SPacific Gas And Electric Company - NRC

Additional comments incorporated after a review by PG&E of a Rev. 3 Draft. Anote on natural frequencies added to Attach. D, Attachment A added a calculationon local stiffeners. Main text in Section 1.2 added statements on the design of theHI-TRAC restraint lugs and the mating device.Revision 4Attachment A revised to add a paragraph in subsection 10.6.1 noting addition ofring in lieu of web stiffeners. Affected documents are that Attachment plus mainsection review log. Revised docs stored as Rev4 subdirectory.Revision 5Addresses some comments by the Professional Engineer. Increased weights ofmating device (from 11000 lb. To 15000 lb.) and lift platform and jacks (from26000 lb. To 29000 lb.) to ensure upper bound. Affected components are in themain text (sec. 4.1) and Attachment A (where updated increased weights causesslight change in safety factors). A "rev 5" directory holds these changed files.Revision 6At client's request, analysis was revised to eliminate upper restraint of HI-TRACduring transfer. This required an increase in the bending capacity of the matingdevice. The net result is that instead of requiring that HI-TRAC top restraints beadded to support a specified load (with the implicit assumption that stiffnesses canbe assigned to ensure that the full load can be developed), the requirement is thatwe provide a mating device and strengthen adjacent HI-TRAC and rn-STORM asrequired to meet a specified bending moment capacity. Actual revisions to thereport are:Attachment E completely replaced with new calculation and new FEanalysis reflecting an overhung beam.Holtec Project 1073Report HI- 2012626G:\Projects\1073\AIS\REPORTS\hi2012626\Rev 7\H12012626-r7.doc5

Attachment C reprinted with new ", ' values reflecting response at lowestfrequency as determined from Attachment E.Attachment A redone to reflect new (lower) input seismic values. Alsomodified in Rev. 6 are some input weights, which are increased to provide moreconservatism.The text has been modified as necessary to reflect the new values andresults in accordance with the attachment modifications.Revision 7Minor typographical changes per client e-mail of 12/8/01 No change incalculations; all are clarifications. The changed components are the main text andAttachment C."The revision status of Holtec documents cited above is subject to updates as the project progresses. This documentwill be revised if a revision to any of the above-referenced Holtec work products materially affects the instructions,results, conclusions or analyses contained in this document. Otherwise, a revision to this document will not be madeand the latest revision of the referenced Holtec documents shall be assumed to supersede the revision numbers citedabove. The Holtec Project Manager bears the undivided responsibility to ensure that there is no intra-documentconflict with respect to the information contained in all Holtec generated documents on a safety significant project".Holtec Project 1073Report HI- 2012626G:\Projects\1073\AIS\REPORTS hi2012626\Rev 7\-I2012626-r7.doc7

TABLE OF CONTENTSHOLTEC SAFETY SIGNIFICANT DOCUMENTS .4REVISIO N LO G .5TABLE OF CONTENTS .81.1INTRODUCriNON .101.2LOAD PATHS .121.3 SCOPE .142.0 METHODOLOGY AND ACCEPTANCE CRITERIA .162.1M ETHODOLOGY .162.2A CCEPTANCE CRITERIA .183.0 A SSUM PTIONS .244.0 DESIG N INPUT .264.1INPUT WEIGHTS (FOR C F STRUCTURE DESIGN IN ATTACHMENT A) .264.2INPUT GEOMETRY .274.3INPUT MATERIAL PROPERTIES .284.4INPUT LOADS .295.0 REFERENCE DOCUMENTS AND COMPUTER FILES .325.1REFERENCES .325.2COMPUTER CODES AND COMPUTER FILES .33;.6.0 CALCULATIONS .7.0 SUM MAR Y AND CONCLUSIO NS .38. 397.1LOADS ON THE RESTRAINTS AND SURROUNDING CONCRETE .397.2SAFETY FACTORS FOR CTF STRUCTURAL COMPONENTS .39FIGURES .408.0Holtec Project 1073Report HI- 2012626G:Projects\1073\AIS\REPORTS\hi2012626\Rev 7\HI2012626-r7.doc8

Attachment A: Analyses of Diablo Canyon CTF StructureAttachment B: Facsimile Message for Joyce Screw JacksAttachment C: Seismic Response of the CTF StructureAttachment D: FE Analysis of Jack Support PlateAttachment E: Calculation of Lowest Natural Frequency of the Stacked HI-TRAC/IlSTORM Considered as an Overhung BeamHoltec Project 1073Report ev 7\H12012626-r7.docS9

1.0 INTRODUCTION AND SCOPE1.1 IntroductionThe Cask Transfer Facility (CTF) at the Diablo Canyon Power Plant (DCPP) is used inconjunction with the transporter to effectuate MPC transfers between the HI-TRAC transfercask, Il-STORM 100SA overpack and HI-STAR 100 overpack. Prior to the transfer operation,the empty HI-STORM 100SA or HI-STAR 100 overpack is placed in the CTF using the casktransporter. The CTF lowers the overpack to the full down position where it can be mated to theHI-TRAC 125D transfer cask by using a mating device lid. The mating device load carryingcapacity is presumed to be sufficient to support the HI-TRAC without the need for any tie-downof the -I-TRAC to the transporter or to ground. After the MPC is transferred to the HI-STORM100SA overpack, the top lid and the lifting brackets are installed. The transporter, with liftingattachments installed on its lift beam, is then positioned directly over the overpack liftingbrackets. The CTF raises the loaded overpack until it is in a position where it can be mated withthe lifting attachments on the transporter lifting beam. In this position, the transporter raises theoverpack out of the cask transfer facility to place it on the ISFSI pad for storage.Figure 8.1 presents a general layout of the Cask Transfer Facility. Per Holtec Drawing [5.3], thecask transfer facility includes the following main structural components (item numbers refer tocallouts on the various drawing sheets):Main Shell (Item 1) - A cylindrical shell forms the opening in the ground into which theoverpack is lowered and provides the support for the lifting jacks. Three U-shaped extensionsrun the length of the cylinder shell and provide columns to transfer the vertical loads from thejacks to the base. The overpack sits on the lifting platform (a built-up plate structure) that issupported by the screw jacks. A cylindrical platform base support (by others), located at theHoltec Project 1073Report HI- 2012626G-XProjects\1073\AIS\REPORTS\hi2012626\Rev 7\HI2012626-r7.doc10

bottom of the shell, provides a set down location and direct compression member for the liftingplatform when the lifting platform is fully lowered. Removable seismic restraints that resisthorizontal loads at the top of the CTF shell secure the cask from overturning during earthquakes.Any radial gap between the restraint and the cask outer shell is minimized to avoid loadamplifications due to impact. The area surrounding and external to the main shell is backfilledwith concrete after CTF shell installation. The concrete backing (by others) serves to transfer theloads form the CIEF to the surrounding rock.Lifting Jacks (Item 13) - Three lifting jacks provide the means to raise and lower the liftingplatform. They are located in the extensions on the circumference of the main shell. The jacksare supported at the top and have traveling nuts that operate in unison to keep the platform levelduring vertical motion. The lifting load results in tension in the lifting jacks. The connectionbetween the jack and the platform ensures that no lateral loads from the lifting platform during aseismic event are transferred to the jacks but are transferred directly to the backing concrete.Jack Support Platform - Jack platform support plate (Item 4 in [5.3]) is bolted on the top of theshell extension to provide support for the lifting jack. The jack plate transfers the load to theCTF shell through vertical jack support bars (Items 8 and 12 in [5.3]) welded to the CTF shellextension. The reactions from the platform plate are distributed to the vertical bars through ajack seat plate (ltem9 in [5.3]).CTF Base Support Blocks - In a full down position, the CTF lifting platform is supporteddirectly by the base support blocks (Items 36). The blocks transfer the vertical loads from theoverpack/transfer cask stack from the lifting platform to the base concrete. The top cover sheetsof material with a low friction resistance minimize the transfer of horizontal loads from thelifting platform to the base blocks. The base support blocks are provided by others and areinstalled after the CTF shell is in place and leveled.Holtec Project 1073Report Hi- 2012626G:\Projects\1073\AJS\REPORTS hi2O12626\Rev 7\H12012626-r7.doc11

Lifting Platform - A lifting platform provides the support of the HI-STORM or HI-STAROverpack and transmits the vertical force from the overpack to the three lifting jacks. Horizontalforces are transmitted directly to the concrete. During the lifting operation, a uniform loading ofthe lifting platform is afforded by the location and controlled movement of the jacks. Outer andinner support plates (Items 17 to 21 in [5.3]), together with the top and bottom platform coverplates (Items 14 and 15), form the lifting platform structural frame. The top cover plate (Item 15)provides a base onto which the overpack rests. Four vent plates (Item 28), welded to the topcover plate and positioned in the air inlet ducts of HI-STORM, transfer horizontal loads from theoverpack to the platform if sliding friction is overcome during a seismic event. These vent platesalso serve to position the overpack on the lifting platform. The platform has extensions that enterinto each main shell extensions to interface with the lifting jacks. The lateral load from the liftingplatform is transferred directly to the surrounding concrete through sets of solid vertical bars(Items 27, and 31 in [5.3]) welded on the lifting platform and the CiT shell extensions. Theloads that are applied close to the periphery of the top cover plate are transferred directly to theCTF base support blocks through compression drum plates welded to platform plates around theplatform periphery (Items 29 and 30 in [5.3]).The peripheral plates are connected to theplatform frames outer plates (Item 17) with gussets (Item 20). Support plates (Items 19 and 21)bridge the gap between the outer support plates (Item 17) at the platform extensions.1.2 Load PathsThis section contains a brief description of the various load paths; three distinct configurationsare discussed: 1) Lifting/Lowering; 2) MPC Transfer; and 3) Seismic. Of the threeconfigurations, only the seismic configuration results in lateral loads being applied to the CTFcomponents.Holtec Project 1073Report HI- 2012626G:\Projects\1073\AIS\REPORTS\hi2012626\Rev 7\H12012626-r7.doc12

Lifting/Lowerini - During lifting (or lowering), the vertical load from a loaded HI-STORM/HISTAR is supported by bending of the main members of the platform. The lifting platform issupported at three points by the screw jacks. The screw jack is supported by the screw jacksupport platform, and the screw jack support platform is supported on three sides by discretejackscrew vertical support bars.MPC Transfer - During MPC transfer, the HII-TRAC transfer cask is attached to the top of theHI-STORM/HI-STAR (through the mating device). The MPC is attached to the transporter,which provides the lifting/lowering support to the MPC. However, prior to initiating the transferoperation, the MPC is supported by the pool lid of the HI-TRAC so the entire weight of the HITRAC, the loaded MPC, and the empty HI-STORM/HI-STAR must be supported by the CTF. Inthis configuration, the CTF lifting platform is in the full down position and rests on the concretebase support blocks. The screw jacks are not loaded and the total vertical load is transferred fromthe platform to the base support blocks and from there into the foundation. Once the transporteris positioned over the HI-STORM and a mating between HI-TRAC and HI-STORM/Ill-STARhas been effected, the transporter must be restrained against sliding. This restraint must remain inplace until the transporter is ready to move to ensure that if a seismic event occurs at any timeduring the transfer operation, no transporter movement occurs relative to the stacked HI-TRACand HI-STORM/HI-STAR.Seismic - During a seismic event that occurs during MPC transfer (with the transfer caskstacked on the storage or transport cask), the net vertical load may increase and horizontal loadsdevelop. These horizontal loads act at the centroid of the various components and areproportional to the mass of the component times the acceleration from the horizontal responsespectra at the lowest natural frequency of the system (to account for system flexibility). Theinput seismic excitations are determined from a natural frequency analysis of the stacked systemconsidered as a beam that is supported against lateral displacement at the base and at the top ofHoltec Project 1073Report HI- 2012626G:\Projects\1073\AIS\REPORTS\hi2012626\Rev 7W112012626-r7.doc13

the CTF. The vertical loads are the mass of a component multiplied by the zero periodacceleration from the vertical response spectrum since the components are rigid in the verticaldirection. The horizontal loads result in an overturning moment on the stacked configuration thatis resisted by a combination of lateral resistance through contact with the surrounding reinforcedconcrete structure (at the level of the lifting platform and at grade level) and by a resistingmoment at the base of the lifting platform due to a shift in the center of pressure of the netvertical load. During a seismic event that occurs during a lifting operation, the center of pressureof the vertical load from the lifted cask shifts on the lifting platform so as to provide a resistingmoment. Additional lateral support is provided by contact with the CTF shell backed by thesurrounding reinforced concrete structure. All lateral loads imparted to the lifting platform aretransmitted to the walls of the extension shell and finally reacted by the surrounding reinforcedconcrete structure. During all seismic events evaluated in this report, it is assumed that thetransporter is "attached" to ground. Once the loaded I[-STORM/H[-STAR has been raised fromthe CTF and pinned to the lifting attachments on the transporter lift beam, the restraint of thetransporter to ground is removed. At this point in time, the tranporter/cask assemblage must beconsidered for wind and seismic loading. The response of the assemblage to environmentalexcitations is addressed in Reference [5.22]. The transporter is itself rigid (is designed to have alowest global natural frequency in excess of 33 Hz) in determining its response to environmentalexcitations.1.3 ScopeThis Design Report documents the structural analyses and evaluations of the Cask TransferFacility (CTF) at the Diablo Canyon ISFSI.The capacity of the following CTF structuralcomponents is evaluated: the lifting jacks, the jack support platforms, the shell extensions, andthe lifting platform. The calculations provide the loads on the CPF platform base support, theCTF shell and surrounding concrete under the specified service Level A load conditions andHoltec Project 1073Report HI- 4I--I2012626-r7.doc

seismic Level B and Level D load conditions. Mating device capacity required to ensurestabilization of the stacked assemblage during a seismic event occurring during the transferoperation, is also provided.Four different loading scenarios are considered: (1) lifted HI-STORM, (2) lifted HI-STAR, (3)HI-TRAC stacked on lowered HI-STORM, and (4) HI-TRAC stacked on lowered HI-STAR. Theanalysis of the CTF response under loads from the lifted HI-STORM or HI-STAR overpacksprovides the tensile stresses in the lifting jacks as well as bending stresses in the jack supportplates and lifting platform frames. The compressive stresses in the CTF shell extension underlifting jack load are also evaluated and used for design of the shell and shell extension channels.The static and quasi-static seismic analyses of the stack configurations provide the magnitude ofthe l

Evaluation of the Effects of Lightning and a 500kV Line Break on Holtec Casks Calculation HI-2002559 10. Evaluation of Site-Specific Wild Fires for the Diablo Canyon ISFSI . (SWEDGE Analysis) Calculation GEO.DCPP.01.23; PG&E Calculation 52.27.100.733 19. Stability and Yield Acceleration Analysis of Cross Section I-I' Calculation GEO.DCPP.01 .