ML17254A973
| ML17254A973 | |
| Person / Time | |
|---|---|
| Site: | Ginna  |
| Issue date: | 09/20/1984 |
| From: | Linder R U.S. TOOL & DIE, INC. |
| To: | |
| Shared Package | |
| ML17254A972 | List: |
| References | |
| 8369--14, 8369-00-0014, NUDOCS 8410100539 | |
| Download: ML17254A973 (143) | |
Text
hx TELEPHONE (412) 5$NQOS 487-8778
. TOOL 5tIIE IJ. R. TClCIL Si. DIE, INC.
An NPS Corp. Subsldiery 4030 ROUTE 8
~
ALLISONPARK, PENNSYLVANIA15101 MECHANICAL ANALYSIS SPENT FUEL STORAGE RACKS MODIFIED TO 100%
STORAGE DENSITY (IN REGION 2
)
R. E.
GINNA NUCLEAR STATION SPET.
20, 1984
/
- December, 1983 8369-00-0014 March 6.,
1984
~ P Revision I IN'ot 'a Design Change)
Revision 2
(Not a Design Change)
PREPARED., FOR ROCHESTER GAS AND ELECTRIC CORP.
ROCHESTER, N.Y.
P.O.
N-BU-37225 PREPARED B
DATE z Zy REVIEWED BY DATE APPROVED B
DATE 4>~95 Ra Linder Manager of Engineering APPROVED B
ATE g 2 7"84 Frank
. Witsch
~ Quality Assurance Manager 8410100539'40927 I,,
PDR ADDCK 05000244 P
i'A.E 3-6-84 3-6-84 3-6-80 3-6-84 3-6-84 3-6-84 0
84 7-20-84 RECORD OF REv'iSi GhS FOR REPORT 8369-00-00)4 REV.
NO.
RECORD OF RE'v' S. ON TABLE OF CONTENTS SECTiON PAGE
)
OF 3
PAGE 2
OF 3
PAGE 3
OF 3
ADDED SECTiON 2
PAGE 2
OF 7
PAGE 5
OF 7
SECTiON 3
PAGE 2
OF 6
SECTiON 0
PAGE 2
OF 2
SECTiON 7
PAGE 3
OF 3
SECTiON 8
PAGE
)
OF 2
ADDED PAGE 2
OF 2
ADDED SECTiONS 3,5,6 REViSFD.
0
RGF0.2 8369-00-0014 TABI.E OF CONTENTS SECTION 1.0 3.0
- 5. 0 SUBJECT INTRODUCTION EQUIPMENT DESCRIPTION
SUMMARY
OF RESULTS REFERENCES CALCULATION OF FORCES ON WELDS 6.0 FORCES AND STRESSES ON INDIVIDUAL WELDS AND BOX PLATES 7.0
- 8. 0 CALCULATION OF FLOOR LOADS EXTERNAL LOADINGS
SECTION 1
PAGE 1
PROJECT NO.
8369 RGF1.2 SECTION
1.0 INTRODUCTION
t
SECTION 1
PAGE 2
OF 3
PROJECT 8369 RGF
1.2 INTRODUCTION
THE SPENT FUEI.
STORAGE RACKS ARE CLASSIFIED AS CATEGORY 1
PER NRC REGULATORY GUIDE 1.29.
THEIR PRIMARY FUNCTION IS TO MAINTAIN STORED FUEL 'SSEMBL I ES IN A SVBCRITIGAL ARRAY WHILE PROTECTING THEM FROM MECHANICAL DAMAGE DURING ALL CREDIBLE STORAGE CONDITIONS. THIS MECHANICAL ANALYSIS PRESENTS ANAIYTICAL PROOF OF STRUCTURAL INTEGRITY.
THE ANALYSIS FOI.LOWS NRC GUIDANCE AS DELINEATED IN THE POSITION PAPER "REVIEW AND ACCEPTANCE OF SPENT FUEL STORAGE AND HANDLING APPLICATIONS",DATED APRIL 14pi978 AND MODIFIED JANUARY 18,1979.
THE DESIGN CALCULATIONS ARE BASED ON SVBSECTION NF OF ASME BOILER AND PRESSURE VESSEL
- CODE, SECTION III AND APPENDIX D
OF THE STANDARD REVIEW PLAN (SRP>3.8.4.
THE PERMISSIBLE WELD STRESSES ARE TAKEN FROM TABLE NF<<3324.5<a> 1,1983 EDITION. THIS IS THE SAME AS TABLE NF-3292-1, 1977
- EDITION, REFERRED TO IN THE POSITION PAPER AND IN NF-3321.
THIS TABLE NO LONGER EXISTS IN THE 1983 EDITION.
THE LOAD COMBINATIONS USED IN THIS ANALYSIS ARE ONLY SUBMERGED DEADWEIGHT PLUS SRSS COMBINATIONS OF OBE AND SSE LOADS.
THESE LOAD COMBINATIONS ARE THE RMS VALVES TAKEN DIRECTLY FROM THE SEISMIC ANALYSIS (REF.2).
THE RACKS ARE NOT SUBJECTED TO LIVE LOADS NOR TO THERMAL LOADS.
THUS THE LOAD COMBINATIONS, D+L+To<OR Ta)+E AND D+L+Ta+E'ECOME D+E AND D+E'.
ANALYSES ARE PERFORMED FOR TWO STORAGE ARRANGEMENTS, ONE REFERRED TO AS "STANDARD" WHEREIN ONE FUEL ASSEMBLY (179 FUEL RODS)
IS STORED IN EACH CELL IN REGION 2, THE OTHER REFERRED TO AS "CONSOLIDATED" WHEREIN THE FUEL RODS FROM TWO ASSEMBLIES
<358 FUEL RODS)
IN A CANISTER ARE STORED IN EACH CELI.
IN REGION 2.
THE INTERFACE BETWEEN THE RACKS AND BASES IS THE CRUCIFORM BOTTOM PLATE AT THE RACK CORNERS WHICH SPAN THREE BOXES IN EACH DIRECTION.
THUS THE PLANE AT THE THIRD ROW
- LOCATION, AS SHOWN ON FIGURES 2.2 AND 2.3, AND THE THREE-BOX CORNER SQUARE ARE THE WELD PLANES ANALYZED.
FLOOR LOADS FOR REGION 2
ARE TRANSFERRED THROUGH THE BASE TO THE 11" X 11" FLOOR PLATES.
BECAUSE OF THE INCREASED STORAGE IN REGION 2
SHIMS ARE INSTALLED BETWEEN THE BASE CORNER AND EACH FLOOR PLATE TO PROVIDE GREATER I.OAD TRANSFER AREA THAN THE PRESENT JACKSCREWS.
IN REGION ii HOWEVER, SINCE NO CHANGE IN STORAGE IS BEING MADE THERE IS NO CHANGE IN BASE TO FLOOR PLATES, i.e.
THE JACKSCREWS REMAIN.
NOR ARE THE REGION 1
RACKS BEING MOVED FROM THEIR PRESENT LOCATIONS WITH THE JACKSCREWS CENTERED ON THE 11" X 11" FLOOR PLATES.
THERE IS ENOUGH EDGE DISTANCE TO TAKE CARE OF ANY REGION 2
INDUCED SLIDING,
SECTION I
PAGE 3
OF 3
PROJECT 8369 RGFI.2 THERE ARE NO CAICULATIONS FOR WALL LOADS BECAUSE AS FREE-STANDING RACKS AND BASES DUE TO REMOVAL OF THE WALL SEISMIC RESTRAINTS'HERE ARE RELATIVELY LARGE DIMENSIONS BETWEEN THE RACKS AND WALLS AND CONSEQUENTLY SMALL HYDRODYNAMIC FORCES.
A POSTULATED DROP ACCIDENT OF A FUEL ASSEMBLY STRAIGHT
DOWN INTO A
STORAGE CELI IS INCLUDED BECAUSE IT WAS NOT ADDRESSED IN THE ORIGINAL REPORT.
SECTION 2
PAGE 1
OF 7
PROJECT 8369 FILE RGF2A.0 SECTION 2.0 EQUIPMENT DESCRIPTION AND
SUMMARY
OF SE I SMI C LOADS
SECTION 2
PAGE 2
OF 7
PROJECT 836'9 FILE RGF2A.1 EQUIPMENT DESCRIPTION SIX OF THE NINE PRESENTLY INSTALLED RACKS ARE MODIFIED FOR 100%
STORAGE
- DENSITY, AND DESIGNATED AS REGION 2
FOR STORAGE OF DEPLETED FUEL AND/OR CONSOLIDATED PIN STORAGE, IN CANISTERS ON A 2:
1 RATIO.
THE REMAINING THREE
- RACKS, UNMODIFIED, ARE DESIGNATED REGION 1
FOR STORAGE OF UNIRRADIATED OR FRESHLY DISCHARGED FUEL AT 50'5 STORAGE DENSITY.
ALL SIX RACKS IN REGION 2
ARE THE SAME SIZE, 140 STORAGE CELLS.
MODIFICATION CONSISTS OF REMOVING THE PRESENT BOLT CONNECTIONS BETWEEN RACKS AND BASES AND THE WALL SEISMIC RESTRAINTS, RESULTING IN A FREE-STANDING ARRAY. THE WALL SEISMIC RESTRAINTS ARE ALSO REMOVED FROM REGION 1.
I ADDITIONALLY A FULL-LENGTH RIGHT ANGLE POISON INSERT IS WELDED IN EACH REGION 2
- CELL, AS SHOWN ON THE CROSS-SECTION, FIGURE 2.3 OF THE SEISMIC ANALYSIS (REF.2)
AND THE LONGITUDINAL SECTION, FIGURE 2.4 OF THE SEISMIC ANALYSIS (REF. 2).
A SKETCH OF RACK i BASE i SH I MS i AND FLOOR PLATES I 5 REPRESENTED IN FIGURE 2.1.
THE SHIMS ARE ADDED BETWEEN THE BASE AND FI.OOR PLATES IN ORDER TO PROVIDE MORE LOAD CARRYING AREA THAN THE PRESENT JACKSCREWS.
2.2 I.OADS FROM THE SEISMIC ANALYSIS (REF.2)
TABULATION OF LOADS FROM THE SEISMIC ANALYSIS ARE INCLUDED AS PAGES 3
AND 0.
THE LOAD COMBINATIONS OF D+E (OBE)
AND D+E'SSE)
ARE THE RMS VALUES LISTED.
SET ¹3, MAXIMUM VERTICAL LOADS ARE THOSE OCCURRING ON 2
OF THE 4
RACK CORNERS AT RETURN IMPACT FOLLOWING LIFT-OFF.
SET ¹0 IS HALF OF SET ¹3 OR THE LOAD ON A SINGLE CORNER:
PROJECT 8369 SECTION 2
PAGE 3
OF 7
SUMMARY
OF RESULTS FOR 140 CELL RACK STANDARD. FILE RGSVM.1A SET ¹1 MAX. FORCES (KIPS)-
AT GAP ELEMENTS DIR EVT 1
2 3
4 5
SUPPORT Fvt Fhc NS OBE 31.4 53.2 53.3 64.4 83.5 EW OBE 0.0 55.6 72.4 73.2 73.2 NS SSE 8.9 62.0 98.3 77.7 97.6 EW SSE 16.6 66.5 11$.8 83.9 103.3 271.7 17Q.Q 393.3 156.2 404.7 231.5 381.6 164.2,
SET ¹2 -
LOADS ON INDIVIDUAL F/A'S (LBS)
AND SUPPORTS (KIPS)---
NS OBE 224.
380.
381.
460.
596.
135.9 85.0 EW OBE 0.
397.
517.
523.
523.
NS SSE 64.
443.
/02.
555.
697.
EW SSE 119.
475.
82'/.
599.
738.
196.7 78.1 202.4 115.8 190.8 82.1
-SET "¹3 MAX.
FORCES Fvert NS OBE 63,510.
AT SUPPORT (LBS) fhorkx 170,000.
I
-SET ¹5-MOVEMENT AT BASE (INS)
EIASTIC SLIDING IIFTOFF 0.019 0.080 0.009 EW OBE 185, 110.
RMS 411 g 133.
NS SSE 196,510.
EW SSE 173,410.
RMS 475,723.
156p200.
QQ,QOO.
230,865.
231,500.
164,300.
00,000.
283,878.
--0.046 0.088 0.048
-0.026 0.308 0.050 0.048 0.513 0.067
-SET ¹4 - MAX.
FORCES ON SUPPORT (LBS)--
NS OBE 31,755.
85,000.
EW OBE VT OBE RMS NS SSE EW SSE VT SSE RMS 92,555 26,864.
205,567.
98,255.
86,705.
26,864.
237,862.
78,100 00,000.
115,432.
115,750.
82,150.
00,000.
141,939.
DWT
= 233,600.
LBS.
BWT
~
25,410.
I.BS.
SWT
~ 208,190.
LBS.
FRICTION FORCES 8 0.2 FACTOR (LBS)
NSOBE
~
41,640.
EWOBE 82,210.
NSSSE
~
59,760.
EWSSE
~ 101,600.
PROJECT 8369 SECTION 2
PAGE 4
OF 7
SUMMARY
OF RESULTS FOR 140 CELL RACK - CONSOIIDATED. FILE RGSUM.2A SET ¹1 MAX.
FORCES (KIPS)
AT GAP ELEMENT¹ DIR EVT 1
2 3
4 5
NS OBE 0.0 0.0 100.0 98.4 159.3 EW OBE
0.0 53.6 178."3 176.0 180.
1 NS SSE'14.8 214.9 225.6 217.5 250.7 EW SSE '.0 148.4 249.3 223.2 235.0 SUPPORT Fvt Fhx 312.4 160.2 405.2 153.0 455.7 239.3 512,1 184.7
SET ¹2 -
LOADS ON'NDIVIDUAL F/A'S (LBS)
AND SUPPORTS (KIPS)----
NS OBE 00.
00.
714.
703.
1138.
156.2 80.1 EW OBE 00.
383.
1274.
1257.
1286.
NS SSE 106.
1535.
1611.
1554.
1791.
EW SSE 00.
1060.
1781.
1594.
1679.
202.6 76.5 227.9 119..7 256.1 92.4
-SET ¹3 - MAX.
FORCES AT SUPPORT (LBS)
Fvart Fhoric NS OBE a
QQ.
160,200.
-SET ¹5-MOVEMENTS AT BASE '(INS)
ELASTIC SLIDING LIFTOFF 0.018 0.028 0.000 EW OBE 64,140.
89,470-.
451,146.
89,470.
NS SSE 114,640.
153,000.
00,000.
221,524.
239,300.
184,700.
00,000.
0.045 0.024 0.027 0.094 0.054 0.128 0.015 0.017 0.072 RMS 565,564.
302,289.
-SET ¹4 MAX.
FORCES ON SUPPORT (LBS)--
NS OBE 00.
80,100.
EW OBE VT OBE RMS NS SSE EW SSE VT SSE RMS 32,070 44,735.
225,573.
57,320.
85,520.
44,735.
282,782.
76,500 00,000.
110,762.
119,650.
92,350.
00,000.
151,144.
HWT
~ 397,400.
LBS.
DWT
~ 389,000.
LBS.
BWT
~
47,940.
LBS.
SWT
~ 341,060.
LBS.
FRICTION FORCES 8 0.2 FACTOR (LBS)
NSOBE
~ 49,640.
EWOBE
~ 51,630.
NSSSE I* 68,210.
EWSSE
~ 68,210.
BECAUSE OF NO LIFTOFF.
US'f CL D DEGIQN BERVICEGI INC, I
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Section 3
Page 1 of 13 Project 8369 SECTION 3.0 DESIGN CRITERIA AND
SUMMARY
OF STRESSES
3.1
~Scc e
The Spent Fuel Storage Racks furnished for the R.E. Ginna Nuclear Station have been designed and analyzed as Seismic Category 1 Equipment in accordance with the NRC Reg.
Guide 1.29.
The basis for design is to ensure that the storage racks protect the fuel assemblies from physical damage and prevent the formation of a critical geometry under all conceivable conditions of storage.
The equipment is designed to comply with the guidelines of U.S. Nuclear Regulatory Commission Position Papers and Regulatory Guides referenced in the Specification.
3.2 Methods of Anal sis The analyses in this report use the loads developed in the Seismic Analysis Report (Ref.
2) and applies them to critical portions of the rack and supporting struc-ture.
Stresses (axial, shear, bending and torsion) are then evaluated and compared to allowables to determine structural adequacy.
All calculations are shown in Sections 5.0 and 6.0.
3.3 Loads and Loadin Combinations Appendix D of SRP Section 3.8.4 defines the load combina-tions and acceptence limits for each combination.
These are listed in Table 3.3.
The abbreviations and their significance in the analysis of spent fuel storage racks are as follows:
3'-
TABLE 3. 3 LOAD COMBINATION ACCEPTANCE LIMIT D + L D + L + T Level A service limits D+L+ T
+E 0
D+L+T+E a
D+L+T +Pf 0
Level B service limits DPL~TPEs a
Level D service limits
,D+L+Fd The functional capability of the racks should be demonstrated.
Note The provisions of NF 3231.1 of American Society of Mechanical Engineers, Boiler and Pressure Vessel Code,Section III, Division 1, shall be amended by the requirements of Para-graphs c.2.3 and 4 of Regulatory Guide 1.124 entitled "Design Limits and Load Combinations for Class 1 Linear-Type Component Supports".
0 0
a.
D Dead Load including the rack and supports deadweight and the entrained pool water.
b.
L Live loads including fuel assemblies and fuel channels.
c.
T Temperature effects and loads during normal 0
operating or shutdown conditions.
Experience has shown that the temperature gradient across the rack structure, due to differentiaX heating',.
between a full and an empty cell, is negligible, as is the temperature gradient through the thickness of the cell walls (less than 3'F).
The pool temperature after a full core dis-charge is generally less than 150'F (with both heat exchangers operational).
This temperature (150'F) will, therefore, be used for evaluating material properties for the load combinations containing this term.
d.
T -- Temperature effects at the highest temperature a
associated with the postulated abnormal design conditions.
In the case of a spent fuel storage pool, this would consist of a full core discharge with both heat exchangers inoperable and the likelihood of pool boiling.
Under 40 ft. of water pressure, water will boil at 260'F.
Therefore T
= 260'F.
a e.
E Operating basis earthquake (OBE).
f.
E' Safe shutdown earthquake (SSE).
g.
P Loads caused by a stuck fuel assembly in any f
rack location.
h.
Fd Loads due to postulated fuel handling accident.
These include:
1.
Straight drop and an inclined drop of a fuel bundle on the top of the rack from a
30 in. height.
2.
A straight drop through an individual cell all the way to the bottom of the rack.
3.4 Acce tance Criteria Appendix D of SRP Section 3.8.4 requires that allowable stress levels be determined using the ASME Code Section III Subsection NF requirements for Class 3 Component Supports.
From ASME Section III'NF-3321.1 the following limits apply for Level A, B, and D service loading conditions for linear-type component supports when designed by linear elastic analysis procedures.
a.
For Level A Loadings, (Normal), Normal Limits of NF-3322 apply.
b.
For Level B Loadings, (Upset),
1.33 times the Normal Limits are allowed.
c.
For Level D Loadings (Faulted), Table 3523.(b) -1 allows the Normal Limits of NF-3322 to be increased by a factor of 2 with stresses not to exceed 0.7 S
Additionally, paragraph 5
(b) of SRP Section 3.8.4 limits this factor to 1.6, though Appendix D of this Section, which deals specifi-cally with fuel racks, does not require this factor.
However, to insure conservatism the lower factor (1.6) is adopted.
An additional limit is that the shear stress not. exeed 0.42 S
TABLE 3 ~ 4
'ORMhL STRESS LIMITS STRESS CONDITION ALLOWABLB STRESS REFERENCE ASIDE SECTION III a.
Tension on net section (except at holes, pin connected plates, or built-up members) 0.6S 'P-3322.1
{a) {1) b.
Tension on net section excluded in a.
0~ 45$
NP-3322.1
{a) {2) c.
Shear on gross section d.
Shear on weld base material
- 0. 40S 0.3 S
NP-3322. 1 (b)
(1)
NF-3322. 1
{b)
(2) o.
Shear on effective throat 21 KSI of fillet welds
> or fusion welds NP-3324.5 (a) -1 Tension normal to partial penetration welds Tension and compression on solid round and square bars and solid rectangular sections bent about their weaker axis 21 KSI
- 0. 75S mr-3324.5 (a) -1 NP-3322. 1 (d)
(3) h.
Tension on extreme fibers of hot rolled or built-up members in bending
- 0. 6DS NP-3322.5 (a) i.
Compression bearing on milled surfaces and pins j.
Concrete bearing stress
- 0. 9S
- 0. 7f'c NP-3322.1 (f)
(1)
NP-3322.1 {f) (4)
I
- S and S
at Temperature
{260'P) u NOTEs In addition to the above limits, NP-3523 (b)-1 requires that the allowable stress in compression to aviod column-type or localized buckling, shall be limited to 2/3 of the critical buckling stress for level A, B, and D service limi.ts.
- 3. 5 Material Pro erties The storage racks and their supports are fabricated from stainless
- steel, ASTM-A240, Type 304 plate.
Properties are evaluated at both (150'F) and (260'F).
Values are taken from Tables I-2.2 and I-3.2 of ASME,Section III, Division 1, Appendix I.
1504F 260 F
Yield Stress 27.5 KSI 23.6 KSI Ultimate Stress
- 73. 0 KSI Modulus of Elasticity 27. 9 x 10 PSI 6
Shear Modulus 10.7 x 10 PSI 6
- 68. 3 KSI 27.3 x 10 PSI 10.5 x 10 PSI Values of 150'F and 260'F are linearly interpolated between the values given for 100'F and 200'F, and 200'F and 300'F respectively.
3.6 Allowable Stresses for Service Load Conditions The allowable stresses for the loading conditions defined in Appendix D of SRP 3.8.4 are calculated using, the limits specified in Table 3.4 of the material properties from Section 3.5-Table 3.6 gives the allowable. stresses for 3 categories (1) Level A Normal, (2) Level B Upset, and (3) Level D Faulted.
All three conservatively use the material properties at 260'F.
3.7 Stress Summar Str'esses are summarized, in Table 3.7 for:
1.
Critical rack welds shown in figures 3.1 and 3.2.
2.
Shear-out of the corner 9 boxes (shaded'area, Figure 3.1)
~
3.
4 ~
Buckling of box walls.
Floor bearing pressure under the base plates.
The margins of safety all prove to be positive.
TABLE 3.6 ALLOWABLE STRESSES IN KSI (1000 lb/in
)
ape of Stress Normal Upset Level A Level B Faulter Level D
Tension - membrane Tension - net section at holes Shear - gross section Shear weld base material Shear - Fillet weld throat Tension - Partial penetration weld Bending tension/compression on solid sections Bending tension/compression on
~
~
~
~
rooled or built up sections ompression bearing Bearing concrete 14.1 10'. 6 9.4 20.5
- 21. 0
- 21. 0 17.7 14.1 21.2 2.10 18.8 14.1 27 '
27.9 27 '
23.5 18.8 28.2 2.8 22.6 15.1 28 7 (1) 28 ~ 7 (1) 33.6 28.3 22.6 N/A 3.4 (1) Limited to 0.42 Su
TABLE 3 '
SUMMARY
OF STRESSES 10 e
COMPONENT REF.
STRESS LOAD STRESS ALLOWABLE MARGIN SECT.
TYPE (KSI)
(KSI
)
SAFETY t
- ,',Internal Rack Weld
")E-W Plane (Fig.
3')
Internal Rack Weld
.N-S Plane (Fig. 3.2) 6.3 6.4 Shear Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear Tension STD.
- 14. 36
- 11. 39
- 15. 64 12..81'7.
86<
- 10. 60 13.
90'1.13 15.59 27.3 28.0 28.7 33 6:
27.3 28.0 28.7 33.6 27.3 27-3 28.7 28.7
~ 2c16.
"1,.;20
- 1. 83.
1'. 34 1.40
- 0. 79, 1.24 88" 1,58
- 0. 96" 1.58'.84
- 0 Internal Rack Weld 6.5 Shear Tension Shear Tension Shear Shear CONS ~
- 12. 94 16.41 14'. 96
- 19. 80 9.35
- 10. 82 27.3 27.3 28.7 28.7 27.3 28.7
- l. 11
- 0. 66
- 0. 92
- 0. 45
+1.92
+1.65 Box Wall Buckling 6.6 Shear Shear Comp.
Comp.
Comp.
Comp.
CONS.
~
- 10. 26 12.86
- 9. 03
- 10. 45
- 9. 91 12.42 27.3 28.7 13.5 13.5 13.5 13.5
+1.72
+1.22
+0. 49
+0. 29
+0.36
+0. 09
TABLE 3. 7 (Cont')
SUMMARY
OF STRESSES COMPONENT REF.
STRESS SECT TYPE LOAD STRESS ALLOWABLE MARGIN (KSI)
(KSI)
SAFETY Floor Plate Concrete 7.2 Bearing STD.
+0.65
+0. 73 CONS OBE SSE 1.86 2.34 2.80 3.40
+0.50
$0.45
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SECTiON 4
PAGE 1
OF 2
PROJECT NO.
S369
- RGF4, 2
SECTiON s.o REFERENCES
SECTION 0
PAGE 2
OF 2
PROJECT NO.
8369 ll
)y
'C J
4.0 REFERENCES
NO.
TITLE U.S.
TOOL AND DIE Report 8369-00-0013, SEISMIC ANALYSIS SPENT
- FUEI, STORAGE RACKS MODIFIED TO 100
'k STORAGE CAPACITY.
Dated December 1983.
ASME Boiler and Pressure Vessel
- Code, Section III-Div. 1, Subsection NF, 1983 Edition R.D
- Blevins, Ph.D, FORMULAS FOR NATURAL FREOUENCY AND MODE SHAPE, Van Nostrand Reinhold Co., N.Y.,N.Y.,1979.
O..W
- Blodgett, DESIGN OF WELDED STUCTURES, J.F.
Lincoln Aac Welding foundation, Cleveland,
- Ohio, 7th. Printing 1975.
American Concrete Institute, MANUAL OF CONCRETE
- PRACTICE, 329-32, Detro'it,Michigan U.S.Nuclear Regulatory Commission, S.R.P.
3.8.0 Timoshenko,
- Young, and Weaver's VIBRATION PROBLEMS IN ENGINEERING, 4th Edit<on, John Wiley 6 Sons, New
- York, 1974.
ROCHESTER GAS AND ELECTRIC CORP.
P.O.
N-BU-37225 AND RG6,E-USTD AGREEMENT, SECTION 1.1.1 THRU 1.1.6.
DATED SEPTEMBER 30, 1983.
SECTION 5
PAGE I
OF 05 PROJECT 8369 F I I E RGF5A. I TABlE OF CONTENTS 5.1 5.2 5.4 5
7 5,8 DISCUSSION.
RACK VELDS.
CROSS-SECTIONAI.
PROPERTIES'OF EAST-WEST PLANE CROSS-SECTIONAL PROPERTIES OF NORTH-SOUTH PLANE.
THiS SECTION I.EFT BI.ANK.
INERTIA FORCES.
SUMMARY
OF INTERNAf. RACK FORCES ON EAST-VEST PLANE.
SUMMARY
OF INTERNAL RACK FORCES ON NORTH-SOUTH PLANE.
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PROJECT 8369'ILE RGF7h.i
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'ECTION 7.0 FLOOR LOADS DEVELOPED FROM SEISMIC EVENTS
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Hl SECTION 8.0, EXTERNAL LOADINGS
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SECTION 8
PAGE 2
OF 2
PROJECT 8369 RGF8.0 STRAIGHT DROP OF A
FUEL ASSEMBLY THROUGH AN INDIVIDUAL CELL THE FUEL BUNDLE DROP CONSI,DERED IS A STRAIGHT DROP INTO A FUEL SPACE.
THE PROBABILITY OF THIS IS MORE REMOTE THAN ANY OTHER ACCIDENT. IT,IS MOST LIKELY THAT THE FUEL BUNDLE WILL STRIKE;THE..TOP OF THE FUEL BOX AND BE DEFLECTED'SO" THAT THE. ENERGY IS'DISSIPATED IN
.DEFORMATION OF,.THE BOX OR FUEL BUNDLE ITSELF.
THIS POSTULATED DROP ACCIDENT WOULD CAUSE THE FUEL ASSEMBLY TO IMPACT THE BOTTOM PFATE IN THE CEII.
THE CLEARANCE BETWEEN FUEL DIMENSIONS AND BOX DIMENSIONS ARE QUITE CLOSE; THUS THE FUEL ASSEMBfY WOULD BECOME A LEAKY PISTON AND THE FUEL BOX WOULD BECOME A LEAKY CYLINDER.
THE HYDRAULIC FORCES GENERATED WHEN THE FUEL ASSEMBLY INITIALLYENTERS THE FUEf BOX ARE QUITE LARGE AND SERVE TO RETARD THE FUEL ASSEMBLY DURING THE NEXT 13.25 FEET OF ITS DESCENT.
THUS-IT IS UNKNOWN AS TO THE AMOUNT OF ENERGY IMPARTED TO THE BOTTOM PLATE.
THE CAPACITY OF THE 0.090" WELDS WHICH ATTACH THE BOTTOM PLATE TO THE CELL ARE ESTIMATED TO BE PLASTICALLY DEFORMED TO FAILURE IF l.OADED HIGH ENOUGH.
THIS, FAILURE LOAD ESTIMATE IS BASED ON 30,000 psi ULTIMATE SHEAR STRENGTH AND A TYPICAL PLASTIC DEFORMATION OF 20%.
THE AREA IN SHEAR IS 0.090" s 9(8.25")-2 97 in.
ENERGY=30,,000 psi a
(20%
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x 2.97 in.
~1604 in>>ibs If I
COMPARING THIS VALVE TO THE ENERGY AVAILABLE FROM THE STRAIGHT DROP ON THE RACK', WHICH IS 43,500 in-1b WHEN THE FUEL ASSEMBLY'S CONSIDERED AS A RIGID BODY FOR A 30"
- DROP, THE BOTTOM PLATE WELDS WOULD FAIL.
THIS ACCIDENT WOULD RENDER ONE STORAGE LOCATION UNUSABLE.
THE SVB-CRITICAL ARRAY OF THE RACK WILL BE MAINTAINED.
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