =
This value of epd is for carbon steel.
For tanks made of stainless r, teel or aluminum, the following procedure is applied:
Using the following parameter, enter Figure 7-11 of the GIF i
Section 7, obtain Sr, and calculate opd:
Pd R'*
i Es,ts-
= 0.13 6f : 0.09
[ Figure 7-11]
1 IRl r: 1 - 0.73 -[ 1 - exp(-4) ]
6:
16 3, ts I cn6 = ( 0.6
- f +6T l-[' R l Es1 4
I and = 239 10 ps1
-l-i tsj 4
For Emergency Feedwater Tank, and : 23 10 psi gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTRCY
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l Enginuring instruction No. 2 l
SUBJEGI FPC Crystal River Unit 3 iDENT 6HER PAGE l
Selsmic Verification of Tanka DC 5520-168.0SE b
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OAIGINATOA S.J. Serhan y/0, DATE 01/18/94 i
STEP 16 Allowable Buckling Stress The allowable buckling stress oc is calculated as 72% of the lower value of ope or epd.
Jij = 0 1 l
4 ono one ono = 1.9 10 psi 4
ani = on5 on i = 2.3 10 psi l
0.72 min (on) q =
q = 1.368 10' psi l
l i
l 1
1
-=
I J
gal 446 2 92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Engin21 ring Instruction No. 2 SUBJECI FPC Crystal River Unit 3 IDENTIFIER PAGE Seismic Verification of Tanks DC 5520-161.0SE OF -
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CALCULATION MICAOALMED PAGES OA!GINATOR S.J. Serhan WO.
DATE 01/18/94 STEP 17 Overturning Capacity of Tank Ductile Failure:
Ductile failure modes are Anchor bolt stretching (Step 7)
Chair top plate bending (Step 8)
Tank shell bending (Step 9)
Using the following parameters, enter Figure 7-12 of the PSP Section 7, and obtain the base overturning moment coefficient Mcapp:
cp = 0.024 he q
g g = 0.239 Mcapp : 0.07
[ Figure 7-12)
The base overturning moment is:
I hb '
McapDUCT = Mcapp -(2 Fr) -[ R' ts } I -
[ hc McapDUCT = 8.449 10' in-lbf t
l 1
i GAM 46 2 92 THIS IS A PERMANENT FIECORD DO NOT DESTROY
Enginetring instructicn No. 2 SUBJECT FPC Crystal River Unit 3 IDENilFIER PAGE Seismic Verification of Tanks DC-5520161.0SE e 7-OF -
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DATE 01/18/94 j
STEP 17 Continued Brittle Failure:
Brittle failure modes are Concrete cone failure (Step 7)
Chair stiffener plate shear or buckling failure (Step 10)
Chair-to-tank wall weld shear failure (Step 11)
Using the following, parameters, enter Table 7-4 of the PSP Section 7, and obtain the base overturning moment coefficient Mcapp:
l cp = 0.024 l
1 I
Mcapp
- 0.056
[ Table 7-4]
l The base overturning moment is:
R,,,],'_l hb 2
McapBRIT = Meapp -( 2 Fr) -
j
, he j!
l McapBRIT = 6.759 10' in-lbf I
4 5
)
1 j
gal-446 2-92 j
THIS IS A PERMANENT RF. CORD DO NOT DESTROY 1
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Enginrring instruction No. 2 buBJEGI FPC Crystal River Unit 3 IDENiiFIER PAGE i
Seismic verification of Tanks DC-5520161.0SE D
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l DATE 01/18/94 STEP 18 Capacit vs. Demand for Base Overturning Moment l
If the expected' failure mode is ductile,if the expected failure the user should select the McapDUCT for use as Mcap.
- However, mode is brittle, the user should select the lower of McapDUCT and McapBRIT for use as Mcap.
For the Emergency Feedwater Tank, the expected failure mode is ductile (Step 9).
Therefore,
\\/ E7.,i%i Gt. C e e zaat
- Mcap = McapDUCT w $ u ~8 m e
- 5 7t?' 7 ~4 Mcap = H.449 10' in-lbf The base overturning moment demand is determined from Step 6 and it is equal to:
8 M = 1.897 10 in-lbf The user should check that the following relation is satisfied:
7 s
Mcap = H.449 10
> or =
M = 1.897 10
[NG) l i
i p 2 92 THIS IS A PERMANENT RECORD DO NOT DESTROY i
Enginstring In:truction No. 2 SU6 JECT FPC. Crystal River Unit 3 IDENTIFIER PAGE Selsmic Verification of Tanks DC-5520161.0SE OF REV. l
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ORIGINATOR S.J. Serhan wo, DATE 01/18/94 STEP 19 Base Shear Load Capacity The base shear load capacity is determined a s:
Qcap : 0.55 -( 1 - 0.218 Saf) W Qcap = 6.923 10' 1bf STEP 20 Capacity vs. Demand for Base Shear 1
}
The user should check that the following relation is satisfied:
s s
Qcap = 6.923 lo
> or =
Q = 7.63 10
[NG]
i
)
- w GA)446 2 92 THIS IS A PERMANENT RECORD, DO NOT DESTROY
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Enginnring instruction No. 2
$UBJEGI FPC Crystal River Unit 3 IDEN hFtER PAGE 77 Seismic Verificadon of Tanks DC-5520-161.0SE OF
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OAtotNATOA S.J. S*rhan wo.
DATE 01/18/94 STEP 21 Slosh Height
)
G = 386.4 in/sec/sec
[ Acceleration of Gravity]
The sloshing mode frequency is:
1
'1.84 G tanh[(
1.84 il '
Fs Fs = 0328 Hz 2n3 R
R L
l Note to User:
Using the 1/2% damped maximum horizontal ground or floor (whichever i
is applicable) acceleration response spectrum, determine the j
spectral acceleration Sas at frequency = Fs.
Sas.= 0.1 g
(estimated from Figure EFWO7 of Reference 5) l The slosh height is:
l hs = 0.837 R Sas hs = 14.046 in t
STEP 22 Freeboard Clearance vs. Slosh Height The user should check that the following relation is satisfied:
hr = 15
> or =
hs = 14.046 OK l
CONCLUSION: Tank under evaluation is an outlier per PSP Section 7 seismic verification procedure due to base shear and j
overturning moment.
)
i I
GM446 2-92 j
Tills IS A PERMANENT RECORD DO NOT DESTROY
Engineering Instructirn N3. 2 SUBJECI IDMIIHM PAGE
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FPC Crystal Piver Unit 3 Seismic Verifkauon of Tanks DC-5520161.0SE OF -
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CALCULATION MICAOALMED PAGES ORIGINAT'ya S.J. Serhan WO.
DATE 01/18/94 l
r 7.
BORATED WATER TANK The following pages document the seismic verification of the Borated Water Tank by using the PSP Section 7 Methodology
[ Reference 4].
~
GAM 46 2-92 THIS IS A PERMAndPT RECORD DO NOT DESTROY
. = _ _. _..
Enginxting Instruction No. 2
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SUBJEC T FPC Crystal River Unit 3 IDENilFiER PAGE Seismic Verifiestion of Tanks DC-5520-161.0SE 7OF -
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OAIGINATOA S.J. Serhan wo, DATE 01/18/94 FPC-Crystal River Unit 3 USI A-46 Project Tanks Evaluation Tank: Borated Water Tank (DHT *]
Originator: Samir J. Serhan 10/03/1993 Reviewer:
Gary M. Jackson Program Name:
TANKv2 Dr. Samir J.
Serhan Gilbert / Commonwealth,Inc.
April 5, 1993 SEISMIC VERIFICATION OF VERTICAL TANKS Scope:
This seismic verific with the following c.ation procedure is applicable to tanks haracteristics:
(a)' Large cylinderical tanks, (b)
Axis of symmetry is vertical, (c)
Flat bottom, (d)
Anchored to concrete pads or building floor, (e)
Tank material is carbon steel (ASTM A36 or A283 Grade C),
stainless steel ' ASTM A240 Type 304), aluminum (various alloys), or bett r matarial, (f)
Anchor bolts are everty spaced around tank circumference within + or - 5 deg...es, (g)
Anchor bolts are cast-in-place or J-bolts (ASTM A36 or A307, A325),
(h)
Fluid in tank is water or similar material, and (i)
Dimensions for tank shell anchorage, and content should fall 4
within the following range, of parameters:
3
( See the following page ]
gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
l Enginscring instruction No. 2 NN FPC. Crystal River Unit 3 OEM Abb Seismic Verification of Tanks DC-5520-161.0SE O
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b MICAOFILMED PAGES ORIGINATOA S.J. Serhan wo, DATE 01/18/94 l
Nominal Radius (R):
60" to 420" l
Height of Tank Shell (Hp):
120" to 960" Maximum Height of Fluid g.i) :
120" to 960" Minimum Thickness of Tank Shell in the lowest 10% of Hp (ts):
0.1875" to 1.0" Effective Thickness of Tank Shell
[(tav+tmin)/2]
(tef):
0.1875" to 1.0" Diameter of Anchor Bolt (d):
0.5" to 2.0" Number of anchor bolts (N):
8 or more Ratio of Thickness of Wall ts to Radius of Tank (ts/R):
0.001 to 0.01 1
Ratio of Thickness of Wall tef to Radius of Tar.k (tef/R):
0.001 to 0.01 Ratio of Maximum Height of Fluid to Radius of Tank (H/R):
1.0 to 5.0 1
1 Gkb446 2-92 THIS IS A PERMANENT RECORD 90 NOT DESTROY
Enginxting Instruction No. 2 bUbJECT FPC Crystal River Unit 3 IDENTIFIER PAGE j
Selsrnic verification of Tanks DC-5520-161.0SE OF (-
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OAlGINATOA S.J. Serhan wo, DATE 01/18/94 Evaluation Process:
Per the PSP Section 7 [41, the seismic verification for vertical tanks consists of the following 23 steps:
- STEP 1 INPUT DATA to be provided by the user i
Tank Shell:
R = 240.21 in
[ Nominal Radius of Tank]
l iip = 564 in
[ Height of Tank Shell]
t tmin := 0.25 in
[ Minimum Shell Thickness]
1 ts = 0.421 in
[ Minimum Shell Thickness in lowest 10% Hp]
l I
n.= 5
[ Variation of Shell Thickness Along Height]
h = 94 in tt := 0.421 in 1
l' h = 94 in t =
03683 in 2
2 h = 94 in t = 03158 in 3
3 h, = 94 in t,
0.2634 in
=
h = 188 in t =
0.25 in 3
3 l
l um t
I 1
e gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
1 Enginuring Instruction No. 2 J
ISUBJEGI FPC. Crystal River Unit 3 10ENilFIER PAGE oh j
Seismic Verification of Tanks DC-5520161.0SE D
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OAIGINATOA S.J. Serhan WO.
l DATE 01/18/84 (Step 1 Continued) ev.= 30000 psi
[ Yield Stress of Tank Shell Material]
he = 27.75 in
[ Height of Chair]
Es = 29 10' psi (Young's Modulus of Tank Shell Material]
Tank Foundation:
j Vs.= 5000 ft/sec
[ Shear Wave Velocity of Supporting Soil]
l
[ Tank is supported on concrete floor, Auxiliary Bldg. Elev. 119']
Tank Content:
r$ := 0.0361 lbf/in*3 [ Weight Density of Fluid in Tank]
II = 573.6 in (Maximum Height of Fluid]
hf.. : 0 in
[ Freeboard Height]
l i
Tank Anchorage Bolts:
N = 32
[ Number of Anchor Bolts) l 1
d := 1.375 in (Diameter of Anchor Bolt)
-3 i
[ Diameter of anchor bolt is reduced from 2.5" to 1.375" to Qg m4o satisfy the applicable range of parameters and to obtain the allowable capacities from GIP Table C.4-1]
C * '" '. '
hb = 120.75 in
[ Effective Length of Anchor Bolt)
Eb.= 30000000 psi
[ Young's Modulus of Anchor Bolt]
i
{
4 %s 15 C.o d vATWE.
i i
4 gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginuring Instruction No. 2 duBJELI FPC Crystal River Unit 3 iDENI6FiER PAGE g
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OAIGINATOR S.J. Serhan WO.
DATE 01/18/94 STEP 2 Ratios:
l 11 l,
HoverR : i lloverR = 2388 tsoverR := 1s R
tsoverR = 0.002 i=1n l
{ t, h,]
I tav :
lip tav = 0311 in i
l i
tav +tmin tef :
tef = 0.281 in 2
i I
tef tefoyerR '= R tefoyerR = 0.001 n d*
l Ab :
4 Ab = 1.485 in"2
'N*Ab
'Ebl i
tp :
I tp = 0.033 in l
- 2x R Esj f tp ]
- hc '
{
CP gj cp = 0.018 2
W = n R 11 r4 W = 3.754 10' lbf e
e i
I gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
.. - ~.. -... -
.-... -... =.
l L
EnginMring Instruction No. 2 SuWECT FPC Crystal River Unit 3 IDENTIFIER PAGE Seismic Verification of Tanks DC-5520-161.0SE OF -
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CALCULATION MICR" MED PAGES OAIGmiOA S.J. Serhan WO.
DATE 01/18/94 Note to User:
Before proceeding to Step 2, confirm that the values listed and ratios calculated in Step 1 are within the applicable range of parameters documented in the scope of this seismic verification procedure.
Answer:
Yes
[ Diameter of anchor bolt is reduced to 1.375" to satisfy the applicable range of parameters and to obtain allowable capacities from Table C.4-1]
STEP 3 Fluid-Structure Modal Frequency (Impulsive Frequency)
Note to User:
1 l
Using the following parameters, enter Table 7-3 of the PSP i
Section 7 and obtain Ff in Hz:
J R = 240.21 in I
tefoverR = 0.001 i
HoverR = 2388 The following answer is provided by the user:
Ff := 4.8 Hz
[This frequency is for carbon steel tanks containing water) i For tanks made of stainless steel or aluminum :
Ff = Ff- [0.0361 Es re sj30 10 Ff = 4.719 Hz 6
I The Borated Water Tank is made of stainless steel, therefore I
Ff := 4.719 Hz 2
1 gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY j
_. ~ _ _
Engin:cring Instruction No. 0 SuoJECI FPC Crystal River Unit 3 OEm m PAGE Seismic verification of Tanks DC-5520-161.0SE g#
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CALCULATION MICRonLMEO PAGES OAIGINATOA S.J. Sernan WO.
DATE 01/10/94 STEP 4 Spectral Accaleration for Impulsive Frequency Note to User:
Using the 4% damped maximum horizontal ground or floor (whichever is applicable) acceleration response spectrum, determine the l
maximum spectral acceleration Saf over the frequency range 0.8 Ff < F < l.2 Ff.
For tanks with concrete prds founded on ground with a shear wave velocity less than 3500 ts/sec, the following is suggested in l
lieu of conducting soil / structure interaction analysis:
If Ff is less than the peak frequency of the maximum horizontal l
ground acceleration response spectrum, ignore soil / structure interaction effects.
Otherwise, use the peak spectral acceleration for Saf.
The following answer is provided by the user:
i l
Saf = 0.18 g
(page 28: 2 x 0.09) l l
\\
l STEP 5 Base Shear Load Note to User:
Using the following parameters, enter Figure 7-3 of the PSP Section 7 and obtain the base shear load coefficient Op:
i lloverR = 2.388 l
tefoverR = 0.001 The following answer is provided by the user:
Qp = 0.733 Therefore, the shear load at the base of the tank is equal to:
s Q = Qp W Saf Q = 4.953 10 lbf gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginscring instruction No. 2 SUBJECT FPC Crystal River Unit 3 IDENT6F6EA PAGE g Solemic Verification of Tanks DC-5520-161.0$E OW REV.l
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DATE 01/16/94
\\
STEP 6 Base Overturning Moment I
l Note to User:
Using the following parameters, enter Figure 7-4 of the PSP Section 7 and obtain the base overturning moment coefficient Mp:
l HoverR = 2388 tefoyerR = 0.001 The following answer is provided by the user:
Mp = 0382 Therefore, the overturning moment at the base of the tank is equal to:
1 M = Mp W H Saf M = 1.48 10' in-lbf l
STEP 7 Bolt Tensile Load Capacity Not~e to User:
Using Appendix C of the GIP, obtain anchor bolt tensile capacity l
Pu in lbf.
l The following answer is provided by the user:
The Borated Water Tank is anchored to its foundation by 32 2.0" 6 cast-in-place J bolts with 90-degree hooks.
The minimum bend radius is 4e, and the minimum straight extension of the hook is also 46.
The corresponding values for the Borated Water Tank are 0.56E and 3e, respectively.
As a conservative l
assumption, the length of the hook will not be included in the embedment length.
The actual embedment length provided for the anchor bolt is L. = 92.75 in 4
j From Table C.4-1 of the GIP, Lmin = 75.0 in i
9 l
l l
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l Enginwring instructi:n No. 2 SUBJECT FPC Crystal mver Unit 3 IDENilFIER PAGE Seism'c Verification of Tanks DC-5520-161.0SE OF -
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i-CALCULATION MICROFILMED PAGES ORIGINATOR SU. Serhan wo.
DATE 01/18/94 (Step 7 Continued) i Sinc Lmin < L, the reduction factor for embeduent is calculated as:
Rembed 1.0
=
The pullout and shear capacity given in Table C.4-1 of the GIP are based on f'c of 3500 psi.
Therefore, the reduction factor for f'c of 3000 psi is calculated as:
3000 3500 Rconc = 0.926 Using Table C.4-1 of the GIP, the pullout capacity and shear capacity of a 1.375" e anchor are:
Pnom = 50400 lbf Vnom = 25250 lbf Applying reduction factors Pu.= Pnom Rembed Rconc Pu = 4.666 10' lbs The allowable bolt stress is:
Pu 4
Fb.= -
Fb = 3.142 10 psi Ab
)
e GAh446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
~ - _ -. _.
~ _. _ = _ _ -. -...
Engin:ering Instructi::n No. 2 MECT FPC Crystal River Unit 3 IDENIlf tER PAGE Selemic Verif6 cation of Tanks DC-5520161.0SE oF -
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I L
DATE 01/18/94 STEP 8 Top Plate of Anchor Bolt Chair The dimensions f and c represent the length along the vertical stiffeners and thickness of the top plate, respectively.
The dimension g represents the distance between the inner surfaces of the vertical stiffener plates.
The following dimensions f, c and g are provided by the user:
7.5 - d f :=
f = 3.063 in c = 1.5 in g=3 in The maximum bending stress in the top plate is calculated as-(0.375 g - 0.22 d) Pu o.=
j 3
fc 1
3 4
o = 5.57 10 psi fy = 3.6 10 If the above relation is OK, there is no load reduction factor to be applied on the anchor bolt allowable tensile stress Fb.
Otherwise, multiply Fb by the following reduction factor:
' fy '
Rchair.=
o Rchair = 6.464 (Do not use if > 1.0)
Answer by User:
Rchair = 1.0 t
3 o = c Rchair o = 5.57 10 psi l
i GAh446 2 92 THIS IS A PERMANENT RECORD 00 NOT DESTROY
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Enginiering Instructi:n No. 2 l
SUBJECT FPC. Crystal River Unit 3 IDENTIFIER PAGE g/
Setemic Verification of Tanks DC-5520-161.0SE u
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OAIGINATOA S.J. Serhan wo, DATE 01/18/94 STEP 9 Tank Shell Stress l
For the calculation of the tank shell stress, the following l
dimensions should be provided by the user:
a := 5 in
[ Width of chair top plate parallel to shell]
e = 3.56 in
[ Eccentricity of anchor bolt with respect to shell outside surface) l tb = 025 in
[ Thickness of base plate of tank) h := 28.5 in
[ Height of chair]
The maximum bending stress e in the tank shell is:
1.0 Z :=
0.177 a tb
' tb ' 21
]
+ 1.0 I
./Rts ts,
j
'Pu e' 1.32 Z 0.031 o :=
+
ts:
1.43 a h 2
dR ts
+ [ 4 a h )0 333 '
2 R ts o = 1.774 10' psi oy = 3 10' psi If the above relation is OK, there is no load reduction factor to be applied on the anchor bolt allowable tensile stress Fb.
Otherwise, multiply Fb by the following reduction factor:
Rshell :=
3 Rshell = 1.691 (Do not use if > 1.0) 0 Answer by User:
l Rshell
- 1.0 Fr = Fb Rshell Fr = 3.142 10' psi gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
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Enginiering instructi:n No. 2 SUBJECT FPC Crystal River Unit 3 IDEN T4FiEP PAGE Seismic Verification of Tanks DC-5520-161.0SE b
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ORIGINATOR S.J. Serhan WO.
DATE 01/18/94 STEP 10 Vertical Stiffener Plates The following dimensions are provided by the user:
k = 525 in (Average width of chair vertical stiffener l
plate) j.= 1.0 in
[ Thickness of chair vertical stiffener plate)
The user should check that the following four relations are satisfied:
k 95
- = 5.25
= 15.833 J
ry 1000 3
l j=1 0.04 -(h c) = 1.08 in (marginal, OK) j=1 03 in Pu 3
= 4.444 10 21000 psi 2 k aj If one or more of the above relations are not satisfied, consult applicable codes and standards for an appropriate reduction factor or consider the tank as an outlier.
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Engine: ring Instructi::n No. 2 SUBJECT FPC Crystal River Unit 3 IDEN NIER NE c)
Seismic verincation of Tanks DC-5520161.0SE I
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DATE 01/18/94 STEP 11 Chair-to-Tank Shell Weld The required lo d per inch for the weld between the chair and tank shell is:
g r
2 2
Ww = Pu-I 3, a + 2 h j + a h + 0.667 h
- The user should provide thickness of leg of weld and check that the following relation is satisfied:
tw = 0.25 in 30600 tw 3
Ww = 790.786
< or =
= 5.409 10 If the above relations are not satisfied, consult applicable codes and standards for an appropriate reduction factor or consider the tank as an outlier.
)
GM446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
. _ -.. ~ ~.
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Engineering instructi n No 2 SUBJECT FPC. Crystal River Unit 3 IDENTIFIER PAGE Selemic Verification of Tanks DC-5520-161.0SE h
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h CALCUI.ATION MicAOFILMED PAGES OAIGINATOR S.J. Serhan wo, DATE 01/18/94 l
STEP 12 Fluid Pressure for Elephant-Foot Buckling Using the following parameters, enter Figure 7-7 of the PSP Section 7 and obtain the fluid pressure coefficient Pep for i
elephant-foot buckling:
Saf = 0,18 g
IloverR = 2388 The following answer is provided by the user:
Pep..= 2.7 l
1 Based on the value of P..p, the fluid pressure at the base of the i
tank for elephant-foot buckling is-Pe = Pep f6 R 1
l Pe = 23.413 psi l
i l
l l
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EnginIering Instructi:n No. 2 SUBJECT FPC Crystal River Unit 3 IDENTIFIER PAGE Q
Seismic Verification of Tanks DC-5520-161.0SE
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MicRoritMED ORIGINATOA S.J S*than WO.
DATE 01/18/94 STEP 13 Elephant-Foot Buckling Stress Capacity Factor l
Using the following parameters, enter Figure 7-8 of the PSP Section 7 and obtain the fluid pressure coefficient Pep for elephant-foot buckling:
l Pe = 23.413 tsoverR = 0.002 The following answer is provided by the user for tanks made of Carbon Steel:
l eu = 19 ksi en := en 1000 ou = 1.9 10' psi For tanks made of stainless steel or aluminum, l
the following procedure applies:
R S1 := 400 ts S1 + 36000 S2 =
S1 +1 i
0.6
- Es '!
Pe R 2'
3 1-1-
S2 ou :
R j
ey. ts 1.12 +S1 '
3 ts 4
ou = 1.471 10 psi 4
For the Borated Water Tank, ou = 1.471 10 psi i
i gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
...... _ ~... -. -. -
- _ ~. ~. -.
Enginscring Instructirn No. 2 ECI FPC - Crystal River Unit 3 IDENTIFIER PAGE Seismic Verification of Tanks DC-5520161.0SE O
CALCULATION PAGES!1 MicAoFILMED ORIG!NATOA S.J. Serhan WO.
DATE 01/18/94 STEP 14 Fluid Pressure for Diamond-Shape Buckling UsincJ the followincJ parameters, enter Figure 7-9 of the PSP Section 7 and obtain the pressure coefficient Pep for diamond-shape buckling:
Saf = 0.18 g
IloverR = 2388 The following answer is provided by the user:
Pdp = 2.5 Based on the value of Pdp, the fluid pressure at the base of the tank for diamond-shape buckling is:
Pd = Pdp f6 R Pd = 21.679 psi l
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m EnginIering instructi:n No. 2 MEU FPC Crystal River Unit 3 10ENitFtER PAGE j
Seismic Verification of Tanks DC-5520-161.0SE O
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CALCULATION g,gggy,Lygg PAGES OAIGINATOA SJ. Serhan wo, DATE 01/18/94 STEP 15 Diamond-Shape Buckling Stress Capacity Factor Using the following parameters, enter Figure 7-10 of the PSP Section 7 and obtain the stress capacity factor epd for diamond-shape buckling:
Pd = 21.679 psi tsoverR = 0.002 l
The following answer is provided by the user:
l ons : 23.5 ksi
)
ons = on5 1000 on6 = 2.35 10' psi This value of epd is for carbon steel.
For tanks made of stainless steel or aluminum, the following procedure is applied:
Using the following parameter, enter Figure 7-11 of the PSP Section 7, obtain r, and calculate epd:
- t l'
PdfR
= 0.243 50 = 0.09
[ Figure 7-11]
i Es [ ts j 1
'R' 1 - 0.73 *[ l exp(-$) ]
$ := 16.g -
f :
ts
' Es i 4
ons : (0.6f+5i'7 ons = 1.781 10 psi ts For the Borated Water Tank, en5 : 1.781 10' psi i
GAk446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginnring Instruction No. 2 SUBJECT FPC. Crystal River Unit 3 OENIIRER PAGE Selsmic Verification of Tanks DC-5520-161.0SE O
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DATE 01/18/94 STEP 16 Allowable Buckling Stress The allowable buckling stress oc is calculated as 72% of the lower value of epe or epd.
l 10.= 0 I 4
o = 1.471 10 psi
- on os no 4
"1. = a5 n, = 1,781 10 psi oz = 0.72 min (m) az = 1.059 10' psi l
l l
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Engin1ering Instruction No. 2 SUBJEGI FPC. Crystal River Unit 3 iOENinFIER PAGE l
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MICACALMED ORIGtNATOA S.J. Sernan WO.
DATE 01/18/94 STEP 17 Overturning Capacity of Tank Ductile Failure:
Ductile failure modes are Anchor bolt stretching (Step 7)
Chair top plate bending (Step 8)
Tank shell bending (Step 9) l Using the following, parameters, enter Figure 7-12 of the PSP Section 7, and obtain the base overturning moment coefficient Mcapp:
cp = 0.018
= 0.077 Mcapp. = 0.08
[ Figure 7-12]
l I
The base overturning moment is:
1
[ User Note:
Use the smaller value of Fb or FR from Steps 7, l
8, 9,
10, or 11)
'hbl McapDUCT - Mcapp -(2 Fr) ; R* ts l-he l
McapDUCT = 5315 10' in-lbf k
d l
gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
EnginIcring instructi::n No. 2 SUBJECT FPC Crystal River Unit 3 OENMER FAGE gg Seismic Verification of Tanks DC-5520-161.0SE OF -()
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CALCULATION MICROrlLMED PAGES ORIGINATOR S.J. Serhan WO.
DATE 01/18/94 STEP 17 Continued Brittle Failure:
Brittle failure modes are Concrete cone failure (Step 7)
Chair stiffener plate shear or buckling failure (Step 10)
Chair-to-tank wall weld shear failure (Step 11)
Using the following parameters, enter Table 7-4 of the PSP Section 7, and obtain the base overturning moment coefficient Mcapp:
cp = 0.018 j
Mcapp.: 0.041
[ Table 7-4)
The base overturning moment is:
'hb' McapBRIT ::' Mcapp -(2 Fr) -[ R ts )-
2 he McapBRIT = 2.724 10' in-lbf
-~
t gal-446 2 92 THIS IS A PERMANENT RECORD 00 NOT DESTROY
Enginerring Initruction No. 2 OECI FPC. Crystal River Unit 3 IDENIiFiER PAGE g9 Seismic Verification of Tanks DC-5520-161.0SE I/
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MicAcetveo OP"JINATOA S.J. Serhan WO. '
,OATE 01/18/94 STEP 18 Capacit vs. Demand for Base Overturning Moment If the expected failure mode is ductile, the user should select the McapDUCT for use as Mcap.
However, if the expected failure mode is brittle, the user should select the lower of McapDUCT and McapBRIT for use as Mcap.
For the Borated Water Tank, the expected failure mode is brittle (90-degree hook does not meet requirements).
l Therefore, Mcap = McapBRIT Mcap = 2.724 10' in-lbf The base overturning moment demand is determined from Step 6 and it is equal to:
8 i
M = 1.48 10 in-lbf 1
The user should check that the following relation is satisfied:
8 M = 1.48 10'
[OK)
Mcap = 2.724 10
> or =
l i
i l
gal-446 2 92 THIS IS A PERMANENT RECORD DO NOT DESTROY
. ~. - -.
i Enginiering instruction No. 2 l
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Seismic Verification of Tanks DC-5520-161.0SE
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DATE 01/18/94 l
STEP 19 Base Shear Load Capacity I
The base shear load capacity is determined as:
Qcap.= 0.55 -( 1 - 0.218 Saf) W l
Qcap = 1.983 10' lbf l
l STEP 20 Capacity vs. Demand for Base Shear
(
The user should check that the following relation is satisfied:
1
(
Qcap = 1.983 10' s
> or =
Q = 4.953 10 OK i
1 l
l l
l
)
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Enginuring instructinn No. 2 SUBJtGT FPC-Crystal River Unit 3 IDENIIFIER PAGE Selsmic Verification of Tanka DC 5520-161.0SE O[
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DATE 01/18/94 STEP 21 Slosh Height G := 386.4 in/sec/sec
[ Acceleration of Gravity]
The sloshing mode frequency is:
Fs := 1
'I.84 G I 1.84 H '
tanh!
Fs = 0.274 Hz 2n3 R
(
R Note to User:
Using the 1/2% damped maximum horizontal ground or floor (whichever is applicable) acceleration response spectrum, determine the spectral acceleration Sas at frequency = Fs.
Sas : 0.08 g
(page 21 @ 0.5 Hz: 2 x 0.04)
The slosh height is:
hs :: 0.837 R Sas hs = 16.084 in l
STEP 22 Freeboard Clearance vs. Slosh Height The user should check that the following relation is satisfied:
hf = 0
> or =
hs = 16.084 NG If the above relation is not satisfied, consider the tank as an outlier.
Borated Water Tank is an outlier CONCLUSION: Tank under evaluation is an outlier per PSP Section 7 seismic verification procedure.
i Conditions: The type of concrete anchorage is assumed to consist of J bolts.
Should be confirmed later.
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E.j CALCULATION MICROFILMED PAGES ORIGINATOR S.J. Serhan WO.
DATE 01/18/94 l
8.
HORIZONTAL BORIC ACID TANK The following pages document the seismic verification of the Horizontal Boric Acid Tank by using the PSP Section 7 Methodology
[ Reference 4].
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MICAOFILMEO OAIGINATOA S.J. Serhan WO.
DATE 01/18/94 FPC-Crystal River Unit 3 USI A-46 Project j
Tanks Evaluation Tank: Horizontal Boric Acid Tank (CAT-5A and CAT-5B]
Originator: Samir J.
Serhan 10/08/1993 Reviewer:
Gary M. Jackson Program Name:
TANKh1 Dr. Samir J.
Serhan Gilbert / Commonwealth,Inc.
i May 10, 1993 l
SEISMIC VERIFICATION OF HORIZONTAL TANKS AND HEAT EXCHANGERS Scope:
This seismic verification procedure is applicable to tanks with the following characteristics:
(a) cylinderical tanks and heat exchangers, (b) curved bottom supported by saddle plates, (c) anchored to a stiff foundation, (d) all base plates under the saddles have slotted holes in the longitudinal direction except for the one under the saddle at one end, (e) tank and saddles are made of steel, (f) saddles are uniformly spaced, (g) tank overhanging at both ends (each) should be less than half of the uniform spacing between saddles, and (h) dimensions for tank shell, anchorage, and content should fall l
within the following range of parameters:
i l
[ See the following page ]
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Enginuring instructi:n No. 2 SUBJECT FPC - Crystal River Unit 3 IDENTIFIER PAGE g
Seismic Vermeation of Tanks DC 5520161.0SE T
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OAiGINATOR S.J. Serhan wo, DATE 01/18/94 Diameter of Tank (D) :
l' to 14' Length of Tank (L) :
4' to 60' 4
Height of Center-of-Gravity of Tank and Fluid above floor (Hcg):
l' to 12' Number of Saddles (NS):
2 to 6 Spacing between Support Saddles (S):
3' to 20' Number of Bolting Locations per Saddle (NL) :
2 to 3 Number of Anchor Bolts per Bolting Location (NB):
1 to 2 Distance between Extreme Anchor I
Bolts in Base Plate of Saddle (Dprime):
l' to 12' l
Ratio of Tank C.G. Height to Saddle Spacing (Hcg /S):
O.1 to 2.0 Ratio of Tank C.G. Height to Distance between Extreme Anchor Bolts (Hcg /Dprime) : 0.5 to 2.0 Weight Density:
l Horizor.bal Tanks (GAMMAt):
60 to 75 lb/ft"3 Ho*.1zontal Heat Exchangers (GAMMAh): 130 to 180 lb/ft^3 l
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OAIGINATOA S.J. Serhan Wo.
DATE 01/18/94 l
I Evaluation Process:
[
l l
Per the PSP Section 7 [ Reference 4], the seismic verification for l
horizontal tanks and heat exchangers consists of the following 11 l
steps:
- STEP 1 INPUT DATA to be provided by the user Tank:
D : 9 ft
[ Diameter of Tank]
L.: 17.08 ft
[ Length of Tank]
t := 0.25 in
[ Thickness of Tank Shell]
Wtf : 73000 lb
[ Weight of Tank plus Fluid]
GAMMAt := 61.16 lb/ f t"3
[ Weight Density of Tank]
GAMMAh =0 lb/ft"3
[ Weight Density of Heat Exchanger]
.Heg : 5.28 ft (C.G. of Tank and Fluid above Floor]
Saddles:
l S: 9.92 ft
[ Spacing between Support Saddles]
h: 12 in
[ Height of Saddle Plate from bottom of Tank to Base Plate]
G = 11153846 psi (Shear Modulus of Saddle Plate and Stiffener Material]
E = 29000000 psi
[ Elastic Modulus of Saddle Plate and l
Stiffener Material]
l NS
- 2
[ Number of Saddles]
]
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Enginuring instructi:n No. 2 SUBJECT F PC. Crystal River Unit 3 IDENDF ER PAGE Seismic Verification of Tanks DC 5520-161.0SE OF -
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MICROFILMED OAIGINATOA S.J. Serhan WO.
DATE 01/18/94 Base Plate:
tb.= 0.75 in (Thickness of Base Plate under Saddle) fy.= 30000 psi
[ Minimum Specified Yield Strength of Saddle Base Plate]
tw = 0.25 in
[ Thickness of Leg of Weld between Saddle and Base Plate]
es = 2.7 in
[ Eccentricity from Anchor Bolt Centerline to Vertical Saddle Plate]
Bolts:
NL = 2
[ Number of Bolt Locations on each Saddle]
NB := 2
[ Number of Anchor Bolts at each Bolt Location]
d := 1.0 in
[ Diameter of Anchor Bolt]
Dprime = 102 in
[ Distance between Extreme Anchor Bolts in Base Plate of Saddle]
Note to User:
Before proceeding to Step 2, confirm that the values listed and ratios calculated in Step 1 are within the applicable range of parameters documented in the scope of this seismic verification procedure.
Answer:
Yes 4
m.
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Enginuring Instructi:n No. 2
$UL5 JECT FPC. Crystal River Unit 3 IDEMiflER PAGE Seismic Verification of Tanks DC-5520-161.0SE
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DATE 01/18/M h
STEP 2 Anchor Bolt Allowable Loads Per Section 4.4 and Appendix C of the GIP [ Reference 11, the following values are determined for the anchor bolt alj.owables:
Puprime := 2670 lbs
[ Anchor Bolt Allowable Tension)
Vuprime := 13350 lbs
[ Anchor Bolt Allowable Shear]
Reduction factor for concrete strength, 3000i RFconc :
.3500j Puprime = Puprime ItFconc Puprime = 2.472 10' lbs Vuprime : Vuprime RFconc Vuprime = 1.236 10 lbs STEP 3 Base Plate Bending Strength Reduction Factor The base plate bending strength reduction factor is equal to the ratio of the base plate yield strength over the maximum bending stress:
(fytb]
2 1
RB =
RB = 2.276 (3 Puprime)
STEP 4 Base Plate Weld Strength Reduction Factor The base plate weld strength reduction factor is egual to the ratio of the weld allowable strength (30600 psi) over the weld stress:
R*vV. -
tw es 30600 ]
~
Puprime GA1446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
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Enginiering instructi:n No. 2 SUBJECT FPC Crystal River Unit 3 10ENIM AGE j y ig&
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ORIG lNATOR SJ. Serhan WO.
DATE 01/18/94 STEP 5 Anchorage Allowable Loads The tension allowable anchorage load is:
l Rsraaller := if( RW >RB, RB, RW) l Rsmaller = 2.276 3
Pu := Puprime Rsmaller Pu = 5.625 10 lb The shear allowable anchorage load is:
Vu = Vuprime Vu = 1.236 10' lb STEP 6 Ratios Calculate the following items:
Pu a =-Vu Wtf Wb := (NS NL NB)
F1 := d( NS ],,]
2 l
i f2i licg '
f Heg]2 i 2
NS
)
NL Dprime i F2
+'
S j (gg _1)2 4
1 i.
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1 Enginnring instruction No. 2 EU FPC Crystal River Unit 3 IDENithER PAGE Seismic Verification of Tanks DC 5520161.0SE
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OAIG!NATOA S.J. Serhan wo, DATE 01/18/94 STEP 7 Acceleration Capacity of Tank Anchorage Vu I
11 ':
11 = 0.606 g
Wb F1 Vu 0.7
- + -
Wb a
12.=
12 = 0.745 g
0.7 I
F2 +F1 I a
Pick smaller of the above two values, 1 := if(ll >12,12,11) 1 = 0.606 g
STEP 8 Tank Stiffness in Transverse and Vertical Directions Note to User:
Using the following parameters, enter Figure 7-14 (Tanks) or Figure 7-15 (Heat Ecchangers) of the PSP Section 7 and obtain the maximum saddle spacing for rigid transverse and vertical response:
D
- = 0.75 ft (D = 9' from page 105) 12 t = 0.25 in The following answer is provided by the user:
Sc = 19.3 ft or Sc 12 = 231.6 in If Sc
> or =
S
======>
Tank is Rigid 5
If Sc S
======>
Tank is Flexible
- Note to User:
The following answer is provided by the user:
i
" Tank is _ Rigid _
in the Transverse and Vertical Directions" GAM 46 2-92 j
THIS IS A PERMANENT RECORD DO NOT DESTROY
Engine 0 ring instruction No. 2 NN FPC Crystal River Unit 3 Ob" b
//A Seismic Verification of Tanks DC 5520161.0SE
// u OF -
r, P REV. l
]
d d
f CALCULATION MicAOFILMED PAGES U /
OAIGINATOA S.J. Serhan WO.
DATE 01/18/94 STEP 9 Tank Stiffness in Longitudinal Direction The longitudinal stiffness of the end unslotted saddle is determind by assuming a fixed end at the tank and a pinned end at the base plate.
Note to User:
Calculate the moment of inertia (Iyy) and area (As) of the saddle plate and its stiffeners at a cross section just below the bottom of the cylindrical tank.
The following answer is provided by the user:
As.: 79 in'2 Iyy := 115 in"4 g: 386 in/sec'2 1
6 ks :=
ks = 5367 10 lb/in 3
h h
+
(3 E lyy) (As G) f(ks g) 1 Flong = [ 2 n { j Flong = 26.811 Hz Wif If Flong
> or =
30
======>
Tank is Rigid If Flong 30
======>
Tank is Flexible Note to User:
The following answer is provided by the user:
~
" Tank is Flexible in the Longitudinal Direction" GAh446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Engingsring instruction No. 2 SUBJECT FPC Crystal River Unit 3 IDEN MER PAGE jfIj Seismic Verification of Tanks DC-5520-161.0SE
/
- OF I'
RR l
]
2]
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CALCULATION MICAOntMED PAGES OAIGINATOA S.J. Serhan wo, DATE 01/18/94 STEP 10 Seismic Demand Acceleration Note to User:
i Using the 4% damped maximum horizontal ground or floor (whichever is applicable) acceleration response spectrum, determine the spectral acceleration demand:
If Sc
> or =
S and i
If Flong
> or =
30 l
The following answer is provided by the user:
l l
Sa 0.044 g
[Page 28 0 28 Hz: 2 x 0.022) l Otherwise, l
l The following answer is provided by the user:
I l
Sa.: 0.71 g
[Page 28 @ 11.5 Hz: 2 x 0.353 )
i i
Note to User:
J The following answer is provided by the user:
Sa = 0.044 g
[ Demand: since Flong = 26.81 Hz]
Knowing that:
). = 0.606 g
[ Capacity)
If capacity is > Demand======>
Tank Anchorage is Okay If Capacity is < Demand======>
Tank Anchorage is No Good l
(
1 Note to User:
The following answer is provided by the user:
1 1
" Tank Anchorage is okay gab 446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginuring instrcction No. 2 NEI FPC Crystal River Unit 3 iDENTIPER PAGE Selsrnic verification of Tanks DC-5520-161.0SE
/b I
OF i
REV.l g
]
]
]
t CALCULATION a
MICAOFILMED PAGES OAIG:NATOg S.J. Serhan WO.
]
DATE 01/18/94 l
STEP 11 Saddle Stresses l
Note to User:
i The end unslotted saddle snould resist the longitudinal seismic shear load causing weak-axis bendir.g.
In addition, all saddles should resist the vertical seismic and dead loads, and the l
overturning moment from transverse seismic loads.
The combined compression and bending stresses in the saddles should be evaluated according to the AISC Manual with the 1.7 increase factor on the allowable stresses (SSE Loading).
The Seismic Review Team will evaluate the saddle stresses during the official A-46 in-plant walkdowns.
)
CONCLUSION: Tank under evaluation is acceptable per PSP Section 7 seismic verification procedure.
Conditions: The Seismic Review Team will evaluate Step 11 during the A-46 in-plant walkdowns.
i GAk446 2 92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Engineering Isistructi3n NO. 2 SUBJECT FPC Crystal River Unit 3 OENMS PAGE l
Seismic Verification of Tanks DC-5520161.0SE oF -
REV.l
{
]
]
{
~.
0; CALCULATION MICROFILMED PAGES /
OAIGINATOR S.J. Serhan WO.
DATE 01/18/94 9.
CONCLUSIONS 1
Plots and tables of the generated 4.0% damped OBE acceleration response spectra are documented in Section 4 for the free-field ground and the Auxiliary Building Elevation 119'.
l Seismic verification of four tanks is performed in Sections 5 l
through 8 by using the PSP Section 7 Methodology [ Reference 4].
The verification results are:
o Condensate Storace Tank fCDT-11 Result:
Tank is acceptable o
Dedicated Emercency Feedwater Tank fEFT-21 Result:
Tank is an outlier Reasons:
Base shear and overturning moment exceed allowable values.
o Borated Water Tank iDHT-11 Result:
tank is an outlier Reasons:
Freeboard clearance is not acceptable Conditions:
Concrete anchorage is assumed to consist of J Bolts t
l gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
_m EnginIering instruction No. 2 SUBJECT FPC Crystal River Unit 3 IDENTIFIER PAGE g
Selsmic Verification of Tanks DC-5520-101.0SE t
,OF ~
REV.l
{0 l
((
2]
3]
MICROFILMED PAGES ORIGINATOR S.J. Serhan wo.
DATE 01/18/94 o
Horizontal Boric Acid Tank FCAT-5A and CAT-5B1 l
l Result:
tanks are acceptable l
Conditions:
Seismic Review Team will evaluate Step 11 during the A-46 in-plant walkdowns.
l l
l l
l i
l i
i d
~
gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
Enginnring Instruction No. 2 SUBJECT FPC Crystal River Unit 3 IDENTIFIER PAGE Seismic verification of Tanks DC-5520161.0SE O
b b
b b
i.
MICAOFILMED PAGES ORIGINATOn S.J. Serhan wo, DATE 01/18/94 ATTACHMENT A G/C DESIGN INFORMATION TRANSMITTAL i
i_
gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
OC 55: C A5h ) ~ 5 fo / ~5 0
POCER AND INDU5T RI AL $Y$TEMS DivislON. RE60 LNG DESIGN INFORMATION TRANSMITTAL
- d.
E.s l A.
TO:
LOCATION:
(RESPONDENT'S FULL N AMEl b*M* O 'Esod FROM:
LOC A TION:
e REQU EST E R*S F ULL N AM E)
DATE:
DEL / 3 RESPONSE REQUESTED BY:
S 3
SUBJECT:
u)ATER. S.LYElb o M AL 7ANd.S = > 0.Di~ /, 2 >Al7-/, h
-;3 OAT-SA l~ 675 Akib 2>Pi~ - 34 l-3 2 h otsr w e. 76t\\es.A 1 A FA d % E *
~
u N 03EiM dusM cA kh tk io bt w
8 e
e At1M m Ad @A mo itud hwl 4t A.A.
m 15 w%d.
uAs~Ot U b
StoM e hFboM2'b h4L kotb SdELArt @
WAVLmu m
\\%)t ukO bY tod\\ be. l.\\\\
i D
AT T ACH ME NT: YES NO L SIGN A TU R E b
cc:
NOTE: IF INFORMATION FORWARDED BELOW IS NOT A RESPONSE TO A DOCUMENTED REQUEST, B.
STATE "N/A" IN BLANKS ABOVE.
W' NO TO:
LOCATION:
I<-
bk 5'2 ~
F ROM:
DATE:
~
(RESPONDENT"$ FULL N AME)
- E F &
YirA
- P h SHGCM [z.)
^
l l
t%
l 5
1 E
i STATUS OF INFORMATION: P R ELIMIN ARY FINAL Au5,Sf,M M
[7 50URCE($1:
ATTACHMENT: YES
- NO
$1GNATU f.).70 e-C C c:
a Gilbert / Commonwealth G Al=600 3 83
/AC - 5 5 7 a / Q :. 5 Page 1 of 2
SUMMARY
OF TANK DATA The following is in -response to your Dli dated May 21, 1993.
All of the information has been referenced or assumed with engineering judgement. The data l
has not been verified.
~
When a level range is given as maximum or minimum, the level may fall somewhere between the two points during operation. The maximum and minimum levels may not l
be achieved during operation due to procedural / operational intervention or L
operator action due_to alarms.
The height of freeboard is not given since levels above tank bottom are given and
)
the freeboard height can be calculated from that point.
l l
CDT-}
Maximum Height = 151'-6" el. (390" above inside tank bottom)
[This height is based on the CDV-ll3. interlock from Ref.1]
Minimum Height = 123'10\\" el. (58" above inside tank bottom)
[ Based on NPSH and Vortexing from Ref. 2]
Weight Density of Fluid - 62.305 lbm/ft3 (70 *F) to 61.376 lbm/ft3(140*F)
[Refs. 3 and 4]
DHT-l Maximum Height = 47.8' above tank bottom (Ref. 5, p.
20 for maximum inventory)
Minimum Height = 119'-10" el. (8" above tank bottom) i j
[ Based on min. usable volume from Ref. 6]
Weight Density of Fluid = 62.426 lbm/ft3 (40 *F) to 61.996 lbm/ft3(100'F) l
[ Based on water and from Refs. 5, p. 20 and 4]
1 l
EFT-2
)
Maximum Height - 38'-9" above tank bottom
[ Based on the Hi-Alarm point from Ref. 7]
Minimum Height = 121'-7" el. (3'-1" above tank bottom)
I l
[ Based on min, usable volume from Ref. 8]
Weight Density of Fluid - Assumed the same as for CDT-1 DFT-3A/3B Maximum Height = 31" above tank bottom
[Da::d on DTP-1A/lB auto stop point and Ref. 9]
MinimumHeight=5lj316"abovetankbottom l
[ Based on level at 2 seat of foot valve and Ref. 9]
Weight Density of Fluid = 60.84 lbm/ft 3
[ Based on Fuel Oil No. 6 at 100 'F and Refs. 4 and 10]
_ =
_. = - _ -... _ _... _. - _. _. _. _ _. - -. _
-s b?sOff l
.; {,- 5 5 Z Q - l$ /, Q.( E Page 2 of 2 CAT-5A/58 (V?.
T,1 Maximum Height = 95" above tank bottom
[ Based on the Hi-Level Alarm and.Ref. 11]
l Minimum Height - 30" above tank bottom
[ Based on the Lo-Level Alarm'and Ref. 11]
Weight Density of Fluid - 61.16 lbm/ft3 (152 'F) to 60.94 lbm/ft3(164'F)
(Based on water as a fluid since the saturation of boric acid is l
approximately 7% and Refs. 12 and 13]
l REFERENCES I
l 1.
l 2.
G/CI Calculation DC-5520-124-01.00-ME, Rev. 0 3.
FPC~ Spec. SP-5745, Addendum C, 6/16/70 l
4.
Crane 410, 1981 l
l 5.
FPC EDBD for Decay Heat Removal, Rev. 3 l
6.
G/CI Calculation DC-5520-124-03.00-ME, Rev. 0 7.
FPC EDBD for Emergency Feedwater/ Emergency Feedwater Initiation and Control, TC No. 230, sheet 4 of 5 l
8.
G/CI Calculation-EFC-0428-5503-022-001, Rev. 2 l
9.
FPC Calculation M-91-1032, Rev.1 1.0 ;
FPC R0-2891, Rev. 14 l
11.
IDS CA-11-LS, Rev. 6 and CA-13-LS, Rev. 7 12.
Keenan and Keyes Thermodynamic Properties of Steam, 1936 1
13.
F L
i I
c r
. ~ -,.
Engins: ring Instructi n No. 2 SUBJECT FPC. Crystal River Unit 3 10ENT6FIER PAGE Seismic Verification of Tanks DC-5520161.0SE v
'E REV.l
]
2]
{
i CALCULATION i
MICROFILMED PAGES ORIGINATOR S.J. Serhan WO.
l DATE 01/18/94 l
l i
l I
I f
ATTACHMENT B FPC TELECOPY DEDICATED EMERGENCY FEEDWATER TANK J
4 I
i 4
gal-446 2-92 THIS IS A PERMANENT RECORD DO NOT DESTROY
j
,i~
~
3-
' '~
f,,
P.1 ca or s2 07:seAri ex ro:tcAm ces j
TELECOPY g@
FLOR.lDA POWER CORPORATION GENERAL OFFICE COMPLEX ST. PETERSBURG, FLORIDA DATE /d 7
TO/:.:OMPANY 6A/V 8 6/f'fS h 66/
FROM
(( 6~/VE lbVf//
ff/"C TELECOPY NUMBER ADDITIONAL PAGES OF TELECOPY FPC 16 scopy # 0tt3) 8664064 11 You have any problems in receipt of tNs telecepy, please ncufy telecopy operator at (813) 866-4404.
DISTRIBUTE &
HOLO FOR FOR FPC (Nuclear) USE ONLY:
SEND BY MAIL DISCARD PICK-UP CALL MAllTO WHEN SENT RECIPIENT l
l NOTES:
I A rrwconj ir ree-4+-coef
- 47 deMK 74W.*
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$ 08
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Enginsering In:truction No. 2 SUBJECT IDENTIFIER PAGE i
FPC. Crystal River Unit 3 Seismic Verification of Tanks DC-5520-161.0SE F
REV.l
{
]
2]
]
(",;e
'. ~
CALCULATION
- !)
MICAOFILMFD PAGES' ORIGINATOA S.J. Serhan wo.
DATE 01/18/94 t
i 1
t i
i ATTACHMENT C DESIGN VERIFICATION RECORD i
i I
i t
t l
l
[
4 0
gal-446 2-92 l
THIS IS A PERMANENT RECORD DO NOT DESTROY l
. - - - -.. =_ -..
DCP 2.05 DESIGN VERIFICATION RECORD PAGE 41 OF 1
- 25
(
)
\\.i.-
PROJECT: Crystal River Unit 3
SUBJECT:
FPC-Crystal River # 3 Seismic Verification of Tanks IDENTIFIER: DC-5520161 q
y
, ose DISCIPLINE NAME AND NUMBER: Structural / Piping 2241 & 2242 W.O. 04-5520161 A
Samir J. Serhan Samir J. Serhan onGNATOR PRCUECT ENGNEER THIS DOCUMENT CONTAINS PREUMINARY DATA / ASSUMPTIONS:
NO V
YES PAGE(S)
A COMPUTER PROGRAM WAS:
VAUDATED & USED WITHIN MUST BE VERIFIED V NOT USED USED UMITS OF VERIFICATION TOGETHER WITH CALC.
PROGRAM SYSTEM NAME RO6 (1)
(2)
(3)
VERIFICATION PACKAGE (IDENTIFY EACH ITEM)
DOCUMENTS TO BE VERIFIED 806 RE6 (1) Calculation # DC-5520-161.0SE o
(4)
(2)
(5)
(3)
(6)
SUPPORTING DOCUMENTS AEv.
806 (1) See Pace' l.1 (6)
(2)
(7)
(3)
(8)
(4)
(9)
C7Mi' 7 0/]
l l0 f%
ORGNITORMNATURE DATE B
)
NO VERIFICATION REQUIRED PER DCP 2.05:
REASON:
VERIFICATION REQUIRED (CHECK METHOD (S)):
DESIGN REVIEW l./
ALTERNATE CALCULATION OUALIFICATION TESTING IDENTIFICATON OF VERIFIER /VEMiGATiON4 eat
- Gary M. Jackson l
I
,,Lt,Z 9<4 1/19/%
PRCMECT EMWEERS SGNATURE DATE
DCP 2.03 W.O. 0
- 5520-161 IDENTIFIER: DC-5520161.0SE C] CONCURRENCE WITH SELECTION OF VERIF R(S):
PAGEM2 OF Z.
W 77 MdA
,j,9jy DSClPUNE CHIEF ENGINEERS SiONATURE DATE D] EXTENT OF VERIFICATION:
COMPUTER PROGRAM USE (IF APPLICABLE):
(1)
PROGRAM IS VAUDATED PER DCP 1.40 AND HAS BEEN USED WITHIN PROGRAM NAME(S)
THE ESTABUSHED LIMITS OF VERIFICATION AS SHOWN ON THE PROGRAM VERIFICATION RECORDS. A COPY OF THE DVR HAS BEEN j
SENT TO THE MANAGER OF ENGINEERING SERVICES.
(2)
PROGRAM IS NOT VAUDATED OR NOT USED WITHIN THE UMITS OF i
PROGRAM NAME(S)
VERIFICATION. THE PROGRAM IS VERIFIED TOGETHER WITH THIS CALCULATION AS DESCR! BED BELOW.
Detailed Review of Calculation # DC-5520-161.0SE Revision 0 cer DCP 2.05.
RESULTS OF VERIFICATION:
Reviewer thorouchly reviewed the analytical orocedure utilized. results obtained. and conclusions.
Reviewer concurs with the findinos of this calculation.
j Calculation # DC-5520-161.0SE Revision 0 is comolete and acceotable.
i i
l l
ATTESTATION:
THIS DESIGN VERIFICATION WAS PERFORMED IN ACCORDANCE WITH DCP 2.05.
/9f9Y de "
/
s qp S A-
.,E COMPLETION OF VERIFICATION AND APPROVAL:
,~ h > 2 5 t?[a ll\\R/RQ PRct;te (NoiNEWS SIGNATURE DATE N
gal-468 2-92 i
U.S. Nuclear Regulatory Commission 3F0897-01 - USI A-46 Outlier Resolution Schedule and Status ENCLOSURE 2 l
FLORIDA POWER CORPORATION CRYSTAL RIVER UNIT 3 l
DOCKET NUMBER 50-302/ LICENSE NUMBER DPR-72 i
)
USI A-46 OUTLIER RESOLUTION SCHEDULE AND STATUS i
l UNRESOLVED SAFETY ISSUED A-46 1,
't i
,i 1
i l
t I
i
i L
U.S. Nuclear Regulatory Commission Page 1 3F0897-01 - USI A-46 Outlier Resolution Schedule and Status CRYSTAL RIVER UNIT 3 USI A -46 OUTLIER RESOLUTION SCHEDULE AND STATUS I
UNRESOLVED SkFETY ISSUE (USD A-46. GENERIC LEITER 87-02 A list that identified and described 111 outliers was included with the RAI response provided by FPC to the NRC in letter, 3F0397-28, dated March 27,1997 l
At the request of the NRC staff, FPC has prepared an action plan for resolving these USl A-46 l
outliers. This action plan commits FPC to resolve a number of outliers prior to restart scheduled for l
December 1997. The methodology used to select which outliers would be resolved prior to restart and which outliers will be worked later is outlined below.
l There are one hundred eleven (111) outlying components identified by tag numbers on the outlier list. The l
detailed list showing the current status of each outlier is provided here in Enclosure 2 These 111 outliers are categorized as either Restart or Post-Restart. The categorizing of outliers was based on their association with plant systems that were assessed for readiness in accordance with the methodology of the CR-3 System Readiness Review Plan. This plan was submitted to the NRC by FPC letters, 3F0397-19, dated March 27, 1997, and,3F0397-36, dated March 31,1997. The System Readiness Review Plan was implemented for 105 plant systems using a graded approach methodology. Each of the systems were classified into one of three levels. The level classification was determined by a safety significance process relying on three aspects. The first aspect utilized a fission product barrier approach to comply with 10 CFR 50, Appendix A II. The second aspect relied on an analytical approach which took into consideration several system specific factors such as.
PSA model importance, Maintenance Rule risk significance, Improved Technical Specification safety significance, and Safety Classification. The third aspect considered previous assessment results and findings, l
number of modifications performed on the system, and other opportunities for configuration changes. Based on these aspects, the systems are classified as Level 1, Level 2, and Level 3. As a result, the outlying components have been categorized and tabulated as follows.
Restart Out of the 111 outliers, FPC will reso've 20 outliers by restart in December 1997.
This number consists of the following:
12 Safety related components in System Readiness Level 1 systems.
18 Safety related components (and some non-safety related components considered important to start-up activities), in System Readiness Level 2 systems. And, safety related components in System Readiness Level 3 systems.
10 Components in systems of various system readiness levels solely in need of maintenance to resolve.
3 Components (including the Control Room Ceiling that will be resolved as part of the Control Room noise abatement modification, MAR 97-03-04-01).
Post-Restart: The remaining 41 outliers will be completed based on a work-off curve that will be developed prior to restart. All outliers are required to be resolved before December 2000.
l This number is consists of the following:
1 i
24 Non-safety related components in System Readiness Level 2 systems.
12 Non-safety related components in System Readiness Level 3 systems.
I t
U.S. NuclCar Regulatory Commission Page 2 3F0897-01 - USI A-46 Outlier Resolution Schedule and Status ID Tag Number Description Restart Work Priority Disposinon Status Disposmon Document Comments Number Outlier Category 1
1 DIT-3A DIESEL GENERATUR FUEL OIL DAY TANK A Y
I To be determmed Programmatic Solutions to assist m resolving outiner (TBD) 2 DIT-3B DIESEL GENERA 1DR FUEL OIL DAY TANK B ~
Y I
To be determined Programmatic Solutions to assist in resolving outlier 3
DIIT-1 BORATED WATER STORAGE TANK Y
I 95 %
Revise SEWS and Revised Acceptable as is Calculation yet to be done 4
EFT-2 EMERGENCY FEEDWATER TANK Y
I To be determined Programmatic Solutions to assist in resolving oudier 5
~EGCP-2A~
~ EMERGENCY DIESEL GEN A ELECTRICAL ^
~Y
~ l To be deteEniried
~ ~~
~
Programmatic Salutions to' assist'in resolving oudEr
~~
EQUIPMENT CABINET 6
EGCP-2B EMERGENCY DIESEL GEN D ELECTRICAL Y
~ l To be determined Programmatic Solutions to assist in resolving outlier
[
EQUIPMENT CABINET 7
-EGDG1B-
--DIESEI GENERATOR 15~ -
~
~Y~
l To tE~ileirinIriid P
~~ ~
~
~
~ iogrIa irrAtic Solutions to assist in~reloiv'ing outlid' 8
ESCP-4A ENGINEERED SAFEGUARDS ACTUA110N RELAY
~ Y l
50 % ~
Verbal agreement with Ops.
Operations is taking lead to have storage cabinet and
~
CABINET 4A tool boxes moved to less vital area.
9
~~~ESCP-4B ~
' ENGINEERED SAFEGUARDS ACTUATION RELAY ~
~~Y"~~
~~ l~ ~ ~ ~ ~~~$0%~ ~
Verbal agdemeniMttiOps. 'Osratioisis takmg'l'ead to have storage c' birit'armi j
^~
a CABINET 4B tool boxes moved to less vital area.
10 ESCP-4C ENGINEERED SAFEGUARDS ACTUATION RELAY Y
I 50 %
Verbal agreement with Ops.
Operations is taking lead to have storage cabinet and CABINET 4C tool boxes moved to less vital area.
11 ESCP-4D ENGINEERED SAFEGUARDS ACTUAT10N RELAY Y
I 50 %
Verbal agreement with Ops.
Operations is taking lead to have storage cabinet and CABINET 4D tool boxes moved to less vital area.
12 ESCP-5A ENGINEERED SAFEGUARDS ACTUATION RELAY Y
I 0%
Work Request (WR)
WR to be written to fix lower door latch CABINET 5A No- (LATER) 13 MUP-1A MAKE-UP AND PURIFICATION PUMP 3A Y
I 100 %
WRf NUO344791 Walkdown on 6/23/97 showed that a U-Bolt was inplace. WR to be voided. No oudier present now.
14 MUV-051 LET-DOWN FLOW CONTROL VALVE Y
I To be determined WR# (LATER)
Work Request to be written to resolve 15 MUV-200 LETDOWN ISOLATION VALVE TO DEMINERALIZER Y
I To be determined Programmatic Solutions to assist in resolving oudier MUDM-1 A 16 MUXS-1 4160V ISOLATION SWITCII Y ~
l 100 %
WR# NUO344312 Work Request written to inspect further 17
~ RCV-10 ~
PRESSURIZER' POWER OPERATED RELIEF VALVE '
Y"
~ l ~~'
~ 70 % ~'
~ Anal [ sis /Calditation 001~~
~
~ ~ ~ Seismic Deniarsi is' sue -'
~~
18 RCV-11 PRESSURIZER BLOCK VALVE Y
I 70 %
Analysis / Calculation 001 Seismic Demand issue m.
...m
U.S. Nuclear Regulatory Commission Page 3 3F0897-01 - USI A-46 Outlier Resolution Schedule and Status ID Tag Number.
Descrrpoon Restart Work Pnority Dispostoon Status Disposinon Document Conunents Number Outlier Category 19 RR2B ENGINEERED SAFEGUARD AUXILIARY RELAY Y
I 100 %
WR# NUO344784 Work complete m field. Field has fixed latch, RACK RR2B replaced missing screws 20 ACDP48-T ES DISTRIBUDON PANEL 3AB TRANSFORMER Y
2 To be determined To '~e deErnsided
~~~WR# (OLTER)
~Progranerdt'ic SoEtions to assist in resolvirfou~t1Er~
b
~
~
~ II l95POSI-IID TCONTROC~~
-Y-2-
I 21 22 All-196-POS3 '
Al(D-3 CONTROL Y
2 To be determined WR# (LATER)
Work Request to be written
~ ~
~
~ ~ - ~
23
~hil-967-SV '
-~~ HD-l & AllD-ID CONTROL ~ ~
~ Y~
f~^
To IA~determinEl
~~
~
~~
PrograEtma' tic Soluuonito asist in resolv'itig outher 24 AllD4)lD ~
CONTROL COMPLEX MAKE-UP AIR Y ~
2 To be determined Programmatic Solutions to assist in resolving outlier 25 DCP-IB DECAY llEAT CLOSED CYCLE COOLLNO PUMP B Y
2 To be.leternuned His is a problem with a pipe hanger. Dis may be rolled into the effort being done to resolve generic piping issues.
26 DPBA-IA 250/125V BATTERY A~
Y 2
To be determined
-Programmatic Solutions to assist in resolving outlier y
28 DRRD-2-1 CRD DC BREAKER CABINET UNIT I & 2 Y
2 20 %
WR# NUO341316 WR written to inspect further - on IIold pendmg operations permission to access cabinet 29 DRRD-2-2 CRD DC BREAKER CABINET UNIT 3 & 4 Y
2 20 %
WR# NUO344316 WR written to inspect further - on Iloid pending operations permission to access cabinet j
30 DRRD-2-3 CRD DC BREAKER CABINET TRIP RESET Y
2 20 %
WR# NUO344316 WR written to inspect further - on lloid pending operations permission to access cabinet 31 MSV-411 MAIN STEAM LINE A-2 ISOLATION VALVE Y
2 To be determined Programmatic Solutions to assist in resolving outfier 32 MTSW-2C 4160V ES 3A (NORDI)
Y ~
2' To be determined Programmanc Solutions to assist in resolving outlier 33 MTSW-2E 4160V ES 3B (NORDI)
Y 2
20 %
WR# NUO344313 WR written to inspect further - on IIold pendmg operations permission to access cabinet 34 MTSW-2F 4160V ES 3B (SOI.Tril)
Y 2
20 %
WR# NUO344313 WR written to inspect further - on iloid pending operations permission to access cabinet 35 MTSW-3F 480V ES BUS 3A Y
2 To be determined Programmatic Solutions to assist in resolving outher 36 MTSW-3F-T 4160/480V ES BUS 3A TRANSFORMER Y
2 To be determined Programmatic Solutkms to assist in resolving outher w...
- m..m.
m
U.S. Nuclear Regulatory Commission Page 4 3F0897-01 - USI A-46 Outlier Resolution Schedule and Status ID Tag Number Descripnon Restart Work Priorny Disposzoon Status Disposition Document Comments Number Oudier Category 3Y MTSW-3G 480V ES BUS 3B Y
2 To be determmed Programmanc Solunons to assist m resolving out! cr 33 MTSW-3G-T 4160/480V ES BUS 3B TRANSFORMER Y
2 To be determined Pinwmmtic Solunons to assist in resolving oudier 39 Nff'A3--
PROPORTIONAL' COUNTER 5SSEMBl Y
~~' Y'
-~2 To be dedninAl
~~
~
~
-~
CD NI-2-83
' PROPORTIONAL COUNTER ASSEMBLY ~
Y
~2 To be determined 41
-~~ NI-3-C3 ~
~ COMPENSATED ION CilAMBERIASSEMBLY Y ~
~ 2~
To'lidhe'rmined
~ ~ ~
~~
~ ~~
~
~~~
~~
~
42 NI4D3 COMPENSATED ION CIIAMBER/ ASSEMBLY '
Y 2
To be determined
~ REMOTE SliUTDOWN REEY CABINET A-Y-
~-
To be determiAd
~
43
~~RSA
~
2
~
44 RSA-1 REMOTE SIIUTDOWN RELAY CABINET A-1 Y'
2 To be determined Calcu'a' ion to ierify long pudshaft^~
tt
~
~
45
~ ~ ~RWP-2^ ~
NUCLE R SERVICE SEA WATER PUMP 3 ~ ~ ~
~~Y
^'~ 2^~
~~60 % ~~
~A'naly'sisICalculation 004
~-
-~
I
~ Analysis / Calculation 004 Calculation to verify'long pump shaft
' 46 RWP-2B NUCLEAR SERVICE SEA WATER PUMP 3B Y
2 60 %
47 RWP-3A DECAY IIEAT SERVICE SEA WATER PUMP 3A Y
2 W%
Analysis / Calculation 004 Calculanon to verify long pump shaft l
43 RWP-3B DECAY llEAT SERVICE SEA WATER PUMP 3B Y
2 60 %
Analysis / Calculation 004
^ Calculation to verify long pump shaft
~
49 SWP-I A EMERGENCY NUCLEAR SERVICE CCC PUMi'1A Y
2 100 %
WR# NUO344310 WR written to inspect further. Follow-up inspections found the SWP's to be acceg*able 1
50 SWP-1B EMERGENCY NUCLEAR SERVICE CCC PUMP 3B Y
2 100 %
WR# NUO3447%
WR written to inspect further. Follow-up inspections j
found the SWP's to be acceptable i
51 SWP-IC NORMAL NUCLEAR SERVICE CLOSED CYCLE Y
2 100 %
WR# NUO34431I WR written to inspect further. Follow-up inspections COOLING PUMP found the SWP's to be acceptable 52 SWV-354-SVI SWV-354 CONTROL Y
2 To be determined
[
33
' SWV-354-SV2'
~~
~SWV-354 CONTROL
~ ~
~ Y ~
~~ ~
To be determined
- - - ~ ' ~
~'
~ ~ ^ '~~~'~~~~~ ~ ~
2 54 VBIT-1 A DUAL INPlJr INVERTER 3A Y
~'2 To be determined I
~
U.S. Nuclear Regulatory Commission Page 5 3F0897-01 - USI A-46 Outlier Resolution Schedule and Status ID Tag Number Descrpuen Restart Work Pnonty Disgesmon Status Disposmon Document Comments Number Outlier Category 55 WDT-I A WASTE GAS DECAY TANK 1A Y
2 95 %
Closed based on inspection Revise SEWS yet to be done of tapes ar.4 photos 56 WDT-1B WASTE GAS DECAY TANK IB Y
2 95 %
Closed based on inspectini Revise SEWS yet to te done of tapes and photos 37 WDT-IC WASTE GAS DECAY TANK 1C Y
2 95 %
Closed based on inspection Revise SEWS yet to be done of tapes and photos 58 All-196-POS2 AllD-2 CONTROL Y
3 10 %
TBD Walkdown to determine WR scope 39
' ATCP-1 ~
ANTICIPATED TRANSIENT WITilOUT SCRAM LOGIC Y ~ ~'3 -
'100 %
~
~ WR# NUO344792 "
~~~ WR completed.'
~
~
CABINET Oudier complete with missing bolts now installed.
60 CAP-1B BORIC ACID PUMP B Y
3 100 %
WR# NUO344793 WR# NUO344793 returned with work being completed. Field installed missing bolts.
~~
~
WRAos ~ ~
61 1 P-l A INSTRUMENT AIR COMPRESSOR A
~~Y~
3
~~10 %
~
~
Walkdown t
62 NI&P-D2 NI&P SYSTEM SUBASSEMBLY D CABINET 2 Y
3 10 %
~ TBD Walkdown to determine WR scope 63
~VBXS-1B~~
~
' VITAL BUS TRANSFER SWITCll B ~ ~ ~
~
Y
~~3
' ~ ~ ~ ~10 % ~~
~WRX NUO344786 ~
~~ WR written to resolv'e oudid. ~ ~~
Waiting for fiekt work to comp!cte.
64 VBXS-IC VITAL BUS TRANSFER SWITCII C Y
3 10 %
WR# NUO344787 WR wntten to resolve outfier.
Waiting for field work to complete.
65 VBXS-ID VITAL BUS TRANSFER SWITCII D Y
3 10 %
WR# NUO344788 WR written to resolve outher.
Waiting for field work to complete.
66 VBXS-3B EFIC VITAL BUS TRANSFER SWITCll B Y
3 10 %
WR# NUO344789 WR written to resolve outiser.
Waiting fer field work to complete.
67 VBXS'-3D ~
~ EFIC viral BUS TRANSFER SWITCil D'- ~
Y ~~
~f 10 %~~~
' ~WRJ NUO344790~
WRAntren to resose outlierI'~
~
~ ~
Waiting for field work to complete.
68 AIIF-17A CONTROL COMPLEX NORMAL SUPPLY FAN A Y
4 80 %
PEERE 1512 Fixing as part of CC Noise Abatement project.
PEERE 1512 issued to replaced isolator.
Waiting for field work to te completed.
69 AIIF-17B CONTROL COMPLEX NORMAL SUPPLY FAN B Y
4 80 %
PEERE 1512 Fixing as part of CC Noise Abatement project.
PEERE 1512 issued to replaced isolator.
Waiting for field work to be completed.
70 CEILING CONTROL ROOM CEILING Y
4 20 %
MAR 97434441 Fixing as part of CC Noise Abarenwnt project.
71
~"AHP4tA~
~ CONTROL COMPLEX IIVAC AIR COMPRESSOR A~
N~
~
5~
To be determined
~~
~ ~ ~
~~
~'
~ ' ~ ~ '
~
~
i
~ ~ ~
j 6
L
U.S. Nuclear Regulatory Commission Page 6 3F0897-01 - USI A-46 Outlier Resolution Schedule and Status ID Tag Number Description Restart Work Pnorny Disposition Matus Disposition Document Commerrs Number Outlier
- Categor, 72 AllP4)lB CONTROL COMPLEX liVAC AIR COMPRESSOR B N
5 To be deternuned 73 AllP-01C CONTROL COMPLEX ilVAC AIR COMPRESSOR N
5 To be determined 74 AIIP-01D CONTROL COMPLEX IIVAC AIR COMPRESSOR D N
5 To be determined 73
' DPBA IC 250/125V BATTERY C N
5 90 %
' Analysis / Calculation 003 Masonry wall failure due to scimic event is not a concern, acceptable as is.
76 DPBC-lG BATTERY CllARGER O N
5 90 %
Analysis / Calculation 003 Masonry wall failure due to seimic event is not a concern, acceptaNe as is.
77 DPBC-Ill BATTERY CllARGER 11 N
5' 90 %~
Analysis / Calculation 003 Masonry wall failure due to seimic event is not a concern, acceptaNe as is.
78 DPBC-Il BATTERY CilARGER I N
5 90 %
Analysis / Calculation 003 Masonry wall failure due to scimic event is not a concern, acceptable as is.
79 DPDP-IC~
~ 250/125V DC MAIN PANEL 3C N'
5 90 %
Analysis / Calculation 003 Masonry wall failure due to scimic event is not a concern, acceptaNe as is.
is not a concern, acceptaNe as is.
81 DPXS-IC DPBC-1 INPUT POWER TRANSFER 5%TTCll~
N 5
To be determined 32
~MTMC-09~ -~480V PRESSURIZER 'llEATER MCC '3B
' ' ~
N~~-
5 -
To liddrm~Iried
~
G3 MTMC-12
'480V TURBINE MCC 3A N
5 To be determined
~
~
84 MTSW-3A 480V TURBINE AUXILIARY BUS A N
5 To be determined 85 MTSW-3C
480V REACIOR AUXILIARY BUS A N
5 To be determined I
86 MTSW-3D 480V REACTOR AUXILIARY BUS B N
5 To be determined 87 MTSW-3J
~430V PLANT AUXILI ARY BUS
~'N ~
~~ 5'
~ 95 % '
Revise SEWS Acceptable as is 88
~MTSW-31-T~
4160/480V PLANT AUXIO *utY BUS TRANSFORMER ~
-N~
~ ~~
To te deteiniined
^
~~~
~ ~ ~~~
~ ~ ~ ~ ~
5
~
L 39 RWP-1 NORMAL NUCLEAR SERVICES SEA WATER PUMP N
5
'60 % ~
Analysis / Calculation 004 STAAD Analysis'oflong pump' shaft
~
MO1DR COOLER
U.S. Nuclear Regulatory Commission Page 7 3F0897-01 - USI A-46 Outlier Resolution Schedule and Status ID
. Tag Number Descripoon Restart Work Pnonty Disposinon Staats Disposanon Documet.t Comments Number Outteer.
Category 90 SF-9-FIT SPENT FUEL COOiANT FLOW TRANSMITTER N
5 To be determined 91 WDT-3A~
~
' RC BLEED TANK 3A~
~~'
N~
~ 5' To be' determined
~~
~~
~- ~ ~
92
-WDT-3B-RC'Bl.EED TANK 3B
~'~
N-5 fi'2 determined
~
93
~WD74C' RC BLEED TANK'3C "
N 5
To be determined
~ ~ ~
~~~ ~ '
~
93
' CDIIE-
~ MAIN CONDENSER A' N ~
6 To be determined
~
~
CDR 4B MAIN CONDENSER B N
6 To be determined 97 ERI
~ ' EVENTS RECORDER CABINET l' N'
6' To be de ermined
~
~ ~ ~ ~ '
~~~~
99
~ ER3
' EVENTS RECORDER CABINET 3-N'
~ 6 To be determined
~ ~
~~
~~-~
- ~
~~ ~
~
100 ER4 EV5NTS RUDORDER2 BINET 4 N
6 To be determined 101 ER5 EVENTS RECORDER CABINET 5 N
' 6' To be determined
~
~
^
~
103 ER7' EVENTS RECORDER CABINET 7 ~
N 6
To be determined
'~
104 ER8 EVENTS RECORDER D BINET'8-- ~N~ -
6
'T'oEdetermined
~ - ' - ~
~
MS ICS-5'
- INTEGRATED CONTROL SYSTEM CABINET 5
~ N~~
~ 6~ ~ -
To be determined
~~
~~
'^
~ ~~~~ ~ ' ~ ~ ~ ~ ~
106
-~ NGT-XX '~
~ DV'B CKUP NTTROGEN SOPPO!TANKSIII)j~
~-
~-
To'lideTrnE
'-~
N 6
107 NNI-5
' AUXILIARY CONTROL SYSTEM CABINET 5 '
N '
6 To be determined
~ ' '
~
~ ~ ~ ~
'~'
I
/
U.S. Nuclear Regulatory Commission Page 8 3F0897-01 - USI A-46 Outlier Resolution Schedule and Status ID Tag Number Description Restart Work Prioity Disposition Status Disposmon Document Comments Number Outlier.
Category 108 NNI-6 AUXILIARY CONTROL SYSTEM CABINET 6 N
6 To be determmed 109
~ PORV/rEMP' PORV & TEMPERATURE SATURATION CABINET N
~ O' To be determined
~
~
110
~RFCMPl.XR~ ~ftFCMUi~TIPOiXER FOR'506KV3WITCitihRD- -N' 6
To be determined
~
~
111
~ TPC
' TRANSMITTER POWER SUPPLY CABINETS A & B N'
6~ ~ ' ~
To be determined
~
~
~ ~~~
~
~~
~
~'
Work Pnority Catenories:
Restart Categories:
1 = System Readiness Level I systems - safety related.
2 = System Readiness level 2 systems - safety related, System Readiness level 2 systems - Non-safety related but considered important to startup, and System Readiness Level 3 systems - safety related.
3 = Various System Readiness levels, requiring minor maintenance only.
4 = Control Room noise abatement modification (PEERE 1512 and MAR 97-0344-01).
Post-Restart Categories:
5 = System Readiness Level 2 systems - non-safety related.
6 = System Readiness level 3 systems - non-safety related.
~
-l
_