View source for BVY-92-112, Responds to Suppl 1 to GL 87-02 Re Verification of Seismic Adequacy of Mechanical & Electrical Equipment in Operating Reactors (USI A-46),consisting of Description of in-structure Response Spectra & Schematics of Reactor Bldg

{{Adams
| number = ML20118B010
| issue date = 09/18/1992
| title = Responds to Suppl 1 to GL 87-02 Re Verification of Seismic Adequacy of Mechanical & Electrical Equipment in Operating Reactors (USI A-46),consisting of Description of in-structure Response Spectra & Schematics of Reactor Bldg
| author name = Pelletier J
| author affiliation = VERMONT YANKEE NUCLEAR POWER CORP.
| addressee name = 
| addressee affiliation = NRC OFFICE OF INFORMATION RESOURCES MANAGEMENT (IRM)
| docket = 05000271
| license number = 
| contact person = 
| case reference number = REF-GTECI-A-46, REF-GTECI-SC, TASK-A-46, TASK-OR
| document report number = BVY-92-112, GL-87-02, GL-87-2, NUDOCS 9209290202
| document type = CORRESPONDENCE-LETTERS, INCOMING CORRESPONDENCE
| page count = 20
}}

=Text=
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VERMONT YANKEE                                                                                                         q i
NUCLEAR POWER CORPORATION                                                                                               )a nD.                                                                                                                    '
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(~ Rf . . J'                                                                                     e, m, e 1
September 18,1992                                 )
BVY 92112                                         l
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United States Nuclear Regulatory Commit;sion ATTN: Document Control Desk Washington, DC 20555                                                                                               l

==References:==
a)      License No. DPR 28 (Docket No. 50-271) b)     Letter, USNRC to M Holders of Operating Licenses Not Reviewed to Current Licensing Critoria on Solsmic Qualification of Equipment, NVY 87-37, Generic Letter 87-02, dated 02/19187                                      <
I c)      Letter, J.G. Partlow (USNRC) to all Unresolved Safety issue (USf) A-46 Plant Licenssos who are Members of 11 i Solsmic Qual)fication Utility            1 Group (SOUG), NW 92-88, dated 05/22/92 d)      Letter, SOUG to' James G. Partlow, NRR NRC, "SOUG Rosconse to                   f Generic Letter 87-04 Supp! ament 1 and Supptemental Safety Evaluation Report No. . on GIP," dated 08/21/92

==Subject:==
Vermont Yankoe Nuclear Power Corporatinn (VYNPC), Response to Supplomant 1 to Gonoric Letter 87 02 on SOUG Resolution of USl A-46
                                                                                                                             )

==Dear Sir:==
: 1. INTRODUC11CN On February 19,1987, the NRC issued Generic Letter 87-02, "Ver!fication of Scismic Adequacy of Mechanical and Electrical Equipment in Operating Reactors, Unresolved Safoty issue (USI) A 46
[ Reference b)l This Generic Lotter encouraged utilities to participate in a genoric program to resolve the seismic verification issues associated with USI A-46. As a result, the Seismic Qualification Utility Group (SOUG) developed the " Generic implementation Procedure (GIP) for Seismic Vorification of                     1 Nuclear Plant Equipment." On May 22,1992, the NRC Staff issued Generic Letter 87-02, Supplement                    J 1, which constituted the NRC Staff's review of the GIP and which included Supplemental Safety Evaluation Report Number 2 (SSER 2) on the GIP, Revision 2, corrected on February 14, 1992 (Reference c)]. The letter to SOUG enclosing SSER-2 requests that SOUG member utilities provide to the NRC, whhin 120 days, a chedule for implementing the GlP. By {{letter dated|date=August 21, 1992|text=letter dated August 21,1992}}, to James G. Parttow, NRR NRC, SOUG clarified that the 120 days would exp!re on September 21,                        i 1992 [ Reference d)]. This letter responds to the Staff's request.                                                  I II. COMMIT. MENT TO GlP                                                -J 1
GE Qgmm!!menl2 i
As a member of SOUG, Vermont Yankee Nuclear Power Corporation commits to use the SOUG                       l methodology as documented in the GtP, where "GlP" refers to GIP Revision 2, corrected February 14, 1992, to resolve USI A-46 at Vermont Yankee. The GIP, as evaluated by the Staff, permits licensees to deviate from the SOUG commitments embodied in the Commitment sections, provided the Staff is                    l notified of substantial deviations prior to implementation.                                                         !
9209290202 920919 P.DR P
ADGCk O3000271 ppp il} -
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   . . - -         .         .,                         .. ._     _        -     .               .        1 .   -
             %                                                    WRMONT YANKEE NUCLEAR POWER CORPOR ATION g      '*
4 United States Nuclear Regulatory Commissbn September 18,1992 Page 2 Specifically, VYNPC hereby commits to the SOUG commitments set forth in the GIP, including the clarlfications, interpretations, and exceptions identified in SSER=2 es clarified in Reference d).
GlP Guidanjpg VYNPC generally will be guided by the remabing I,non-commitment) sections of the GIP, i.e.,
GIP Implomontation guidanco, which comprises suggested methods for implomonting the applicable commitments. VYNPC will retify the NRC as soon as practicabie, but no later than the final USl A-46 summary report, of significant or programmatic deviations from the guidance portions of the GIP, if any.
Roamns for such doviations, as well ss for other minor deviations, will be retained for NRC review.
P 111. IN-STRUCTURE RESPONSE SPECTRA For dufining seismic demand, VYNPC will use the options provided in the GIP for " median-centerod" and " conservative, design" in-structure response spectra, as appropriato, depending on l              the building, the location of equipmont in the building, and equipment characteristics.
l The licensing-basis SSE in-structure response spectra may be used as one of the options provlded in tne CIP for resciution of USl A-48. VYNPC Intends to use in-structure responso spectra as one of the optiens In determining equipment seismic demand. Theso in-structuro responso spectra        ,
have been generated using the ground response spectrum to which Vermont Yankee is licensed for            a tha Safe Shutdown Earthquake (SSE) These spectra are considered "conservativo, design" spectra per thn defin'tlen in Section 4.2.4 of the gip and the procedures and ct!!erla which were used to generate them are descalbod in Attachment 1. Sample in structure response spectra will be sent by-September 18,1992 under separato cover.
l~                                                            IV. SCHEDULE USl A-46 resolution is contingent upon the scope and schedule for completing the nocessary SOUG training and availability of Industry resources which may be unavailable because of the large number of licensees simultaneously implementing this program. Additionally, finalImplementation of USl A46 must be carefully integrated with outage schedules at Vermont Yankee and implementation of the selsmic portion of the Gl. 88-20, Supplement 4 IPEEE effort. A revised IPEEE plan and schedule is currently botng prepared fcr submittal by Vermont Yankee, as requested by NRC. Resolution of USl A 46 and solsmic IPEEE are both contingent upon the start date of USI A-46 efforts. Given the workload as set forth by the criteria of the GIP, as well as satisfactory resolution of the selsmic IPEEE
;              plan and schedule, Vermont Yankee currently plans to submit a Seismic Evaluation Report which l              summarizes the results of the USl A-46 program by December 31,1995. In order to coordinato efforts l
associated with our next refueling outage, Vermont Yankee requests written NRC concurronce with this scheduto by January 1,1993. Concurrence received after this dato may requ!re rescheduling our planned efforts regarding USl A-46 Implementathn.                                                         !
!                       Additionally, Vermont Yankee requests written NRC concurrence regarding our in-structure response spectra. This concurrence should be consistent with Reference c), Page 3, item 3 and be
!-             provided within 60 days , ie:
                        "...The licensees in structure response system are considered acceptable for USl A 46 unless the staff Indicates otherwise during a 60 day review ceriod." [ emphasis added]                   ,
I l
Positive concurrence, comments or questions received after 60 days may impact the above described December 31,1995 p;anned completion date for submittal of tha Seismic Evaluation Report.
I

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s         ,
VERMONT YANKEE NUCLEAR POWER CORPORATION United States Nuclear Regulatory Commission September 18,-1992 Page 3 Vi PLANT SEISMIC LICENSING BASIS VYNPC, reserves the option to change its licensing basis methodology for verifying the seismic adequacy of new and replacement, en well as existing, electrical and mechanical equipment prior to receipt of a final plant-specific SER resolving USl A-46. Should this be the case, this change will be
               . conducted under 10 CFR 50.59 and will be performed consistent with the guidance in Section 2.3.3 of Part I of the GIP, Revision 2, and with the clarifications, interpretations, and exceptions identified in SSER 2 as clarified by Reference d). Any necessary changes to the FSAR will be provided in accordance with 10 CFR 50.71(e).
We trust that the enclosed information is satisfactory; however, should you have any questions or des!re any additionalinformation on this issue, please do not hesitate to contact us.
Very truly yours, Vermont Yankee Nuclear Power Corporation pil James P, Pelletier Vice President, Engineering l
Attachment cc:             USNRC Region I Administrator USNRC Resident inspector - VYNPS l                                USNRC Project Manager - VYNPS SAny A. SANDSTRUM STATE OF VERMONT )                                          NOIARY PUBUC
                                                            ) SS      WIGHAM COUtgy. VERM0tU                     [ps=%0ANh N
WINDHAM COUNTY )                                     My Term Expes gejg ju f %.
                                                                                                         ,                                           e q
Then personally appeared before me, James P. Pelletier, wno, being duly sworn, did state thtit he is Vice President Engineering of Vermont Yankee Nuclear Power Corporation, that he is duly authorized to execute and file the foregoing document in the name and on the b'ehalf of Vermont Yankee fluclear    ~
Power Corporation and that the statements therein are true to the bdsPdf his knowledge a$d 6'ellef.
d(4 8                       N ND 9               9.1 S' ally A.'Sandstrum                         No1Ery Public My Commission Expires February 10,1995 l

s ATTACHMENT 1 Des _cription of in-Structure Responso Spectra For Use in Resolving USl A 46 Vermont Yonkoo Licensing Basis Seismic Design _ Spectra As described in Sections 2.5.4 and Appendix A of the Vermont Yankee Final Safety Analysis Report (FSAR), the design ground spectrum corresponds to the N69W component of the 1952 Taft Earthquake normalized to 0.070 (sco Figures 1 & 2). This carthquake is defined as the design basis earthquake (DBE) and corresponds to the operating base earthquake (OBE).                                                                   __
The maximum hypothetical earthquake (MHE) values were taken as twice those for the design basis earthquake with 0.14g as the maximum ground acceleration. This corresponds to the safe shutdown earthquake (SSE).
The vertical component of the design spectrum is taken as tuvo thirds of the horizontal design spectrum.
Overview of Dynamic Modeling of Seismic Class 1 Structures The Seismic Class I structures at VY for which in-structure response spectra (ARS) have been generated, and are intended to be used as options for resolution of USI-A46 include; the Reactor Building, Control Building, the portion of the Turbine Bullaing which houses the Day Tanks and Diesel Generators, and the intake Structure.
Linear elastic tumped-mass models appropriate for ARS generation were developed for each of the structures above. Lumped mass points are generally located at major floor elevations and represent the weight distribution of the structure and its equipment. The effects of moment, shear and axial                            -
deformation are included in the structural stiffness matrix using either hand calculations or finite element models.
Soil-Structure interaction - Structural Model Boundary Conditions As stated in Sections 2 and 12 of the FSAR, all Class I structures are founded on firm bedrock which has a shear wave velocity of 6500 fps. The elevation of the top surface of bedrock at the site varies in elevation from approximately 200.ft. to 230.ft. Site grade elevation is at 252.5ft. Foundation type and the bottom elevations for Class 1 structures are as follows:
Bullding                                          Foundation Elev.(ft.)              Type of Construction intake Structure                                          187.0                            Reinforced Concrete Mat Reactor Building                                          207.75                           Reinforced Concrete Mat Control Building                                           30. + /-                        Reinforced Concrete Piers Turbine Building                                          214./222.                        Reinforced Concrete Mat /
Bearing Piles

           ~
l 4
Atischment 1                                                                                                                                 ,
Page 2 of 3
,                                                                                                                                                               l Structural backfill was placed around the structures up to finished grade. Tr.e Taft Earthquake seismic                                      !
input was applied at the base elevation of each structure. The restralning effects of the surrounding backfill were conservatively neglected. A 2 inch wido gap called an ' isolation joint" on plant drawings                                     i is provided betwee1 all Class 1 structures. The stsuctural models were considered uncoupled due to                                           i this gap. The boundary condlilons at the base of each structural model t.:lo discussed below.
The Reactor Building and " e intake Structure are supported on reinforced concrete mat foundt.tlons bearing directly on be.'Nck. The boundary conditions used for the models of these structures were                                            i eithe a rigid fixed base or linear elastle springs calculated using elat. tic half space theory to reflect the underlying bedrock.
The foundation of the main portion of the Turbinr Sulf - p is a reinforced concrete mat founded on a                  bedrock with the southern end supported on grade oeams over grouped plies. The boundary condition 4                  used for the Turbine Building model was a rigid fixed base at the top of the mat at elevation 225.0 ft,                                      s The lateral effect of the surrounding soll between the bedrock elevatiort and the bottom of the floor slab on the overall structural response was addressed by varying the total mass at elevation 252.5ft.
4 5
The Control Building is fuunded a grillage of an.de beams over a seilea of reinforced concrete piers.                                        I The boundaiy conditions used in the Control Building model consist f.f a set of six equivalent soll springs attached to the base of the slab at elevation 246.25. Thesefequivalent soll springs were                                             i developed from a three dimensicnal finite element r adel which include.1, the slab at elevation 248.0, the reinforced concrete piers, and a series of lateral springs on each p'er used to model the soll. The base of this model was at approximately elevation 230.ft.
A description of the buildings, dynamic mo:fois. and building freNencies for the Reactor Building _are l                  given below. Only the Reactor and Control bu!! ding models are discussed for sittplicity. The same procedures and criterla were used for both De Turbine BullvMg and the intake Structure.
Procedure Used in Generation of In. Structure Spectrj
;                  The procedure to develop ARS at each floor location consistcd Or.
First, performing a linear elastic time histcry analysis usir'g the Taft acceleration time history as base inpu; for each structural model. The Taft N69W time history records were scaled to 0.070 for OBE (equivalent te CSAR DSE) and 0.14g for SSE (equivalent to FSAR MHE). The base time histories were                                            !
ar.;"ed in three orthogonal direction % The results of this time history analysis are floor acceieration ller- histories which reflect the response of the structure to the Taft Earthquake base excitation.
Then response spectra (ARS) curves are developed for each desired damping from the calculated floor acceleration time histories. The ARS were then peak broadened + /15% to account for variability in
,                  the. calculated structural frequencies due to uncertainties in- material properties and modeling
'~
assumptiens.
The structural damping values used in the development of floar ARS are the same as those used for                                            s dealgn of Class 1 Structures and are shown in Section 12.2.1.2.1 of the FSAR (see Figure 3).                                                 >
i l
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Attachment 1 Page 3 of 3 Reactor Buildin1Model l
The Reactor Building incituilng the suppression chamber is a complex three dimenOnal structure and                     I is described in Section i2 of the FSAR. For the purpose of generating ARS two serlus of dynamic 4
  ,                 models wee developed. One set was developed focusing on the reinforced concrete structure, the other for eq91pment in the suppression chamber including the reactor and its supports. Equipment in the scope of A-46 are located primarily in the reinforced concrof a structure, therefore only the concrete structure model will be discussed.
The dynamic models for the reinforced concrete structure are shown in Apptrilx A to this Attachment.
The three orthogonal directions, (N S, E W. and Vertical) have been de-coy 1 due to the structural.
symmetry. To account for torsional modes in the structura " bump factors' were applied to each                         1 horizontal spectra curve da" eloped. The bump factors u.ed were:                                                       !
e                                                                                                                                         I N S Factor- 1.06 E W Factor- 1.15 l
Separate models were evaluata One reflects the normal operating condition and the other the drywell flooded condition. Floor ARS were generated for each condition and then enveloped.
Appendix A to this Attachment contains a summary of the modal frequencies for the Reactor Building models.
Control Dulldina Model A functional description of the building is given in Section 12 of the FSAR. The Control Building is a thr c story reinforced concrete rtructure, it is rectangular in plan with monolithlcally poured slabs, beams, and interior columns. Lateral load resistance is provided by the exterior walls. These range                  ,
in thickness from one to two feet.
The foundation is a griltage of grade beams over a series of reinforced concrete plers which bear directly on bedrock. The piers, grade beams, and slab at elevation 248.5 are Integrally cast. The piers are square in plan and range in size from 30 to 42 Inches.
The dynamic model fo. the Control Building is a three dimensional stick model and is s50wn in Appendix B to this Attachment. The boundary conditions used in the model consist of a set of six equivalent soll sprir,gs attached to the base o' the slab at elevation 246.25. These equivalent soll springs were developed from a three dimensional finite element model which included the slab at elevation 248.0, the reinforced concrete piers, and a series of lateral springs on each pier used to model the soll. The base of this model was at approximately elevation 230.ft. The hvizontal soll springs weis calculated from the coefficient of horizontal subgrade reaction.
The effects of variation h the soil properties on the response of the structure were studied. Mode shape and frequency runs were made varying the average value of the coefficient of horizontal subgrade reaction approximately +/ 50 percent. The frequency and modal mats results for the average recommended soll propertlea were used te develop the ARS.                                                    ;
lo model torsional effects In the structure, four additional massless noces were connected by rigid beams to the center of rigidity at each elevation. These represent the furthest corner of the bulloing               ,
at each elevation. The ARS curves were generated at these nodes.
Appendix B to this Attachment contains; % Control building model, and a summary of the modal frequencies.
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4 ATTACHMENT I i
FIGURE 3                                                                                                                                            l STR_UCTURAL DAMPING VALUES USED TO_CALCUL ATE _lN-STRUCTURE _ SPECTRA STRUCTUBE _OR COMPONENT                                                PERCENT OF CRITICAL DAMPING l
Reinforced conctote structures                                                                                  5.0 Stool frame structure                                                                                           2.0 t
Bolted or riveted assembly                                                                                      2.0 i
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Welded assembly (equipment, and supports)                                                                        1.0 1
Notej the samo values are used for both DBE and SSE.

==Reference:==
Section 12.2.1.2.1 of the Vermont Yarkee - Final Safety Analysis Report.
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i ATTACHMENT 1 - APPENDIX A VERMONT YANKEE REACTOR BUILDING CONTENTS:
                   -            Reactor Building Dynamic Model Summary of Modal Frequencies for the Reactor Building models
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                                                                                            . ATTACHMENT 1-APPENDIX B VERMONT YANKEE CONTROL BUILDING a
CONTENTS:
Control Building Dynamic Model Summary of Modal Analysis and Modal Masses

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