ML20040H241
| ML20040H241 | |
| Person / Time | |
|---|---|
| Site: | Maine Yankee |
| Issue date: | 02/10/1982 |
| From: | Maine Yankee |
| To: | |
| Shared Package | |
| ML20040H239 | List: |
| References | |
| NUDOCS 8202170489 | |
| Download: ML20040H241 (22) | |
Text
Pemove Page Insert New Page Table of Contents (2 pp)
Table of Contents (2 pp) 4-9 4-9 4-10 4-10 4-10a 4-10b 4-13 4-13 4-13a 4-13b 4-14 4-14 4-21 4-21 4-21a 4-21b 4-21c 4-21d 4-21e 4-41 4-41 4-44 4-44 447 4
4-51 4-51 i
i l
l 1
8202170499 820210 02-10-82 PDR ADOCK 05000309 i
p PDR I_
TABLE OF CONTENTS
1.0 INTRODUCTION
1-1 2.0 TFERMAL - HYDRAULIC CONSIDERATIONS 2.1.0 POOL HEAT LOAD 2-1 2.2.0 PIN COOLING ANALYSIS 2-3 2.3.0 LOSS OF FORCED CIRCULATION 2-5 2.4.0 LOSS OF POOL WATER 2-6 3.0 NUCLEAR CONSIDERATIONS 3.1.0 METHODOLOGY 3-1 3.2.0 THE PROPOSED MAINE YANKEE RACKS 3-2 3.3.0 THE KEND MODEL AND ASSUMPTIONS 3-3 l
3.
4.0 CONCLUSION
S 3-4 4.0 MECHANICAL AND STRUCTURAL CONSIDERATIONS 4.
1.0 INTRODUCTION
4-1 4.2.0 SLNMARY 4-2
- 4. 3. 0 DESCRIPTION OF PROPOSED HIGH DENSITY SPENT FUEL RACKS 4-3 4.3.1 Module Construction 4-3 4.3.2 Rack Fabrication 4-8 4.3.3 Quality Assurance 4-9 4.4.0 STRUCTURAL ANALYSIS 4-11 4.4.1 Basis for Analysis 4-11 4.4.2 Seismic Analysis 4-13b l 4.4.3 Dropped Fuel Bundle Analysis 4-21 4.4.4 Results of Dropped Fuel Bundle Analysis 4-21a 4.4.5 Summary 4-21e 4.5.0 MAINE YANKEE JUSTIFICATION 4-22 i
4.5.1 Design Condition Differences 4-22 4.5.2 Fuel Weight 4-22 l
4.5.3 Seismic Response Spectrum 4-22 4.5.4 Dropped Fuel Bundle 4-33 4.5.5 Free Standing Racks 4-35 4.5.6 Summary -
4-37 4.
6.0 REFERENCES
4-38
' 10-82 L
TABLE OF CONTENTS (Continued) 4.7.0 SPENT FUEL POOL 4-40 4.7.1 General 4-40 4.7.2 Cask Drop and Fuel Bundle Drop 4-40 4.7.3 Other Items Handled Over Fuel Pool and Liner 4-41 4.8.0 METH)D OF RERACKING AND HANDLING 4-42 4.8.1 Installation of New Racks 4-42 4.8.2 Fuel Building Overhead Crane 4-49 4.8.3 Items Carried Over Stored Spent Fuel 4-51 4.8.4 Installation of Cask Area Rack 4-51 4.8.5 Cask Laydown Area Rack 4-51 l
4.9.0 PIN STORAGE 4-52 5.0 RADIOLOGICAL EVALUATION 5.1.0 GENERAL 5-1 5.2.0 SOLID WASTE AND THE SPENT FUEL CLEAN-UP SYSTEM 5-2
- 5. 3. 0 GASEOUS WASTE 5-4 5.4.0 DOSAGE TO PERSONNEL - SPENT FUEL POOL AREA 5-5 5.5.0 DOSAGE TO PERSONNEL - PIN COMPACTION 5-7 5.6.0 DOSAGE TO PERSONNEL - PIN COMPACTION - ABNORMAL OCCURRENCES 5-9 5.7.0 DOSAGE TO PERSONNEL - RERACKING 5-11 6.0 COST /8ENEFIT ASSESSENT 6.1.0 NEED FOR INCREASED STORAGE CAPACITY 6-1 6.2.0 COSTS OF SPENT FUEL COMPACTION 6-4 6.3.0 RESOURCES COMMITTED 6-5 6.4.0 ALTERNATIVES 6-6 02-10-82
PAGE LIST All Pages Dated October 5, 1981 except for the following h
Date 4-9
'02-10-82 4-10 02-10-82 4-10a 02-10-82 4-10b 02-10-82 4-13 02-10-82 4-13a 02-10-82 4-13b 02-10-82 4-14 02-10-82 4-21 02-10-82 4-21a 02-10-82 4-21b 02-10-82 4-21c 02-10-82 4-21d 02-10-82 4-21e 02-10-82 4-41 02-10-82 4-44 02-10-82 i
4-47 02-10-82 4-51' 02-10-82
{
l -
02-10-82 l
l L
m 4.3.3 QUALITY ASSURANCE
- 4. 3. 3.1 Materials ASME orfeguivalent ASTM materials shall be used in the fabrication of the Spent Fuel Storage Racks.
- 4. 3. 3. 2 Fabrication and Installation Requirements All welders and welding procedures shall be qualified in accordance with ASME Section IX.
Tack welds that are incorporated into the final weld shall be, at a minimum, visually examined, and defective tacks removed.
All weld filler metals shall meet the chemical and mechanical requirements of the applicable filler metal specifications as noted in ASME Sections II, Part C.
Acceptance standards for discontinuities in the castings, including size and frequercy per unit area and location shall be in accordance with ASME Section III, Subsection NF for Class III supports.
The extent and frequency of repairs, and method of inspection of repaired areas shall be in accordance with ASME,Section III, Subsection NF for Class 3 supports.
4.3.3.3 Inspection, Examination and-Test Requirements
- 4. 3. 3. 3.1 General Examinations, measurements or tests shall be performed for each work operation where necessary to assure quality.
Inspection frequency and type shall be, at a minimum, in accordance with ASME Section III, NF for Class 3 supports.
l
- 4. 3. 3. 3. 2 Dimensional Verifications of Spent Fuel Modules l
l Each cell of the spent fuel module will be inspected using a dummy fuel bundle sized to assure the minimum required square opening including allowances for squareness, twist, and bow.
l 4-9 02-10-82 i
p Each cell will be inspected to assure that the dummy fuel bundle can be placed vertically in the cell.
This will be accomplished by placing the bundle into the cell and moving the top end of the bundle until it is vertical, thereby verifying that a vertical envelope of the proper dimension exists within the cell.
Minimum center to center spacing of cells will be inspected by gauging for minimum separation between the walls of adjacent cells.
This measurement, done at the tops and bottoms of the cells, determines the spacing of the neutron absorber.
4.3.3.3.3 Neutron Poison Verifications Procedures for the inspection and testing of the neutron poison material will be reqJired of the supplier for approval by Maine Yankee.
The boron carbide contained in the core of the Boral, shall conform to ASTM C750-74 Type 2 except that:
(a) total baron and carbon content allowed is 97% by weight minimum; (b) total boron shall be 70.0 to 79.2%; (c) B-10 Isotopic content in the boron shall be 19.45 minimum.
Particle Sizes:
Baron Carbide 60 - 200 Mesh Through Sieve 50 99.5% Minimum On Sieve 60 5.0% Maximum Through Sieve 200 10% Maximum Certification of sieve, chemical, and isotopic analysis will be provided for each 8 C lot.
4 A certificate of conformance shall be furnished for all other raw materials c:ed in Boral. A real density of B C shall be verified by chemical 4
analysis or neutron attenuation tests performed on coupons cut from material trimmed from the edges of the Boral sheets.
These tests shall be performed on a sampling basis using sample sizes and acceptance criteria for the lots to assure a 95%
confidence of the required areal Jensity.
A uniformity test shall be performed on one plate in five hundred.
This test consists of taking five coupons from a finished plate and performing the chemical analysis or attenuation test on them.
These five coupons are taken along a diagonal of the plate to assure representation of all areas of the plate.
4-10 02-10-82
The four edges of all plates will be visually examined for the presence of a full core. All plates not having a full core shall be rejected.
Each piece of Boral sheet will be inspected for damage and for foreign material embedded in the surfaces. Evidence of foreign material in the skin of the Boral is cause for rejection. Scratches are allowed on the skin of the Boral provided the core is not exposed. Boral will be free of peeled skin and surface cracks.
records for Boral will consist of the following:
8 C test reports.
1.
4 2.
Reports of chemical analysis or attenuation tests for each inspection lot.
3.
Records of plate serial numbers included in the inspection lots.
4.
Certificate of conformance to product specification and approved procedures.
- 4. 3. 3. 3.4 Special Tests for Storage Cavities Leak check tests shall be performed on the Storage Cavities to test the integrity of the seam welds.
Cavities shall be weighed prior to final assembly to assure presence of all four poison' material strips.
Qualification of nondestructive testing personnel shall be in accordance.with SNT-TC-1A as applicable and shall be the responsibility of the supplier, subject to verification by Maine Yankee.
- 4. 3. 3.4 Administrative
- 4. 3. 3. 4.1 General The supplier shall establish and maintain a Quality Assurance Program prior to the start of fabrication, for the control of quality of equipment supplied or work to be performed, to meet the requirements of 10CFR50 Appendix B, and ANSI N45.2.
The supplier shall implement a method of inspection, identification, marking and traceability of each individual piece of poison material in each cavity, and traceability of each cavity in a spent fuel storage rack.
4-10a 02-10-82
- 4. 3. 3.4.2 Records The following QA records shall be compiled and forwarded to Maine Yankee at completion of fabrication:
a.
Quality Assurance Program; b.
Welding Procedures and Qualifications; c.
NDE Procedures and Qualifications; d.
Cleaning Methods and Procedures; e.
Equipment Acceptance'and Shipping Procedures; f.
Personnel Qualifications (welding, testing, etc.);
g.
As-built drawings; h.
Certificates of Compliances to specifications and standards;
- i. Certificate of Compliance to ASTM C-750 and B-209 for poison material. Also certification of 8 C density in the core; 4
j.
Inspection, examination, test results and reports; k.
Cavities / poison material traceability maps.
I i
4-10b 02-10-82
o 4.4.1.4 Allowable Stresses (For Stainless Steel)
~
The allowable stresses shall be in accordance with ASME Boiler and Pressure Vessel Code,Section III, Appendix XVII.
This is interpreted as being identical to the AISC Steel Construction Manual (Section 5).
Where ASTM materials which do not have ASME equivalents are used, the allowable stresses are based on minimum yield stress defined in the applicable ASTM material specification.
Certified material test reports are required to verify the minimum Sy.
Allowable stress at 1500 and 2400, for those materials, are obtained by factoring [Sy] room to
. account for the nigher temperature.
This factor is determined from ASME-III, Appendix I for similar ASME materials.
Table 4.4.1-2 lists the rack member allowable stresses for the Maine Yankee design.
The one-third increase in allowable stress for an emergency cordition is not allowed.
The increase in allowable stress is defined by Paragraph 4.4.1.1.
i l
4-13 02-10-82 l
TABLE 4.4.1-2 MEMBER ALLOWABLE STRESSES (KSI)
Reference Temperature - 2400F Interior Can Three Corner Can
.105
.120 Grid Cruciform Foot
- Fy - 240
.36.3 36.3 20.4 20.4 104.5(6) 1 0
- 1500 41.7 41.7 23.2 23.4 110.7
- Axial (l) 2 Compression Load Cases 1,.2, and 3 11.73 12.97 11.42 12.35 66.4(6) 3 Axial (2)
~' Compression Load Case 4 18.76 20.75 18.27 19.76 106.27 Load Case 5 17.47
- 19. 31 16.36 17.55' 97.12 4_ Bending For(3)(4)
Strong Axis 15.31 15.31 Load Cases 25.02 Weak Axis 17.4 17.4 83.03 1, 2, and 3 25.02 5_ Bending-Load Case 4 40.03 40.03 SA-24.5 WA-27.84 24.5 132.8 Load Case 5 34.85 34.85 SA-21.5 WA-24.5 21.5 125.4 6 Shear (5)
-1, 2, and 3 N/A N/A 9.28 44.3 7 Shear 4 N/A N/A 14.85 70.85
- Shear 5 N/A N/A 13.06 66.9 (1) AISC, Appendix C (2) 1.6 x Fa (3) AISC 1.5.1.4.3 (4) AISC 1.5.1.4.1 (5) AISC 1.5.1.2.1 (6) AISC 1.5.1.3 4-13a 02-10-82
4.4.2 SEISMIC ANALYSES A time-history analysis is perfomed by using the computer program, ANSYS (Engineering Analysis System). ANSYS is documented by a User's Manual, published by Swanson Analyses Systems, Inc., Elizabeth, PA.
A static seismic analysis is performed by using the computer program, SAPIV.
The development and documentation of SAPIV was sponsored by the National Science Foundation and is available as Report EERG 73-11 from the Earthquake Engineering Center at the University of California.
The seismic Time-history analysis will be conducted using the extreme coefficients of friction (U) of 0.2 and 0.8.
The low coefficient is used to define maximum credible sliding displacement, and the higher coefficient is used to define the worst loading condition..
4.4.2.1 ANSYS Seismic Model The double-rack ANSYS model, shown in Figure 4.4.2.A, is used to consider the effccts of module rocking, interaction and fuel rattling. Section No. 1 of this model represents the mass and stiffness of all the fuel assemblies and extends the height of the rack.
It is pinned at the bottom of the rack and is allowed to impact at the top and middle third points.
Gap elements representing the fuel assembly clearance are located at these impact points.
The section properties of the fuel assembly are used for this element. This model conservatively assumes that all fuel assemblies are in phase and move together at all times.
4.4.2.1.1 Section No. 's 2 and 3 of the ANSYS model represent the composite rack stiffness.
The section i
properties and constraints of these members will be sized so that the primary frequencies correspond to the detail model when the fuel gap goes to zero.
The bottom grid legs are represented by Section No.
4 of the ANSYS model.
The vertical spring under each leg, known as a " gap spring", represents two j
plane surfaces which may maintain or break physical contact. At each time step, the program checks for l
1eg tensile forces; if they exist, the program releases the leg vertical restraint, allowing top uplift and rocking.
l 4-13b 02-10-82 l
'T 4.4.2.1.2 The pool floor is represented by a spring in the X, Y, and Z direction under the racks.
The spring rate is calculated based on the floor stiffness and uses the mass of both racks.
4.4.2.1.3 A structural damping of 2% (SSE) and 1% (OBE) for welded steel structures is used.
No increlse in damping is included for water submergence.
4.4.2.1.4 The external hydrodynamic water mass determination is based upon a paper by R. J. Fritz, entitled, "The Effects of Liquids on the Dynamic Motion of Immersed Solids;" Journal of Engineering for Industry, February 1977.
All internal water entrapped within the rack envelope is added to the horizontal mass.
4.4.2.1.5 The-racks are located below any free surface wave activity.
It is concluded that the rack elevation compared to the pool water elevation is such* that rigid body motion rather than slashing loads is applicable to the rack design.
4.4.2.1.6 The double-rack model includes module interaction and the potential for banging with other racks.in the pool.
Gap springs, initially having the maximum rack-to-rack clearance, are' located at the top rack elevation.
This model assumes that the largest interaction occurs for a pair of racks because their rocking motion away from each Other is unconfined by adjacent modules.
4.4.2.1.7 The digitized time histories are ger.9 rated artificially using the computer program, SIMQKE, developed under the auspices of the National Science Foundation.
4.4.2.1.8 The following four time histories were generated using the design response spectra:
- 1) OBE Horizontal,1.0% damping
- 2) SSE Horizontal, 2.0% damping
- 3) OBE Vertical, 1.0%, damping
- 4) SSE Vertical, 2.0%, damping The horizontal response spectrums, 1 and 2 above, were based on the East-West (E-W) spectrum, since it is the worst of the North-South (N-S) and E-W directions.
The generated time histories have a duration of 15 seconds digitized at intervals of 0.01 seconds.
4.4.2.1.9 Complete nodal force sets, taken at time increments when critical nodal maximums occur, are tabulated from the time-history analysis and used in the 4-14 02-10-82
r 4.4.3 DROPPED FUEL BUNDLE ANALYSES Analyses were parformed to define the equivalent static load for dropped bundle accident conditions 1,2,3,4, and 5 (see paragraph
- 4. 4.1. 3).
- 4. 4. 3.1 The following method was used to. define the impact loads. For conditions 1 and 2, the impacting energy was determined to be the potential energy of the fuel bundle. A SAPIV model was used to determine spring rates at various impact locations on the rack. A static impact load was then determined for each of these locations by equating the elastic structural strain energy with the impact energy.
4.4.3.2 For _ condition 3, an unimpeded fuel assembly drop through a-empty cavity, an equivalent static load was determined to shear out the bottom fuel support.
4.4.3.3 For condition 4, it is assumed that the bundle strikes the top of the rack while moving at the maximum horizontal velocity that the crane can produce. The equivalent horizontal static load was determined based on this horizontal velocity.
- 4. 4. 3. 4 For condition 5, the fuel rolls over and hits the top of the rack after it has been dropped vertically onto the top of the rack.
The equivalent static load was determined to be triangularly distributed and determined by the angular velocity at impact.
4.4.3.5 The results for each condition are given below.
Condition Description Load 1
18 inch drop, middle of rack 178,400 lbs.
2 18 inch drop, corner of rack 139,600 lbs.
l 3
Drop through empty cavity of rack 51,670 lbs.
4 Inclined fuel drop 4,520 lbs.
l 5
Fuel roll over 187,400 lbs.
Conditions 1 and 2 are the loads due to vertical impact.
The subsequent roll over impact load of condition 5 was shown to be less than the above stated vertical impact values. Equivalent static loads l
for different dropped fuel bundle cases were then applied at proper i
locations to the SAPIV finite element model of the rack and combined i
with the deadweight vertical load (rack full of fuel). Stresses for each member were such that the ductility ratio was less than 10, and that no deformation would result in an increase in criticality.
l 4-21 02-10-82 i
4.4.4 RESULTS OF DROPPED FUEL BUNDLE ANALYSIS 4.4.4.1 Load Condition 1 - 18" Fuel Bundle Drop on Middle of Rack Case A - Maximum Penetration Maximum penetration occurs when the fuel hits in the middle of the rack away from the inersection point of four corners.
The rack will react elastically up to 50.26 kips (buckling load).
It will then be inelastic and buckle until the area under the force-deflection curve equals the impact energy. The can deformation occurs only on the top 4" of adjacent cans.
The fuel bundle penetrates about 1" into the top of can.
IMPACT AREA CASE A N
RE7 O
Case B - Maximum Rack Load The maximum load occurs when the fuel bundle hits at the Intersection of 4 cans.
The buckling stress remains the l
same but the area reacting the impact doubles so the l
PCRIT = 50.26(2) = 100.52 kips.
Deformation due to a bundle drop per Case A is more limiting.
Deformation occurs only in top 4" of cans.
IMPACT AREA CASE B RC)?'
dCDs 4-21a 02-10-82
4.4.4.2 Load Condition 2 - 18" Fuel Bundle Drop on Corner of Rack There is no local penetration but the two outer sides of the can will buckle producing a ripple effect on the corner can outer walls. Maximum calculated local deformation in the corner can does not reduce the water gap between cans to less than that in the normal array since adjacent racks are separated by a minimum 1" gap.
C 2 4.4.4.3 Load Condition 3 - Fuel Bundle Drop Through an Empty Cavity There is no penetration in the rack.
The fuel shears out the cruciform on the bottom of the rack.
The load required to shear out the cruciform is the impact load.
This load is statically applied to the middle of the bottom grid.
The load applied to the pool floor by this drop accident is bounded by the drop of a fuel bundle from 18" above the racks directly onto the liner which is evluated in Paragraph 4.7.2 4.4.4.4 Load Conditions 4 & 5 Defermations caused by Load Condtions 4 & 5 are bounded by l
those discussed in Pagragraphs 4.4.4.1 - 4.4.4.3.
l l
4.21b 02-10-82
TABLE 4.4.4-1 Rack Versus Allowable Stresses Load Maximum Allowable Combination
-Component Stress Stress Interaction 1
.105 Cans - Bending 25020
.105 Cans - Axial 2321 11730
.20 25020
.120 Cans - Bending 12970
.120 Cans - Bending Grid - Strong Axis Bending 7637 15310
. 50-17400 0
.53 Grid - Weak Axis Bending Grid - Axial 11420
. 0 3-83030 0
7 07 Foot - Bending Foot - Axial 4492 66420
.07d Cruciform
.52 2-Fx
.105 Cans - Bending 2753 25020
.11 11730
.105 Cans - Axial 25020
.120 Cans - Bending 12970
.120 Cans - Axial Grid - Strong Axis Bending 8125 15310
. 5 3-Grid - Weak Axis Bending 17400 0
.57 Grid - Axial 11420
. 04-83030 0 T7 Foot - Bending Foot - Axial 4500 66420
.07 Cruciform
.49 2-Fz
.105 Cans - Bending 2326 25020
.09
.105 Cans - Axial 11730
.120 Cans - Bending 25020
.120 Cans - Axial 12970 Grid - Strong Axis Bending 8327 15310
. 54-l Grid - Weak Axis Bending 17400 0
.60 Grid - Axial 11420
. 05<
83030
.OlT.08 Foot - Bending Foot Axial 4687 66420
.0F Cruciform
.54 4
.105 Cans - Bending 40030
}.53 Condition 1
.105 Cans - Axial 12944 18760
.120 Cans - Bending 40030
.120 Cans - Axial 20750 Grid - Strong Axis Bending 9800 24500 Grid - Weak Axis Bending 27840
.34 18270 Grid - Axial 13280 Foot - Bending 7 05 Foot - Axial 6800 106270 Cruciform
.37
- These stresses are less than 1,000 psi and were not printed in the output.
4-21c 02-10-82
TABLE 4.4.4-1 Can't Load Maximum Allowable Combination Component Stress Stress Interaction 4
.015 Cans - Bending 16412 40030
.41 18760 Condition 2
.105 Cans - Axial
.120 Cans - Bending 23217 40030 y.58 20750
.120 Cans - Axial Grid - Strong Axis Bending 14945 24500 27840
.67 Grid - Week Axis Bending Grid - Axial 18270 Foot - Bending 1329 132850 y,1 Foot Axial 9428 106270 Cruciform
.62 40030 4
.105 Cans - Bending Condition 3
.105 Cans - Axial 4802 18760
.26 40030
.120 Cans - Bending
.120 Cans - Axial 20750 Grid - Strong Axis Bending 8224 24500
.34-Grid - Weak Axis Bending 55 27840 0
.36 Grid - Axial 371 18270
. 02-Foot - Bending 10220 132850
.08.13 Foot - Axial 5110 106270
.05 Cruciform 5
.105 Cans - Bending 29132 34850
.84 17470
.105 Cans - Axial
.120 Cans - Bending 29756 35850
.83 19310
.120 Cans - Axial Grid - Strong Axis Bending 11711 21540
.54-Grid - Weak Axis Bending 267 24480
.01
.93 Grid - Axial 6251 16360
.38-Foot - Bending 55795 125400
.44
.58 Foot - Axial 14142 100320
.1 Cruciform - Strong Axis 10261 21540
. 4 8-Cruciform - Weak Axis 66 24480 0
.97 Cruciform - Axial 8513 17550
.49-
- These stresses are less than 1,000 psi and were not printed in the output.
4-21d 02-10-82
~
4.4.5
SUMMARY
All the member stresses satisfy the stress combination limits and factored allowable stresses of the stress limits in Table 4.4.1-1.
The l
dropped fuel bundle cases have ductility ratios of less than 10 and result in no deformation that will increase criticality results.
Table 4.4.4-1 lists rack stresses vs. allowable stresses for the Maine Yankee design.
Load combination 3 is not listed since it is bounded by load combination 5 which includes safe shutdown earthquake loads.
Note that the interaction equation results are less than 1.0 in all areas of the rack for load combination 5.
l 4-21e 02-10-82
o 4.7.2.3 An evaluation of the consequences of a bundle drop on the liner due to the increased weight of a pin storage bundle was conservatively performed using the modified NDRC Formula for penetration of concrete by a missile.
4.7.2.4 If the consolidated bundle drops at an angle such that an edge of the lower end_ fitting contacts the liner, it will penetrate the liner.
This is also true for the existing bundle.
The consolidated bundle penetrates into the concrete by only 2.4 inches, which is comparable to the penetration by the existing fuel bundle.
4.7.2.5 In addition, this calculation is very conservative since:
1.
The bundle is considered infinitely stiff (no absorbtion of energy by bundle).
2.
During the entire impact, the line of impact coincides l
with the line from the Center of Gravity of the bundle to the edge which is penetrating into the concrete.
3.
The calculated kinetic energy is based on a vertical drop.
4.
The minimal increase in penetration depth caused by the consolidated bundle versus the existing fuel bundle, has no effect on leakage from the pool since any seepage would be dependent primarily on the porosity of the concrete.
Any seepage out of the pool is well within the makeup capability of the spent fuel cooling system.
4.7.3 _OT:,R ITEMS HANDLED OVER THE FUEL POOL AND LINER l
A fuel-bundle-handling-fixture drop on the fuel pool and liner results in a kinetic energy of 31 ft-kips.
In order to exceed this, an item dropped from the fuel handling crane must exceed a weight of 650 lbs.
There are no items which exceed 100 lbs that normally pass over the liner from crane height.
l l
4-41 02-10-82
PRE-PHASE I - USE RACKS M, N AND 0 FOR DISCHARGES PHASE I To be completed prior to the start of Cycle 8 1.
Move fuel from Racks J and K to Racks L and M and N and remove Racks K and J.
I 2.
Install new Rack U (9x7).
3.
Move fuel from Rack D to new Rack UI and old Rack L and remove Rack D.
I 4.
Install new Rack N (8x9).
5.
Move fuel from Rack P to new Rack NI and remove Rack P.
I I
6.
Install new Racks H (8x9) and A (8x7).
7.
Move fuel from Rack L into new Racks NI and remove Rack L.
8.
Move fuel from Rack G into new Racks HI and NI and remove Rack G.
I 9.
Install new Rack V (8x9).
I I
I I
Install new Racks O (8x9), I (8x9), E (9x6) and B (9x6).
10.
11.
Move fuel from Racks C, E, F and M into new racks and remove Racks C, E, F and M.
I I
I Install new Racks W (7x8), P (7x8) and J (7x8).
12.
PHASE II To be completed prior to the start of Cycle 9 1.
Install new Rack DII(8x6).
2.
Move fuel from Racks A, N and 0 into new racks and remove Racks A, N and O.
I II II(9x7), ZII II x8),
x9), Y II(9x8),L((x6),R Sggtall new Racks XII(6x9), Q (6x6), M 3.
II((8x7), TII(6x8) and CII(8x6).
(7x8), K (6x8),
6x9), F G
4-44 02-10-82
J TEUm
)
t i
[
//
f/
f/
7{
l I1iII
,1III
/
/
o s
/
/
O
/
-IlI!iIII 0
0 7
7 A
N N-i I
! i I 1 1 IIl!
.Ii 4
(5 6
)6 (c
5 1
(
W J
i II1 t_
r IIii !
,I I 4
d 2
2
)
s E
am 7
7__
si
(
l_
(
B E
'y l
ll II!
,Il
]
I II1L lI!
l I I lj..
_E 3
^
s 2
7 6
g 7
H 2
1 A
H
/
g U
L_
[
l I IIIl g,
i iIl
.1I iI1 t
/7/
k
- i
,ya.
y,
,i' -
h m9 -
g~
~
4.8.3 ITEMS CARRIED OVER STORED SPENT FUEL
- 4. 8. 3.1 There are no handling tools normally carried above the stored spent fuel during reracking that exceed a weight of 100 lbs.
The kinetic energy that could be developed by such a load drop is less than that associated with a fuel assembly drop (3.15 ft-kips).
4.8.3.2 The only heavy load that may be carried over stored spent fuel is a temporary crane used to reposition storage racks within the fuel pool.
This crane weighs about 5000 lbs. and is handled by the overhead crane during installation.
There is a factor of 25 on allowable crane load to temporary crane weight.
Also, during installation of the temporary crane, double slings are used between the overhead crane hook and temporary crane I-Beam to provide redundancy on the lifting fixture.
4.8.3.3 The temporary crane described above has been used thoughout the reracking as approved via Amendment 11 to the Maine Yankee license.
4.8.4 INSTALLATION OF SHORT TERM CASK AREA RACK 4.8.4.1 Due to the physical location of the cask laydown area in the Maine Yankee spent fuel pool, installation / removal of short-term spent-fuel-pool storage rack can be accomplished without travel over stored spent fuel or existing spent fuel storage racks.
In addition, the yard crane is provided with electrical interlocks to prevent travel over stored spent fuel.
4.8.4.2 Any rigging that is interposed between storage rack and the crane hook will meet the requirements set forth in Section 5.1.6(1) of NUREG-0612.
4.8.5 CASK LAYDOWN AREA RACK 4.8.5.1 A temporary rack to be placed in the cask laydown area will be identical in design, and subject to the same quality assurance requirements as the racks described in Section
- 4. 3.0.
A minimum clearance of three inches will be maintained between the racks and pool wall to permit adequate cooling flow.
4.8.5.2 The structural analysis of the spent fuel pool floor and liner has taken into consideration the additional weight from the short-term rack loaded with spent fuel.
4-51 02-10-82