ML20045B402
| ML20045B402 | |
| Person / Time | |
|---|---|
| Site: | Millstone  |
| Issue date: | 05/22/1985 |
| From: | Burger J, Tirsun D ABB COMBUSTION ENGINEERING NUCLEAR FUEL (FORMERLY |
| To: | |
| Shared Package | |
| ML20045B367 | List: |
| References | |
| 18767-RCE-401, 18767-RCE-401-R01, 18767-RCE-401-R1, NUDOCS 9306170305 | |
| Download: ML20045B402 (47) | |
Text
{{#Wiki_filter:_- - FUEL RACK STRUCTURAL ANALYSIS
SUMMARY
FOR THE NORTHEAST UTILITIES MILLSTONE NUCLEAR POWER STATION UNIT NO. 2 SPENT FUEL STORAGE RACKS REPORT NO. 18767-RCE-401, REVISION 01 Prepared by: a,/ , , , , DateT///gr D. Tirsun, Cognizant Engineer ' Approved by: k$ qXA.) J. B # ger, Fuel Refated Products, Supervisor Date ff!8b i This document is the property of Combustion Engineering - Inc. (C-E), Windsor, Connecticut, and is to be used only for the purposes of the agreement with C-E pursuant to which it is furnished. Issue Date @NE /g /9ff Page 1 of 18 QA Status: Verihed , The safety related design information contained in this document has been reviewed and satisfies (where applicible) the items con:ainta on check- -! list (s) , , and of the Qualty Assurance of Design Manual. This review is so certdied. - independent Reviewer. - % Date f- / /o - 75' Document Rev. No. 6I . t 9306170305 930610 I PDR ADDCK 05000336 { p PDR 3
- t. . . . .-
RECORD OF REVISIONS i NO. - DATE PAGES INVOLVED PREPARED BY APPROVALS
'01 5/15/85 3, 5, 6, 10 D. Tirsun J. Burger
-Appendix III 'f' s
4 18767-RCE-401 Revision 01 Page_2 of 18
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TABLE OF CONTENTS l l ' SECTION DESCRIPTION PAGE NO. l.0
SUMMARY
5 ,f 2.0 STORAGE RACK DESCRIPTION 6 ; 3.0 STRUCTURAL ANALYSIS 7 [ : 4.0 - RACK STRESS RESULTS AND 2; ALLOWABLE STRESS LIMITS 12 !! 4 5.0 ACCEPTANCE 'lITERIA 15 I 6.0 COMPUTER CODE DESCRIPTION 16 7.0 LIST OF REFERENCES 17 APPENDIX I FIGURES AI APPENDIX II C-E DRAWINGS AII , APPENDIX III Floor Loading AIII i
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~i 18767-RCE-401 Revision 01 Page 3 of 18 .
a - APPENDIX I FIGURES FIGURE NO. DESCRIPTION PAGE NO. 1 HIGH CAPACITY FUEL RACK 2 HIGH CAPACITY FUEL RACK CONSTRUCTION DETAILS 3 SPENT FUEL POOL LAYOUT 4 REGION I ARRANGEMENT 5 FUEL RACK AND POISON INSERT 6 REGION II ARRANGEMENT 7 TYPICAL SAP IV FINITE ELEMENT MODEL
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8 TYPICAL CESHOCK MODEL APPENDIX II LIST OF APPLICABLE C-E DRAWINGS: E-13782-667-002 E-13782-667-003 E-13782-667-004 > E-13782-667-006 E-13782-667-007 E-13782-667-010 E-13782-667-012 E-13782-667-013 l E-13782-667-016 L 18767-RCE-401 Revision 01 Page 4 of 18~
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SUMMARY
1.1 Introduction i The Millstone Nuclear Power Station Unit No. 2 high capacity (PMAX-CAP) spent fuel storage racks have been designed to meet the requirements of the Nuclear Regulatory Commission's position paper "0T Position for Review and Acceptance of Spent Fuel Storage and Handling Applications", dated January 18, 1979. Detailed structural i and seismic analyses of the high capacity storage racks have been performed to verify the adequacy of the design to withstand the loadings encountered during normal operation, the severe and extreme environmental conditions of the Operating Basis Earthquake (0BE) and Safe Shutdown Earthquake (SSE), and the abnormal loading conditions of an accidental fuel assembly drop event. 1.2 Criteria The criteria applied to determine adequacy of high density spent fuel racks is the U.S. Nuclear Regulatory Commission "0T Position for Review and Acceptance of Spent Fuel Storage and Handling Applications". The structural analyses of the spent fuel racks was performed in accordance with the design rules of the ASME Boiler and Pressure Vessel Code, Section III, Subsection NF-3000, as referenced in the NRC position document. 1.3 Conclusion It has been concluded from the results of the structural and seismic analyses that the spent fuel storage racks meet the criteria for normal operating and abnormal conditions for both rod consolidated l and normal fuel storage. i 1.4 Stress Results The maximum stress values associated with the analyses performed for the Millstone II spent fuel racks are provided below. These values are based upon the SSE load condition and their location can be found on Figure 1. Except for the adjustment screw, the stresses associated with the SSE load condition are lower than the OBE allowable stress limits and therefore are acceptable for botn the OBE and SSE conditions. The stress values for the adjustment screw and their allowable stress limits are provided for both OBE and SSE condition. Maximum Stress Stresses do not necessarily occur at the same location. A. Monolith Maximum Stress Allowable Stress OBE . Membrane stress = 17,560 psi 18,300 psi Membrane plus bending = 21,760 psi 27,450 psi 18767-RCE-401 Revision 01 Page 5 of 18
1 Primary plus thermal = 28,511 psi 55,000 psi , B. Support Bars
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Bending stress = 5,454 psi 16,500 psi Shear stress = 526 psi 11,000 psi C. Adjustable Foot
, 1. Block Shear Stress = 2,918 psi 11,000 psi Axial plus bending = ;
OBE = 13,665 psi 16,500 psi . SSE = 19,290 psi 33,000 psi
- 2. Adjustment Screw OBE Condition Maximum Stress OBE Allowable Stress '
Axial stress = 11,810 psi 49,360 psi Shear stress = 18,230 psi 33,500 psi Bending stress = 24,980 psi 50,250 psi , Combined axial compress. plus bending = fa fb 1 H E = .736 SSE Condition Maximum Stress SSE Allowable Stress Axial stress = 14,773 psi 91,000 psi Shear stress = 29,400 psi 54,600 psi Bending stress = 60,554 psi 91,000 psi-Combined axial compress. plus bending fb 1
=g fa + g = .828 4
SSE Condition Maximum Stress OBE Allowable Stress Thread shear = 6,710 psi 11,000 psi D. Weld Stresses Maximum Stress Shear stress = 23,353 psi 24,000 psi 2.0 STORAGE RACK DESCRIPTION The high capacity spent fuel storage racks are fabricated of .135 - inch thick 304 SS having a maximum carbon content of 0.065% to preclude the potential for intergranular stress corrosion in welded 18767-RCE-401 Revision 01 Page 6 of 18
areas. The racks are monolithic structures with square fuel storage locations. (Figure 1). Storage locations are formed by welding , stainless steel sections along the intersecting seams, permitting the assembled cavities to become the load bearing structure, as well ; as frsming the storage cell enclosures (Figure 2). Each storage ! rack is free standing and seismically qualified without mechanical ! dependence on neighboring racks or pool walls. This feature enables , remote installation (or removal if required) with minimal effort. ~
- Reinforcement plates at the upper peripheral edges provide the ,
required strength for handling. Stainless steel bars, which are j inserted through rectangular slots in the lower region of the rack, l support the fuel assemblies. The racks have been designed for : direct bearing onto the spent fuel pool floor. The rack supporting l system consists of a circular pad attached to an adjustable foot at . each corner of the rack. The adjustable foot can be rotated 2-3 degrees and has a vertical travel of 1/2 inch to conform to pool i floor irregularities at installation. Each support will provide approximately 55 square inches of contact area and will sustain , nonnal and consolidated fuel loads. i A " Regional" strategy has been applied to the spent fuel pool in ! order to maximize storage capacity. This strategy employs a + two-region approach to achieve the maximum utilization of torage space available in the spent fuel pool (Figure 3). Region I is the high-enrichment, core off-load region and also , stores fuel that does not meet the Region II design burn-up limit. It consists of 5 racks and comprises a total of 384 cells. The fuel assemblies, as well as consolidated storage canisters, can be stored in every location within the 5 storage racks (Figure 4). Region I is designed to store fuel with high enrichments. Each cell in this region will contain a neutron absorbing insert. In order to achieve i a minimum center-to-center spacing, both tg " flux trap" principle and a neutron absorbing material (Boraflex produced by BISCO,
- INC.) were utilized. The neutron absorbing inserts lock into the storage cell using a spring lock mechanism on the upper end. This '
locking mechanism snaps into two of the four holes in the surrounding cell walls (Figure 5). Region II is reserved for intact fuel that has sustained a , pre-determined percentage of its design burn-up and for consolidated storage canisters. It consists of 14 racks and comprises 962 cells. ' Within Region II, fuel assemblies are stored in 75 percent of the total cells for an initial available storage capacity of up to 728 cells (this includes cells which may be inaccessible due to fuel transfer doors) Figure 3. Cell blocking devices are used to l preclude placement of fuel assemblies into every fourth cell, which remain empty and provide a flux trap for reactivity control, therefore, Region II can employ a tighter center-to center spacing - ' than Region I. Region II capacity can be extended by the use of consolidated fuel canisters. These canisters have been designed to < be placed in the same storage locations as fuel assemblies while j containing twice the number of fuel rods. Since consolidated fuel 18767-RCE-401 Revision 01 Page 7 of 18 ; i
is less reactive than intact spent fuel assemblies, the canisters can be stored in every cell location in Region II for a final available storage capacity of 962 cells. 3.0 STRUCTURAL ANALYSIS Combustion Engineering, Inc. (C-E) has designed the high density - spent fuel storage racks for Northeast Utilities Company (NUSCO) to
, be installed in the Millstone Unit #2 spent fuel pool. The spent fuel racks are designed to maintain the stored fuel, in a safe, coolable, subtritical configuration during normal and abnormal conditions.
This section presents a summary of the structural analysis performed by C-E to verify the design adequacy of the high density spent fuel racks to withstand loading which could be generated during normal operating and abnormal conditions in accordance with design rules of NF-3000. 3.1 Sliding and Tipping The NUSCO high density fuel storage rack is a " free standing" design (racks are free to tip or slide horizontally on the pool , floor). C-E has performed analyses to determine the maximum sliding i and/or tipping displacement of the storage racks during a seismic ' event. The tipping analyses were performed for the fully loaded, partially loaded and empty racks. The sliding analyses were performed for a fully loaded and for an empty rack. In all cases the nominal inter-rack gap of 2 inches, is greater than the maximum displacement found. - Therefore, no impact between adjacent racks will occur. 3.2 Sei;;mic Analysis The spent fuel storage rack / fuel combination exhibits three-dimensional non-linear structural behavior in seismic events, and the seismic analyses of the racks will focus on this behavior. The analysis was performed on the 8 X 10 Region I rack, a 7 X 8, a 7 X 9 and a modified 7 X 9 Region II rack; two (2) types of rack models were used to carry out the analysis. The SAP IV model, a linear three-dimensional model of the rack served two purposes: (1) to generate the dynamic characteristics of the structure in air and - (2) to serve as a stress model to identify maximum stresses and their locations. The dynamic analyses of the rack were performed by ; the CESHOCK model which is a representation of an individual fuel - cell. This is a non-linear model with equivalent dynamic - characteristics to the SAP IV model. 18767-RCE-401 Revision 01 Page 8 of 18
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l The seismic analysis was perfomed for the SSE and OBE seismic l condition for normal and consolidated fuel storage. Linear response ' spectrum methods were used for the vertical direction analysis;. The horizontal seismic responses of the rack were determined by i i
~i non-linear time history analyses. A separate analyses was required ,
to calculate vertical impact loads due to tipping. 3.2.1 Rack Response
- The three dimensional finite-element model was developed to simulate '
the major structural characteristics of an unloaded rack in air (Figure 7). The model was comprised of plate and beam elements to
- represent the rack and adjustable foot features. The SAP IV computer code was used in conjunction with finite-element model to !
produce the racks' natural frequencies and mode shapes in air. The CESH0CK model was developed to simulate the major structural , characteristics of an individual fuel cell within a submerged rack. , The dynamic characteristics of this model were derived from the ;i t natural frequencies and mode shapes of the rack obtained from the SAP IV model. The resulting modal parameters are then incorporated into a non-linear representation of the entire system which includes the fuel storage cell, fuel assembly and spent fuel pool (Figure 8). Their representations are then linked by flexible elements. 1 Elements simulating the effect of hydrodynamic coupling between the fuel storage cells and fuel assemblies; fuel rack to pool wall; as well as non-linear gap spring elements which represent the possibility of impacting between the fuel cells and assemblies, are incorporated into the model. The coupling elements are added at the interface between fuel assembly and rack, and between the base of the rack and the pool liner to represent a friction element. Separate CESH0CK models were developed for normal and consolidated fuel storage. , Appropriate values for fuel weight, rack stiffness, coupled hydrodynamic mass, gap and impacting spring stiffness were used in each case. Different models were also used for seismic loadings in the North-South and the East-West directions because the dynamic i characteristics of the rack are not the same in these directions. A linear response spectrum analysis was used for the vertical direction because the rack structure has no significant > non-linearities in this direction. In the horizontal directions, the rack exhibits non-linear structural behavior due to impacting between fuel cells and fuel assemblies, sliding at the interface between fuel assembly / fuel support location and sliding between rack base and pool liner, therefore, a non-linear time history analysis , was performed. ! 18767-RCE-401 Revision 01 Page 9 of 18 <
~The following assumptions were used in the seismic analysis:
A) A structural damping value of 4% was used for the SSE condition and 2% for the OBE condition. , B) For base shear loadings each module was assumed to be fully '! (100%) loaded. C) Stresses were computed assuming that the rack was fixed to the !' pool liner and not allowed to slide. r D) Peak broadening was done in accordance with Reg. Guide 1.122. t i 3.3.2 Stress Analysis i The results of the non-linear time history analyses, performed in both horizortal directions, and the linear response spectrum ; analysis, pe.-formed for the vertical direction, provide a set of : load multiplication factors to be applied to the three-dimensional + SAP IV stress model. The horizontal load factor is defined as the ; ratio of the maximum horizontal shear load derived from the CESH0CK model non-linear time history analysis to the horizontal empty rack
, (podal) weight from the SAP IV model. Likewise, the vertical load i factor is defined as the ratio of the maximum vertical load '
determined from the response spectrum analysis to the vertical empty rack (modal) weight from the SAP IV model. . The load factors are ' applied to the component stresses obtained from the SAP IV model. These stresses were obtained by applying a one-G response spectrum load to each of the three orthogonal directions. Maximum Base shears and load factors are tabulated below: Base Shears Region I Rack Region II Rack Maximum Horizontal: SSE 880 #/ Cell 977 #/ Cell OBE Not Applicable 603 #/ Cell i Base Shears Region I Rack Region II Rack r Maximum Vertical: SSE 3721 #/ Cell 3423 #/ Cell ' OBE SSE values for maximum vertical base shears were used. , t I i 18767-RCE-401 Revision 01 Page 10 of 18
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t Typical Load Factors Region I Rack Region II Rack Horizontal (X-direction) 10.10 12.70 Horizontal (Y-direction) 9.39 11.59 Vertical (Z-direction) 26.02 26.82 Factors shown are based on 8 X 10 and 7 X 9 Racks. 3.4 Tipping Analysis The analysis to determine the structural adequacy of the fuel storage module under tipping was conducted using the following technique: 1) Two loading conditions were applied to the SAP IV model these are: a 1-G horizontal load placed in the direction the module tips, and a 1-G vertical downward load. 2) Using the principal of superposition the vertical load is adjusted until the compression and tension in the feet which lift is reduced to zero, l thereby creating a load state that approximates the module at the instant the module lifts off. The actual horizontal seismic load, at the point of lift off, is determined in a similar fashion as described above using a non-linear time history analysis. The 1-G horizontal and the adjusted 1-G vertical load can now be factored. This factor will be the seismic load due to the loaded module divided by the 1-G horizontal load of an empty module. This approach can determine the stress state of the module due to module tipping under seismic effects. This approach is only valid for lift off of a few mils. The results of the non-linear analysis indicates such a situation does exist. TYPICAL MULTIPLICATION FACTORS FOR SEISMIC EFFECT Horizontal 1-G Factor = 6.895 Vertical 1-G Factor = 20.82 Factors shown are based on 7 X 9 rack. 3.5 FUEL BUNDLE DROP
SUMMARY
The analysis of a fuel bundle drop, 1.5 feet to the top of the storage rack, results in an impact stress that showed local deformation at the point of contact on the rack. However, the results of the analyses have shown that the stresses in the region of active fuel are well below allowable stress limits. . 18767-RCE-401 Revision 01 Page 11 of 18
-l A fuel bundle drop vertically through the rack to'the fuel support j bars resulted in the side walls- of the rack shearing, however,- the l bundle and support bars did not-impact the floor. (The active fuel !
length of the bundle will remain contained within the storage rack.) .! l The acceptance criteria for.the accidental spent fuel assembly drop i on or through the rack is that the resulting impact will not 1 ' adversely affect the overall structural integrity of the rack, and that the deformation of the impacted storage cells will not
- adversely affect the value of K eff or the ability to cool adjacent fuel elements. --
,- Stress Due to Fuel Impact on top'of Rack- l A. Maximum stresses on the gross fuel rack structure: Bending = 4,002 psi -! c Shear = 5,170 psi j B. Local contact stress will exceed the yield strength of the l.
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material and local permanent deformation will occur. 4.0 RACK STRESS RESULTS AND ALLOWABLE STRESS LIMITS j i 4.1 Stress Results i The maximum stresses found in the module, and the adjustable foot t and fuel support bars were calculated from the load factors obtained from the lateral non-linear time history analyses.for both + horizontal directions and the vertical response spectrum analysis. The load factors from each direction were then applied to the : results of the finite element analyses. The component stress on e each element resulting from the application of each directional load -; factor was combined by the square root of the sum of the squares i method in accordance with NRC' Reg. Guide 1.92. The resulting : stresses in the module were combined in accordance with the maximum ! stress theory. , The resulting stresses that are associated with the SSE seismic t condition are compared with allowable stress limits for both the SSE and OBE seismic conditions. In most cases the stresses associated i with SSE condition are below OBE allowable limits. In these cases, only the SSE condition stresses will be shown. ; i l i t 18767-RCE-401 Revision 01 Page 12 of 18 l 1
]
i f 4.2 Maximum Stresses Found in Rack - No Tipping A. Plates (Rack Walls) - SSE Conditions Region Maximum Membrane Maximum Membrane plus Bending Region I Rack 17,560 psi 21.760 psi , Region II Rack 9,199 psi 10,890 psi B. Support Bars Region Maximum Bending Maximum Shear Region I Rack 5,454 psi 526 psi Region II Rack 3,863 psi 483 psi C. Adjustable Foot Block Region Condition Max Shear Max Axial Plus Bending Region I Rack SSE 2.183 psi 14,277 psi Region II Rack SSE 2,564 psi 19,290 psi Region II Rack OBE 2,039 psi 13,665 psi . D. Adjustment Screw Region Condition Max Axial Max Shears Max Bending Region I Rack SSE 14,450 psi 14,630 psi 20,560 psi Region II Rack SSE 14,590 psi 29,400 psi 40,330 psi Region II Rack OBE 11,810 psi 18,230 psi 24,980 psi E. Adjustment Screw Threads - SSE l Max. Shear 6,501 psi F. Adjustable Foot Weld Stress Region Max. Shear Stress
~1 Region I Rack 22,085 psi Region II Rack 22,537 psi 18767-RCE-401 Revision 01 Page 13 of 18
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. . l i G. Thermal Stresses [ l Maximum Thermal Stress .j i 6,751 psi Thermal stresses are based upon pool g temperature increasing from 70'F to 0 150*F. 4.3 Maximum Stresses in Rack - With Tipping A. Plates Max. Membrane Max. Membrane Plus Bending 11, 460 psi 12,210 psi l B. Adjustable Foot Block Max. Axial Max. Bend. Max. Shear Max. Axial Plus Bend. 1,620 psi 16,846 psi 2,918 psi 18,466 psi
~
C. Adjustment Screw Max. Axial Max. Shear Max. Bending ' 14,773 psi 7,948 psi 60,554 psi > D. Adjustment Screw Threads Max. Shear 6,710 psi E. Adjustable Foot Weld Stress . Max. Shear 23,353 psi F. Adjustable Foot Loads - Impact Due to Tipping Max Load - per foot Max Allowable load - per foot 116,250 lbs.f 157,000 lbs. f 18767-RCE-401 Revision 01 Page 14 of 18
i 4.4 ALLOWABLE STRESS LIMITS ; Based on ASME Boiler and Pressure Vessel Code, Section III, Subsequent NF,1983 Temperature taken at 150*F. , A. Plates Normal Operation (NF-3552) Membrane Stress = 1.05 = 18.3 ksi . l t Membrane Plus Bending '= 1.5S = 27.45 ksi , Faulted Conditions (NF-3550) l Membrane Stress = Km* (1.0)S = 51.1 ksi ; Membrane Plus Bending = Km* (1.5)S = 76.65 ksi
*where Km = 0.7 Su/S = 2.79 i
B. Beams Normal Operation (NF-3553) Axial or Tension or Compression on extreme fibers of flexural members = .6 Sy' = 16.5 ksi Shear = .4 Sy = 11.0 ksi Faulted Condition (NF-3523) Axial or Tension or Compression on extreme : fibers of flexural members = Ks-(.6) Sy
= 33.0 ksi Shear = Ks (.4) Sy = 22.0 ksi >
C. Beams - Adjustable Foot Screw ; Normal Operation (NF-3220) Axial load compression members where Kl/r is less than C c = Fa = 49.36 ksi Bending = .6 Sy = 50.25 ksi Shear = .4 Sy = 33.50 ksi Faulted Condition (NF-3523) Axial load comp, member = 2 Fa but not to exceed .7 Su=91.0 ksi Bending = 2 (.6) Sy but not to exceed .7 Su = 91.0 ksi Shear = 2 (.4) Sy but not to exceed .42 Su = 54.6 ksi i p i 18767-RCE-401 Revision 01 Page 15 of 18
t'/ ~ . ~ .- 1 .. w l. D. Weld Stress , Normal Operation and Faulted Condition (NF-3324.5) Weld Shear = F weld = 24.0 ksi 5.0 ACCEPTANCE CRITERIA The criteria and guidelines used to determine the adequacy of the ; high-density spent fuel racks are provided in the following documents: OT Position for Review and Acceptance of Spent Fuel Storage and- i Handling Applications, U.S. Nuclear Regulatory Commission, January 18, 1979 (2). Standard Review Plan, NUREG-0800, U.S. Nuclear Regulatory Commission Section 3.7, Seismic Design Section 3.8.4, Other Category I Structures > Section 9.1, Fuel Storage and Handling ASME Boiler and Pressure Vessel Code, American Society of Mechanical Engineers Section III, Subsection NF, Component Supports Regulatory Guides, U.S. Nuclear Regulatory Commission 1.122 - Development of Floor Design Response Spectra for Seismic Design of Floor-Supported Equipment or Components. 1.29 - Seismic Design Classification 1.60 - Design Response Spectra for Seismic Design of Nuclear Power Plants 1.61 - Damping Values for Seismic Design of Nuclear Power Plants 1.92 - Combining Modal Responses and Spatial Components in Seismic Response Analysis 6.0 COMPUTER CODE DESCRIPTIONS The computer codes used in these analyses, SAP IV and CESHOCK, are described in the following subsections: 18767-RCE-401 Revision 01 Page 16 of 18
"**?-~- m - r m. % SAP IV , Program Description - SAP IV is a general Structural Analysis Program for static and dynamic analysis of linear elastic complex structures. The finite element displacement method is used to solve for displacements and compute the stresses of each element of the structure. The structure can be composed of three-dimensional truss, beam, plate,
- shell, solid, plane strain-plane stress, thick shell, spring and .
axisymmetric elements. The program can treat thermal and various
- forms of mechanical loading as well as internal element loadings. .
Dynamic analysis options consist of eigenvalue solutions yielding , frequencies and mode shapes, response history by mode superposition. l response history by direct history by mode superposition, response history by direct integration, and response spectrum analysis. Earthquake type of loading, as well as time varying pressure, can be , treated. The program is very versatile and efficient in solving large and complex structural systems. The output consists of displacements at each nodal point as well as internal member forces for each element.
- Program Version and Computer The program being used at C-E is essentially equivalent to the version currently released by the NISEE/ Computer Applications of the University of California at Berkeley. The C-E version has been made more efficient by the addition of a bandwidth optimization sub-routine. The C-E version runs on the CDC 7600 computer.
c CESHOCK a Program Description . l The CESHOCK computer code performs transient, dynamic analyses of non-linear elastic systems. These systems can be either axial models having one degree-of-freedom per node, or lateral ones having one rotational and one translational degree of freedom per noce. The response of a system is determined by numerically integrating (using a Runge-Kutta-Gill technique) its equations of motion through the time period in question. Excitation can take the form of either initial conditions or time histories of applied accelerations, velocities, displacements or forces and the non-linearities can consist of gaps, friction, hysteresis or non-linear springs. Hydrodynamic action can also be modelled, with both on-diagonal (added mass) and off-diagonal (coupling) terms being considered. The program automatically searches the response time histories, and prints out the maximum and minimum values of all nodal - accelerations, and member loads, and can generate an optional output tape containing the complete response histories. 4 18767-RCE-401 Revision 01 Page 17 of 18
Program Version and Computer "CESHOCK" is an extensively modified, proprietary version of the
" SHOCK" computer code developed by V.K. Gabrielson and R.T. Reese of Sandia Laboratories, Livemore. It differs from the original in-the areas of damping, coefficient of restitution, friction, hydrodynamic effects, hysteresis, input of time histories, output options, allowable problem size and the manner of inputting stiffness
- elements. CESHOCK runs on the CDC 7600 computer.
7.0 REFERENCES
- 1. Northeast Utilities Service Co., Millstone Point Unit 2, PMAX-CAP Spent Fuel Storage Racks, Invoice No. E46511.
- 2. " SAP IV", A Structural Analysis Program for Static and Dynamic Response of Linear Systems, Earthquake Engineering Research Center, University of California, PB221967.
- 3. Gabrielson, V.K., " SHOCK - A Computer Code for Solving Lumped Mass Dynamic Systems", SCL-DR-65-34, January,1966.
- 4. USNRC Regulatory Guide 1.92: " Combination of Modes and Spatial Components in Seismic Response Analysis, ".
- 5. USNRC Regulatory Guide 1.61: " Damping Values for Seismic Design of Nuclear Power Plants," October 1973.
- 6. USNRC: " Position Paper for Review and Acceptance of Spent Fuel Storage and Handling Applications."
- 7. American Society of Mechanical Engineers: "ASME Boiler and Pressure Vessel Code, Section III, Sub-Section NF, 1983.
- 8. E. Rabinowicz, " Friction and Wear of Materials", John Wiley and Sons, Inc., 1966.
- 9. A. Chajes, " Principles of Structural Stability " Theory",
Prentice-hall, 1974.
- 10. Federal Standard, " Screw Threads for Federal Services",
FED-STD-H28. U.S. Government Printing Office, March '78. 18767-RCE-401 Revision 01 Page 18 of 18
4 APPENDIX I FIGURES 1-8 4 1 j l t i 4 t-
-i Report No. 18767-RCE-401 Revision 01 Appendix I f 1
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, /e# adjustable foot support sustain due to fue as bl v st rack st m s (he op throuch rack. (Sectio'n 3.5) /,
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APPENDIX III -i
>i i
FLOOR LOADINGS 42
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r i a 1 t r i Report No.18767-RCE-401 Revision 01 Appendix III ! i i
--..-+s.e-. w.w w e w+ =< - = = est- = 4=w+*-he e < .4 , _ ---_ L ----_ _ _ . _ - _ - - - -__f
i 3 . ( . .. ' t i Seismic and Impact Floor Loads The maximum loads transmitted to the floor by the spent fuel storage racks are ii given below: ; East-West Nnrth-Snuth Vertical OBE + Dead Weight 12,060 lbf/ pad 12,060 lbf/ pad 107,300 lbf/ pad SSE + Dead Weight '
+ Impacting due i to rack tipping 37,390 lbf/ pad 37,620 lbf/ pad 133,000 lbf/ pad i i +
1 4 I l l t i I f f r Report No.18767-RCE-401 Revision 01 III-1 l
&**--**- - e=-. ,.- _, . . ,
0 ________._.___C.
Fuel Pool Cooling Report Rev. 02 1 I
-l P 5
i i 1 i i l 1- .I l t W e U q .. 1 i i
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.. - .- .- - ,)
4 . ~\ COMBUSTION ENGINEERING MP2-85-073 February 28, 1985 I' Mr. W. G. Counsil L' Senior Vice President Northeast Utilities Service Company P. O. Box 270 Hartford, CT 06101 ,
SUBJECT:
NUSC0/EPRI Fuel Consolidation Demonstration Program .; Revised Subtask Report Submittal, Pool Cooling and , Purification Requirements ENCLOSURE: Subtask Design Report for Millstone 2 Pool Cooling and Purification Requirements, Revision 02 dated 2-19-85 ~
Dear Mr. Counsil:
The enclosed report has been revised to incorporate additional i information that was covered in the " Interim Report - Radiological Evaluation and Spent Fuel Pool Cooling" submitted to NUSCO on February 18, 1985, by C-E letter MP2-85-061. Appendix A, Spent Fuel Decay Energy Calculations and Appendix B, Spent Fuel Total ' Decay Energy Curves have been Q.A. verified. Feel free to contact me if you have any questions. Very truly yours, , COMBUSTI -4GINEERING, INC. , f }xx R. . Jacques Project Manager ; RCJ/RLM:amb i CRD-85-094 cc: G. N. Betancourt (W-24) :' T. J. Mawson (W-24) R. T. Harris ; G. L. Johnson ' R. J. Factora J. J. Kelley J. F. Opeka ( C. F. Sears Power Systems 1000 Prospect Hal Road (203) 688 1911 j Combusbon 6ngineenng, Inc. Post Offee Box 500 Telex: 99297 ; Windsor, Connectcut 06095-0500 i l 1 I _}}