Text

Summary of 970303 Meeting W/W in Rockville MD to Discuss Siting of AP600 on Shallow Soil Sites & Design of Basement. List of Attendees,Meeting Agenda,Staff Handouts & W Handouts Encl
	ML20147H014
Person / Time
Site:	05200003
Issue date:	03/25/1997
From:	Diane Jackson; NRC (Affiliation Not Assigned)
To:	; NRC (Affiliation Not Assigned)
References
	NUDOCS 9703280434
	Download: ML20147H014 (93)
	v • d • e

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y~g e-t UNITED STATES g

NUCLEAR REGULATORY COMMISSION 2

WASHINGTON, D.C. 20066-0001

.....,o March 25, 1997 p "/

p APPLICANT: Westinghouse Electric Corporation FACILITY:

AP600

SUBJECT:

SUPMARY OF MARCH 3, 1997, SENIOR MANAGEMENT MEETING The subject meeting was held at the Nuclear Regulatory Commission (NRC) office in Rockville, Maryland, on March 3,1997, between representatives of Westing-house and its consultants and the NRC staff. The main purpose of this meeting was to discuss the siting of the AP600 on shallow soil sites, and the design of the basemat. Attachment 1 is a list of meeting participants. Attachment 2 is the meeting agenda and staff handouts. Attachment 3 is the Westinghouse handouts.

Mr. Tim Martin opened the meeting stating the objectives and emphasizing the importance to the resolution of the key issues.

Earlier Westinghouse had l

questioned whether the staff had considered the Westinghouse January 28, 1997, letter in its January 31, 1997, letter. The staff informed Westinghouse that the staff did review the Westinghouse letter and concluded it did not change the content of staff's letter.

However, the staff will formally respond to the January 28, and February 10, 1997, letters.

Mr. Jerry Wilson of the staff opened the technical issue discussion with a presentation on the regulatory definitions. Focus was placed on Westing-i house's use of the terms " site parameter" and " interface requirement" and the regulatory differences between the terms. The staff stated that Westinghouse is not using these terms consistent with the regulatory definition. The staff pointed out that all standard plants must meet the defined site parameters and that interface requirements were for those portions of the plant outside the scope of design certification.

It was also stated that the scope of design certification was for an essentially complete design except for site-specific elements such as the ultimate heat sink. Westinghouse stated that they believe they have used a consistent Westinghouse definition that complies with the regulation. They are willing to discuss the differences and proper usage of the terms with the staff.

Vulnerability of Nuclear Island Foundation Basemat to Soil Variability Mr. Goutam Bagchi of the staff presented the technical and regulatory position regarding the thickness of the basemat and its vulnerability to variance in soil stiffness.

In the presentation, it was stated that the AP600 basemat l

1s an irregular shape. Clarification of this statement was requested.

1 Mr. Bagchi explained the shape of the basemat is not the typical rectangular

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shape and therefore, the location of stresses may be different.

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The staff stated that its concern was that the six foot basemat would require i

a more detailed geotechnical investigation and a more specific construction sequence than used in any operating or advanced plant design. The basemat will not have the benefit of the added stiffness from the walls during construction. Additionally, verification by Inspection, Tests, Analyses, and i

Acceptance Criteria would be necessary.

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The staff has expressed its position in letters and suggested two options to Westinghouse for the resolution of this key issue:

(1) Westinghouse should demonstrate that the basemat can accommodate the effects of soil variability without reliance on a detailed construction sequence, or (2) provide an alternate design or subdesign with a different basemat thickness for non-uniform sites. The' staff also stated that this issue could be presented to the Commission, at least for information, since it differs from past practices and may not meet the Commission's intent for the design of advanced plants.

Mr. Richard Orr presented the Westinghouse position. Westinghouse stated that due to the " egg-crate" design of the basemat and lower elevation walls that the " integrated" basemat was structurally equivalent to the thicker basemat of the other advanced designs. Westinghouse believes the staff's confirmatory analysis was useful in identifying this issue, however, they do not agree with the results because they believe the assumptions were unduly conservative.

Mr. Paul Rizzo, Westinghouse consultant, also presented information on the basemat for Westinghouse. He provided information on the construction sequence, including building height limitations on during construction. Due to time limitations, not all of the presentation material was discussed.

Westinghouse stated that the AP600 could be sited on 85 percent of all eastern US'(east of the Rocky Mountains) soil sites and could tolerate soil stiffness variations, within defined limits in the construction sequence. Westinghouse provided the staff a draft markup of the standard safety analysis report (SSAR) via facsimile on Thursday, February 27, 1997, (Attachment 4) that described its construction sequence.

For resolution of this issue, Mr. Ed Cummins of Westinghouse stated that Westinghouse is willing to define additional site parameters, if appropriate, that would apply to the AP600 standard plant, but does not believe it is necessary to change the basemat design. Mr. Moward Bruschi of Westinghouse agreed with the staff's statement that the AP600 must be able to be sited at the majority of US sites. The staff agreed that, given the two statements by Mr. Cummins and Mr. Bruschi, technical review could continue.

Actions for this issue: Westinghouse will review its draft SSAR markup sent by facsimile for any necessary changes resulting from this meeting and formally submit.the information. The staff will begin its review the draft SSAR markup. The staff and Westinghouse will schedule a meeting to discuss the use of the terminology " site parameter" and " site interface". The staff and Westinghouse will schedule a meeting to resolve the structural issues.

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i March 25, 1997 i

Sitina on Shallow Soil Sites Mr. Goutam Bagchi presented the staff's position on siting the AP600 on i

shallow soil sites. The staff stated that 0.3 g (with its response spectrum) i is a design parameter and must be met by all AP600 standard plants and that i

for the standardized plant, design parameter analyses can not be delayed for I

the COL application. Mr. Cuumiins stated that Westinghouse did not design the AP600 for shallow soll sites, however, they are confident it has the capacity i

l' to handle some shallow soil sites. Westinghouse stated that they wanted to establish a means for the COL applicant to demonstrate that a shallow soil site was acceptable. The staff explained that the regulations already allow the COL applicant to apply for a 10 CFR Part 52 license with an exemption to a l

site parameter.

Westinghouse believes that excluding shallow soil sites, the i

AP600 could be sited at approximately 67 percent of US sites.

Mr. Bob Vijuk reiterated the resolution options that the staff had put forth in its letters: Westinghouse can either (1) exclude shallow soil sites or (2) include shallow soil sites and perform the analysis as part of the SSAR.

Option I still allows the COL to apply for an exemption to a Part 52 license.

Westinghouse stated that they believed Combustion Engineering (CE) System 80+

l was allowed to use site-specific analysis if the site was outside of the i

design envelope. Westinghouse cited a staff safety evaluation report.

The staff clarified that CE, in its design control document, used its design i

parameters, not a site-specific seismic hazard for COL site-specific analysis.

Actions: Westinghouse will review the CE design certification document to verify the above statment. Westinghouse will review its approach and decide on a resolution path. Westinghouse will provide a response and draft SSAR markups on the revised approach.

Schedule Mr. Tim Martin of the staff provided an overview of the staff review status.

Current challenges to the review schedule discussed include late submittals by Westinghouse, design changes for post 72-hour actions, lack of resolution of key issues, and lack of staff feedback on Westinghouse submittals.

Review progress was also highlighted.

Four of the 27 key issues identified in January have been technically resolved.

In an effort to expedite the review, the staff is preparing an evaluation for several of the remaining key issues.

In many review areas, the staff is preparing its final safety evaluation reports.

Mr. Howard Bruschi stated that communication was good between the staff and Westinghouse. He requested further management review prior to issuing future requests for additional infomation. He also acknowledged that to meet the schedule would be a challenge to both the staff and Westinghouse.

O 1 March 25,1997 A draft of this meeting summary was provided to Westinghouse to allow them the opportunity to ensure that the representations of their comments and discus-sions were correct.

original signed by:

Diane T. Jackson, Project Manager Standardization Project Directorate Division of Reactor Program Management Office Of Nuclear Reactor Regulation Docket No.52-003 Attachments: As stated cc w/ attachments:

See next page DISTRIBUTION w/ attachments:

. Docket File PDST R/F TKenyon PUBLIC BHuffman DTJackson JSebrosky Tcheng, 0-7 H15 DISTRIBUTION w/o attachment:

Sco111ns/FMiraglia, 0-12 G18 AThadani, 0-12 G18 RZimmerman, 0-12 G18 TMartin MSlosson TQuay BSheron, 0-7 D25 GBagchi, 0-7 HIS JBrammer, 0-7 HIS Dross, T-4 D18 WDean, 0-17 G21 ACRS (11)

JMoore, 0-15 B18 l

l DOCUMENT NAME: A:SMM3 3. MIN

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NAME DTJackson:sg W GBagchi*

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03/17/97 03/15/97 OFFICIAL RECORD COPY

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Westinghouse Electric Corporation Docket No.52-003

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cc: Mr. Nicholas J. Liparulo, Manager Mr. Frank A. Ross Nuclear Safety and Regulatory Analysis U.S. Department of Energy, NE-42 l

Nuclear and Advanced Technology Division Office of LWR Safety and Technology Westinghouse Electric Corporation 19901 Germantown Road P.O. Box 355 Germantown, MD 20874 Pittsburgh, PA 15230 Mr. Ronald Simard, Director Mr. B. A. McIntyre Advanced Reactor Program Advanced Plant Safety & Licensing Nuclear Energy Institute Westinghouse Electric Corporation 1776 Eye Street, N.W.

Energy Systems Business Unit Suite 300 Box 355 Washington, DC 20006-3706 Pittsburgh, PA 15230 Ms. Lynn Connor Ms. Cindy L. Haag Doc-Search Associates Advanced Plant Safety & Licensing Post Office Box 34 Westinghouse Electric Corporation Cabin John, MD 20818 Energy Systems Business Unit Box 355 Mr. James E. Quinn, Projects Manager Pittsburgh, PA 15230 LMR and SBWR Programs i

GE Nuclear Energy l

Mr. M. D. Beaumont 175 Curtner Avenue, M/C 165 Nuclear and /4dvanced Technology Division San Jose, CA 95125 Westinghouse Electric Corporation One Montrose Metro Mr. Robert H. Buchholz 11921 Rockville Pike GE Nuclear Energy Suite 350 175 Curtner Avenue, MC-781 Rockville, MD 20852 San Jose, CA 95125 1

Mr. Sterling Franks Barton Z. Cowan, Esq.

U.S. Department of Energy Eckert Seamans Cherin & Mellott NE-50 600 Grant Street 42nd Floor 19901 Germantown Road Pittsburgh, PA 15219 Germantown, MD 20874

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Mr. Ed Rodwell, Manager Mr. S. M. Modro PWR Design Certification Nuclear Systems Analysis Technologies Electric Power Research Institute Lockheed Idaho Technologies Company 3412 Hillview Avenue Post Office Box 1625 Palo Alto, CA 94303 Idaho Falls, ID 83415 l

Mr. Charles Thompson, Nuclear Engineer 1

AP600 Certification NE-50 19901 Germantown Road Germantown, MD 20874 l

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l NRC/ WESTINGHOUSE AP600 SENIOR MANAGEMENT MEETING MARCH 3, 1997 MEETING PARTICIPANTS I

~l H&M1 ORGANIZATION Sam Collins NRC/NRR Ashok Thadani NRC/NRR/ADT Brian Sheron NRC/NRR/DE Tim Martin NRC/NRR/DRPM Ted Quay NRC/NRR/DRPM/PDST Goutam Bagchi NRC/NRR/DE/ECGB Janice Moore NRC/0GC Jim Brammer NRC/NRR/DE/ECGB Thomas Cheng NRC/NRR/DE/ECGB William Huffman NRC/NRR/DRPM/PDST Diane Jackson NRC/NRR/DRPM/PDST Thomas Kenyon NRC/NRR/DRPM/PDST Joseph Sebrosky NRC/NRR/DRPM/PDST Howard Bruschi Westinghouse Robert Vijuk Westinghouse Ed Cummins Westinghouse Brian McIntyre Westinghouse Don Lindgren Westinghouse Richard Orr Westinghouse Paul Rizzo Westinghouse Consultant Bob Maier PA Dept of Radiation Protection i

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AP600 SENIOR MANAGEMENT MEETING March 3,1997 1.

Introduction NRC/W II.

Discussion of Key issues A. Regulatory Definations NRC B. Siting on Shallow Soil Sites

1. Staff Presentation NRC

2. Westinghouse Presentation of Site Interface and Site-specific E;aluation W

3. Discussion NRC/W

4. Wrap-up and Action items W/NRC C. Vulnerability of Nuclear island Foundation Basemat to Soil Variabilty

1. Staff Presentation NRC

2. Westinghouse Presentation on Soil Varability Interface; Site Investigation and other topics W

3. Discussion NRC/W

4. Wrap-up and Action items W/NRC 111.

AP600 Review Schedule NRC/W IV. Conclusions W/NRC

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DESIGN CERTIFICATION application:

4 The site carameters postulated for the design, and an analysis and evaluation of l

the design in terms of such parameters -

l 10 CFR 52.47(a u:1:n:iiiD i

The interface reauirements to be met by l

those portions of the plant for which the j

application does not seek certification -

i 10 CFR 52.47Ca:n: 1:n:vii?

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l The scope of the design is complete j

except for site-specific elements such as j

the service water intake structure and j

the ultimate heat sink -

10 CFR 52.47(bu:2:n:i:n:A:n:4?

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Design information must be sufficient to l

reach ~a final conclusion on all safety questions associated with the design i

before the certification is granted -

j 10 CFR 52.47(a)(2) i i

2. Site Characteristics Table 2-1 (Sheet 1 of 2) i SITE PARAMETERS USED AS A BASIS FOR DESIGN CERTIFICATION Air Temperature Units Maximum Safety"'

Il5'F dry bulb /80'F coincident wet bulb 81'F wet bulb (noncoincident)

Minimum Safety")

-40*F Maximum Normal *'

100'F dry bulb /77'F coincident wet bulb 80*F wet bulb (none-incident)")

Minimum Normal *)

-10*F Wind Speed Limits Operating Basis 110 mph; imponance factor 1.11 (safety),1.0 (nonsafety)

Tornado 300 mph Seismic SSE 0.30g peak ground acceleration "'

i Fault Displacement Potential None Soil Bearing Strength Soils must support the AP600 under specified conditions. The average static bearing reaction due to the dead weight of the AP600 nuclear island is about 8000 pounds / square foot; the maximum static bearing reaction at a corner is about 12,000 pounds per square foot.

Shear Wave Velocity Greater than or equal to 1000 ft/sec based on low strain best estimate soil propenies Liquefaction Potential None I

Revision: 10 December 20,1996 2-14 T Westinghouse

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2. Site Characteristics Table 21 (Sheet 2 of 2) i SITE PARAMETERS USED AS A BASIS FOR DESIGN CERTIFICATION i

Missues Tornado 4000 - Ib automobile at 105 mph horizontal,74 mph vertical 275 - Ib,8 in. shell at 105 mph horizontal,74 mph vertical 1 inch diameter steel ball at 105 mph horizontal and vertical flood Level Less than plant elevadon 100' Ground Water Level less than plant elevadon 100'

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Plant Grade Elevation less than plant elevadon 100' except for portion at a higher clevation adjacent to the annex building Precipitation Rain 19.4 in/hr (6.3 in/5 min)

Snow /lce 75 pounds per square foot on ground with exposure factor of 1.0 and importance factors of 1.2 (safety) and 1.0 (non-safety)

Dispersion Values X/Q See subsections 2.3.4 and 2.3.5 Population Distribution Exclusion area (site) 0.5 mi Notes:

(a) Maximum and minimum safety values are based on historical data and exclude peaks of less than 2 hours2.314815e-5 days 5.555556e-4 hours 3.306878e-6 weeks 7.61e-7 months duration.

(b) Maximum and "Unimum normal values are the 1 percent exceedance magnitudes.

(c) With response spectra as given in Figures 3.7.1-1 and 3.7.1-2.

(d) The noncoincident wet bulb temperature is applicable to the cooling tower only.

Revision: 10 3 West @use 2-15 December 20,1996

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5.0 Site Parameters This section provides a definition of the bounding site parameters used as the basis for the Certified I

Design, and to be used in evaluating the acceptability of a specific site.

I Piping and components of the Certified Design may be designed for site-specific seismic requ which correspond to a SSE maximum ground acceleration of not less than 0.30g and site soil condition and properties.

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i TWO MAJOR ISSUES IDENTIFIED IN CIVIL / STRUCTURAL AREA i

SITE CONDITIONS - SHALLOW SOIL SITE DESIGN OF NUCLEAR ISLAND FOUNDATION MAT I

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REGULATION REQUIREMENTS 10 CFR 52.47(a)(1)(i) REQUIRES THAT THE APPLICATION FOR DESIGN CERTIFICATION MUST CONTAIN THE TECHNICAL INFORMATION THAT IS RELEVANT TO THE DESIGN AND IS NOT SITE SPECIFIC.

10 CFR 52.47(a)(1)(iii) REQUIRES THAT THE APPLICATION FOR DESIGN CERTIFICATION CONTAIN SITE PARAMETERS POSTULATED FOR THE DESIGN, AND ANALYSIS AND EVALUATION OF THE DESIGN IN TERMS OF SUCH PARAMETERS.

10 CFR PART 52.47(b)(2)(i)(A)(4) REQUIRES THAT THE CERTIFICATION OF A STANDARD DESIGN WHICH..... WILL BE i

GRANTED ONLY IF THE SCOPE OF THE DESIGN IS COMPLETE EXCEPT FOR THE SITE SPECIFIC ELEMENTS SUCH AS THE SERVICE WATER INTAKE STRUCTURE AND THE ULTIMATE HEAT SINK.

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i BACKGROUND i

i THE ORIGINAL DESIGN OF AP600 STANDARD PLANT WAS BASED Olt MODIFIED R.G.1.60 RESPONSE SPECTRUM ANCHORED TO O.3G AS INPUT l

GROUND MOTION WITH FOUR SITE CONDITIONS (HARD ROCK, SOFT ROCK, SOFT-TO-MEDIUM SOIL, AND UPPER BOUND OF SOcT-TO-MEDIUIA SOIL).

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SHALLOW SOIL SITES AMPLIFY GROUND MOTION AND ARE OUTSIDE THE BOUND OF THE AP600 DESIGN SITE CONDITION.

NRC DRAFT SAFETY EVALUATION REPORT (DSER) ISSUED ON NOVEMBER 1994 IDENTIFIED THAT THE SHALLOW SOIL SITE NEEDED TO BE EXCLUDED FROM THE AP600 STANDARD DESIGN.

i AT 6/12-16/95 REVIEW MEETING, WESTINGHOUSE AGREED TO EXCLUDE SHALLOW SOIL SITES FROM THE AP600 DESIGN AND TO PROVIDE BASIS FOR EXCLUDING THE " SHALLOW SOIL SITE" IN THE SSAR.

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BECAUSE SHALLOW SOIL SITE CONDITION WAS NOT CONSIDERED FOR AP600 DESIGN, THIS DESIGN CANNOT MEET THE FULL RANGE OF SITE j

CONDITIONS.

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i PROPOSAL BY WESTINGHOUSE IN ORDER TO INCLUDE MORE SITE CONDITIONS FOR AP600 NUCLEAR ISLAND TO BE FOUNDED ON POTENTIAL SHALLOW SOIL.

STANDARD. DESIGN, WESTINGHOUSE PROPOSED TO ALLOW THE SITES BY CONSIDERING THIS AS A SITE SPECIFIC COL ISSUE.

l FOR SHALLOW SOIL SITES, WESTINGHOUSE REQUIRES THE COL TO:

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DEFINE SITE SPECIFIC GROUND MOTION RESPONSE SPECTRA DERIVED..FROM SITE SPECIFIC SEISMIC HAZARD, AND COMPARE ANALYSIS RESULTS AGAINST THE STANDARD DESIGN TO DETERMINE THE ACCEPTABILITY OF THE DESIGN AT COL STAGE.

IN ITS LETTER DATED JANUARY 28,1997, WESTINGHOUSE CLAIMS THAT THE PROPOSED COL ACTION MEETS THE REGULATIONS.

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l THE STAFF POSITION I

WESTINGHOUSE'S PROPOSAL DOES NOT MEET THE STANDARD DESIGV RULE OF 10 CFR PART 52.47.

l THE AP600 SEISMIC DESIGN GROUND MOTION IS A STANDARD i

DESIGN PARAMETER AND THEREFORE, NOT OPEN FOR COL SITE-SPECIFIC DESIGN OR ANALYSIS.

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l WESTINGHOUSE MUST EITHER (1) DEMONSTRATE.THAT THE DESIGN MEETS FULL RANGE OF SITE PARAMETERS INCLUDING SHALLOW i

SOIL SITE CONDITIONS, OR ALTERNATIVELY, (2) REVISE SEISMIC DESIGN PARAMETERS AND SPECIFY A SEPARATE DESIGN SITE l

PARAMETER FOR SHALLOW SOIL SITES.

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TWO STAFF POSITION LETTERS (DATED NOVEMBER 4,1996 AND

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JANUARY 31,1997) HAVE BEEN ISSUED TO WESTINGHOUSE.

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i DESIGN OF NUCLEAR ISLAND FOUNDATION MAT l

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i DESIGN BY WESTINGHOUSE THE OVERALL DIMENSION OF AP600 NUCLEAR ISLAND FOUNDATION i

MAT IS ROUGHLY 256 FT LONG AND 117 FT WIDE (IRREGULAR SHAPE).

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THE THICKNESS OF THE MAT IS 6 FT IN THE AUXILIARY BUILDING i

AREA AND RIGHT BELOW THE SHIELD BUILDING VARIES FROM 22 FT AT THE EDGE TO 6 FT AT THE CENTER.

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' WESTINGHOUSE PROPOSED TO CONSIDER THE DESIGN ADEQUACY OF THE 6 FT FOUNDATION AS A COL ACTION ITEM (SITE SPECIFIC) i BY REQUIRING GEOTECHNICAL INVESTIGATIONS WHICH ARE BEYOND THAT DISCUSSED BY R. G.1.132.

I THE DESIGN OF AP600 FOUNDATION MAT AND PROPOSED COL

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REQUIREMENT DO NOT SATISFY THE REGULATION REQUIRING SUlTABILITY FOR FULL RANGE OF SITE CONDITIONS.

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STAFF'S REVIEW FINDINGS l

STAFF IDENTIFIED ERRORS IN THE MAT DESIGN CALCULATIONS IN 1994. IT WAS DETERMINED THAT VARIATION OF SOIL STIFFNESS UNDER THE FOUNDATION MAT NEEDED TO BE CONSIDERED.

THE ORIGINAL DESIGN HAD NO SHEAR REINFORCEMENT. NOW SIGNIFICANT SHEAR REINFORCEMENT WILL BE NEEDED TO ACCOMMODATE VARIATION OF SOIL STIFFNESS.

i THE FOUNDATION MAT THICKNESS OF SIX FEET REQUIRES THAT A DETAILED CONSTRUCT!ON SEQUENCE BE DEVELOPED AND VERIFIED BY ITAAC TO PREVENT STRUCTURAL CRACKING DURING CONSTRUCTION. THIS IS DIFFICULT TO IMPLEMEN'T AND MAY REQUIRE MONITORING OF MANY SURVEY MARKERS.

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1 THE STAFF POSITION j

i THE USE OF A 6 FT FOUNDATION MAT WITH RELIANCE ON COL COMMITMENT DOES NOT MEET THE REGULATION.

i TWO OPTIONS FOR WESTINGHOUSE TO RESOLVE THIS ISSUE: (1)

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DEMONSTRATE THAT THE FINAL DESIGN OF THE FOUNDATION MAT l

CAN ACCOMMODATE THE EFFECTS OF SOIL VARIATIONS (HARD l

AND SOFT SPOTS) WITHOUT RELIANCE ON A SPECIFIC CONSTRUCTION SEQUENCE, OR (2) USE DIFFERENT MAT THICKNESSES FOR UNIFORM SOIL OR ROCK FOUNDATIONS AND FOR NON-UNIFORM SOIL FOUNDATIONS.

TWO STAFF POSITION LETTERS (DATED NOVEMBER 4,1996 AND JANUARY 31,1997) HAVE BEEN ISSUED TO WESTINGHOUSE.

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BASES FOR THE STAFF POSITION i

SHEAR REINFORCEMENT IS NEEDED TO RECTIFY THE DESIGN ERROR.

e A THICKER FOUNDATION MAT SHOULD BE USED TO SUPPORT NUCLEAR i

ISLAND STRUCTURES AND ACCOMMODATE NON-UNIFORM SOlt i

FOUNDATIONS.

FOUNDATION MAT THICKNESS FOR OTHER ADVANCED REACTORS IS 18 FT FOR GE ADVANCED BWR AND 10 FT FOR ABB/CE SYSTEM 80+.

f AT LEAST 10 FT THICK FOUNDATION MAT IS USED FOR MOST

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CONVENTIONAL NUCLEAR POWER PLANTS.

i DETAILED CONSTRUCTION SEQUENCE AND ITAAC VERIFICATION WILL BE NEEDED. VERY DIFFICULT TO IMPLEMENT - CERTAIN TIME DELAYS MAY BE

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NEEDED TO ALLOW SOIL SETTLEMENT TO STABILIZE. ALSO, MANY SURVEY i

MARKERS WILL BE NECESSARY TO MONITOR.

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THE STAFF'S CONCLUSION CONFIRMED BY RESULTS OF ITS CONFIRMATORY j

ANALYSIS.

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SCHF_DULE The staff and Westinghouse worked to establish a new schedule at the end of 1996.

Key assumptions were timely, high quality submittals by Westinghouse and the availability of staff resources.

The staff is scheduled to submit the majority of the FSERs to Projects starting in March and completing the submittals in August 1997.

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f SCHEDULE i

i Schedule dates in several branches are impacted by:

e o Late submittals by Westinghouse i-i o Design changes for post-72 hour actions l

o Lack of resolution of key issues t

I o Lack of staff feedback on Westinghouse submittals f

l o Other impacts t

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i CHALLENGES TO THE CURRENT SCHEDULE Late Submittals (Not yet submitted):

t WGOTHIC report, the Clime Nodalization Study (due on i

12/15?, is late.

Submittal expected mid-March.

(SCSB FSER due: 6/23) i Revision 11 to SSAR Chapter 15, due on 2/28/97, will i

e be for non-LOCA events only.

The l_OCA analyses is delayed until late-March.

Another rav;sion to the non-LOCA analysis will be needed to address the requirements of GDC-17.

The SRXB evaluation on Chapter 15 DBA analyses, due on 6/30, was based on an essentially final version of Chapter 15 in Rev.11.

The MAAP4 Benchmarking Report (due on 2/17) is late.

(SRXB evaluation of RTNSS due: 7/31) l

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CHALLENGES TO THE CURRENT SCHEDULE l

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Late Submittals:

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Supporting information for the Safeguards review that e

l was requested in 12/96 was mailed Friday (2/28).

TPSGB FSER due: 2/28)

Westinghouse has recently made additional seismic design calculations and a structural analysis program report available for staff review that were not ready for earlier meetings.

(ECGB FSER due: 3/31D Essential documentation of the NOTRUMP's prediction of the OSU integral system testing (verification and validation) was received on 2/6 (due on 12/17/96?.

(SRXB FSER on NOTRUMP SBLOCA due: 4/15?

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CHALLENGES TO THE CURRENT SCHEDULE Design Changes for Post-72 Hour Actions:

1 On 2/4, Westinghouse presented design changes in response to the Comrnission's decision on post-72 hour actions (SECY-96-128).

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The staff provided feedback on 2/20.

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The design changes and staff verification will impact the e

near-term FSER submittals dates (3/31) and possibly i

other submittal dates.

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CHALLENGES TO THE CURRENT SCHEDULE Lack of Resolution of Key issues:

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The staff is in the process of holding meetings to discuss e

the key issues.

The staff is preparing it's technical position for several key issues, including containment isolation; technical specifications; WGOTHIC; hydrogen mitigation; fire protection; turbine overspeed; and SSAR level of detail.

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Westinghouse needs to complete it's actions for staff f

review, including T/H uncertainty; shutdown and low power operations; containment bypass; and post-72 hour action analyses (and spent fuel pool).

l Westinghouse and staff attention is needed to resolve j

the key issues.

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CHALLENGES TO THE CURRENT SCHEDULE i

Lack of Staff Feedback:

l The staff has not provided Westinghouse comments on hydrogen igniter power supplies, the EQ of passive autocatalytic recombiners, and the in-vessel steam explosion report.

Review of optimized completion times and surveillance o

frequencies in TSs.

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The staff needs to provide more attention to the resolution of control habitability.

Backlog of OITS status - Progress is being made, e

however the staff has not fully updated the OITS.

PDST assigned a separate PM to assist this. process.

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I CHALLENGES TO THE CURRENT SCHEDULE Other impacts:

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The staff is unable to confirm the PRHR heat exchanger e

heat transfer correlation. The staff has requested d

additional data on 1/16/97 to validate the correlation.

(SRXB FSER due: 5/30?

Westinghouse has yet to inform the staff on how it will e

a address T/H uncertainty for long term cooling. Issue d

scheduled for resolution by 1/17.(SRXB FSER due:8/31)

The PCS/WGOTHIC~PIRT format and some rankings have changed. The key reports must be consistent and i

support each other.

CSCSB FSER due: 6/23)

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The new staff contractor for LBB will not be on-board e

until early-to mid-March. The final LBB audit is delayed to late-March or early-April.

(ECGB FSER due: 3/31) i

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REVIEW PROGRESS i

FSER input has been submitted to Projects for certain parts of Chapters 3, 4, 5, 7, and 8.

Key issue #4 - Leak-Before-Break for FW lines and Key issue #27 - Quality Classification of Systems -

These issues are technically resolved. Westinghouse will submit a SSAR revision to reflect the resolution.

The staff will review this information.

Key issue #23 - Ex-Vessel Cooling - The resolution path has been agreed upon. The staff is preparing RAls.

Westinghouse was requested to perform sensitivity analyses.

Key issue #25 - Adverse Systems Interactions (ASI) -

This issue is technically resolved. Westinghouse will update the ASI report on 3/28.

i

REVIEW PROGRESS Key issue #9 - Post 72-Hour Support Actions -

e Westinghouse is continuing to work on supporting analysis. The staff and Westinghouse will continue its dialogue.

The. Initial Test Program review is largely continuing as e

scheduled.

Key issue #3 - The ITAAC (Inspections, Tests, Analyses,

.e and Acceptance Criteria) is progressing. Westinghouse will submit ITAAC for the remaining systems. The staff is reviewing current submittal.

Backlog of OITS status - PDST assigned a separate Project Manager to be the contact person to assist this process.

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AP600 NRC/ WESTINGHOUSE MANAGEMENT MEETING MARCH 3,1997 AP600 SITING ON SHALLOW SOIL SITES RICHARD ORR t

he i

Site Conditions -Introduction Introduction 10CFR Part F7 7equirements AP600 Site Seismic Design Parameters AP600 Seismic Design Basis-Site Interface for Seismic and Soil Conditions i

COL Applicant Demonstration of Site Acceptability Westinghouse Responses to NRC Letters Summary Fa6ames> B

... -. ~ -.

I Site Conditions -Introduction TE M

. This is standard plant site interface issue l

e it is not practical to design AP600 for the " worst site

(

possible" i

e U.S. utilities provided guidance in the Utility Requirements Document on the desired site applicability of standard plants

. AP600 meets the Utility Requirement objectives for applicability at most sites Site Conditions -Introduction h

Westinghouse has proposed site interface criteria similar to System 80+ and similar to NRC written guidelines for sites that are outside the site design parameters but can be demonstrated to be acceptable by site specific analyses.

. NRC staff appears to want to predefine the site safe shutdown earthquake free field ground acceleration at 0.30g. No technical basis for this position.

1 10CFR Part 52 Requirements N

m 52.47(a)(1)

An application for design certification must contain:

52.47(a)(1)(iii)

The site parameters postulated for the design, and an analysis and evaluation of the design in terms of such parameters; 52.47(a)(1)(vii)

The interface requirements to be met by those portions of the p' ant for which the application does not seek certification.

These requirements must be sufficiently detailed to allow completion of the final safety analysis and design-specife probabilistic risk assessment.

.~.

1 10CFR Part 52 Requirements Y

52.79(b)

An application (for combined license) referencing a certified design must also demonstrate compliance with the interface requirements established for the design under 52.47(a)(1)..

4 OMS.

AP600 Site Design Parameters Q

Site Parameters are specified for the AP600 in SSAR 1

Chapter 2.0

. Safe Shutdown Earthquake 0.30g with response spectra similar to regulatory guide 1.60 (amplified in high frequencies) l

. Soil Shear Wave Velocity Greater than or equal to 1000 ft./sec based on low strain best estimate soil properties

)

AP600 Seismic Design Basis The site design parameters are the basis for design of safety related aspects of structures, systems and j

components for the AP600 l

AP600 is designed for seismic loads for soils greater j

than 1000 FPS based on analyses for four site conditions:

hard rock soft rock soft-to-medium stiff (upper bound) soft-to-medium stiff

~.

j AP600 Seismic Design Basis h

A The results of these seismic analyses are enveloped and provide member forces for design of the structures and floor response spectra for design of equipment. The envelopes represent the " seismic design capacity"of the AP600.

i I

Site Interface for Seismic and Soil Conditions G i

An actual site is acceptable if its site characteristics fall 1

within the AP600 plant site design parameters.

Site interface criteria are defined in the SSAR for sites that are outside the site design parameters but can be demonstrated to be acceptable by site specific analyses.

4 Site Interface for Seismic and Soil Conditions Where a site characteristic exceeds the site design parameter, the combined license applicant must demonstrate that the site characteristic does not i

exceed the capability of the AP600 design (SSAR Section 1.8 and 2.0).

l 1

Shallow soils sites (sites having a soil shear wave 1

velocity less than 750 FPS at depths less than 100 ft.)

{

are outside the range of AP600 site design parameters and would be considered by COL applicant in site specific analyses.

. ~,.

COL Applicant Demonstration of Site g

Acceptability SSAR 2.5.4.5.5.

Site-specific soil structure interaction analyses may

'be performed by the combined license applicant to demonstrate compliance with the interface by comparison of floor response spectra at four key locations. (This interface will be supplemented with a requirement related to lateral earth pressure on the walls.)

{

These analyses would use the AP600 seismic models corresponding to the certified design with the site specific soil conditions and site specific safe shutdown earthquake.

1 COL Applicant Demonstration of Site gg Acceptability y.m_

Use of site specific information is intended to demonstrate that the AP600 may be safely located at the site. The AP600 hardware seismic specifications Will not be changed from the standard design.

=

Westinghouse Response to NRC Letters FW NRC Letter (11/4/94)

"AP600 seismic design capacity could be established through the use of a sufficient and necessary set of minimum seismic design response spectra, including the free field and in structure response spectrum envelopes, by the combined license applicant to its seismic design within the scope of certifled design."

Westinghouse Response (1/24/47)

AP600 interface provides a sufRcient and necessary set of minimum seismic design response spectra COL applicant demonstrates that the site specdic demand spectra are within the AP600 desegn capacity spedra.

Westinghouse conforms to the NRC position.

l I

... -.. ~ -... -.

. _. ~. - -

I Westinghouse Response to NRC Letters Q

4 NRC Letter (11/4/96) l

" Suitability of a future site would then have to be established by demonstrating that the seismic demand spectra for the site are lower than the capacity spectra."

Westinghouse Response (1/28/97)

Sites within range of site design parameters are acceptable with no furtheranalysis.

a i

For sites outside range of site design parameters, site specific analyses may be performed by COL applicant to demonstrate that the seismic 4

demand spectra for the site are lower than the capacity spectra.

4 Westinghouse conforms to the above NRC position.

4 1

I l

l Westinghouse Response to NRC Letters Q

NRC Letter (11/4/96)

"B.

The Standard Safety Analysis Report (SSAR) could state that the AP600 is not designed for shallow soll sites, i.e.,

the approved site parameter excludes shallow soll sites."

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t Westinghouse Response to NRC Letters F]

Westinghouse Response (1/28/97)

Shallow soil sites are defined as sites having a soil j

shear wave velocity less than 750 FPS at depths l

. less than 100 ft.

)

i j

The limit on soil shear wave velocity greater than 1000 FPS excludes shallow soil sites from the AP600 design basis. It does not preclude a COL l

j applicant from performing site specific analyses to j

demonstrate acceptability of this site.

1 J

Westinghouse Response to NRC Letters 7]

NRC letter dated 1/31/97 states that this approach is unacceptable. Similar approach was accepted for System 80+. Staff suggested in meetings that such site specific analyses would be required to use an SSE of 0.30G.

.MM 8.

e

Summary 6

Site specific analyses with site specific input are an acceptable method to demonstrate site acceptability.

Site specific analyses do not change the certified design of the AP600 Use of site specific analyses is consistent with i

10CFR Part 52 and the general approach outlined in NRC's letter of 11/4/96.

\\

Summary h

The NRC staff evaluates the site seismic conditions at

~

the time of the site review (COL).

Use of site specific analyses was already approved for System 80+.

hp 3

6 AP600 COMPARISON TO OTHER ADVANCED PLANTS ABWR SYSTEM 80 +

AP600 PLAN 195' x 185' 434' x 326' 256' x 161' DIMENSIONS DEPTH BELOW 84' 50' 46' GRADE l

MAT 18' 10' 6'

THICKNESS SHEAR WALL

~ 35' 40' to 60' 18' to 23'6" SPACING (EXT. WALLS TO CONT.)

MAX. SPAN TO 2

6 4

DEPTH RATIO f

9 e

20:mb R5fk2r24'07-11

AP600 AP600 NRC/ WESTINGHOUSE MANAGEMENT MEETING i

t MARCH 3,1997 i

DESIGN OF THE CONTAINMENT FOUNDATION BASEMAT RICHARD ORR l

n :... - :n.,-,

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AP600 DESIGN OF THE CONTAINMENT FOUNDATION BASEMAT l

OUTLINE t

Introduction R.ORR l

l Basemat Configuration and Structural Design R.ORR Typical Foundation Conditions P. C. RIZZO i

i i

Site Investigations P. C. RIZZO Basemat Construction Analyses P. C. RIZZO Site Interface Soil Lateral Variability R.ORR l

Westinghouse Response to NRC Letters R.ORR j

i l

Summary R.ORR 2:02mb RMk2:28 97-2

~;

AP600 INTRODUCTION l

The state of the art in civil / structural design and in design analytical tools has advanced significantly since the last U.S. Nuclear Plants were designed Westinghouse has proposed an integrated structural design which

~

integrates the basemat, shear walls, shield buildings and intermediate floors j

l The structures act like an " egg crate" in which the integrated structure strength and stiffness are greater than the sum of the individual elements l

i 66

~ i AP600 INTRODUCTION The NRC staff and the staff's consultants have i

challenged the design tools l

l challenged the design methods challenged the results l

i proposed alternate / additional loading conditions searched diligently for design vulnerabilities j

r detailed. technical audits completed r

I

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i

.: 7 j;.

AP600 INTRODUCTION The review process has validated the AP600 design j

l The Design Team has done verification analysis using alternate

[

methods and tools Minor design changes have been made to add reinforcement r

The level of diverse analysis adds to the confidence of the margins in the design I

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AP600 l

CONTAINMENT FOUNDATION BASEMAT Shield Building, containment and auxiliary building are supported on a common flat basemat.

Walls of auxiliary building are closely spaced and tied into the shield building to form an integral structure.

Mat below shield building and containment vessel varies in thickness from 6 feet to 22 feet. Mat below auxiliary building is 6 feet thick.

i Basemat can be thinner than on other plants due to integral connection between l

l the auxiliary building and the shield building plus close spacing of the sear walls.

l The integral basemat and superstructure distribute loads from the shield building l

to the basemat.

Primary loads for design of the 6 foot thick portion of the basemat are the i

bearing reactions. There are 5 to 10 KSF under dead loads and up to 30 KSF at i

a corner for dead plus SSE loads.

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!!H uiij AP600 NRC STAFF REVIEW Extensive additional review and parametric studies performed following first NRC Review in 1994.

l Independent analyses by NRC consultants. Preliminary results discussed in meeting with staff in July 1996. Westinghouse agreed to add COL applicant interface for soil variability to exclude extreme sites.

}

NRC Staff Review of design calculations in December 1996 closed most open items. Work is in progress to provide additional information to address questions on three open items.

1 Establish interface requirements for lateral soil variability Consistency of analyses for basemat and shear walls Acceptability of construction loads on soft soil sites j

i Telecon with the NRC staff 1/8/97, use of interface criteria for soil stiffness variability may not be acceptable.

i t

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2:0:nb RSO'2':5 07-7 l

l:

~ i AP600 NUCLEAR ISLAND BASEMAT DESIGN i

u Finite element analyses on uniform soils No credit taken for resistance from side soils (conservative) l Lift off of basemat from soil is included in analysis i

Bearing reactions verified by comparison using simplified methods Reinforcement in basemat below auxiliary building designed using bearing f

reactions from the finite element analyses. 20 percent margin added to account for soil variability I

i Structural design meets criteria committed in SSAR which are based on I

~

industry codes and the standard review plan I

1 I

m:.nauwa

pT i

AP600 FOUNDATION SITE INTERFACE CRITERIA Analogous to existing site interface criteria in SSAR table 2.0-1 such as soil bearing strength, soil shear wave velocity and soil liquefaction potential which j

exclude extreme sites based en measurable engmeermg soil parameters.

"Hard rock pinnacles" extending from hard base rock below soft soil up to an elevation just below the underside of the basemat are unacceptable. They are probably unacceptable for all nuclear power plant basemat designs.

l Interface criteria are established for:

uniform soil and rock sites non uniform sites f

Acceptance criteria are simple for uniform sites. Site specific analyses are i

performed for non uniform sites to demonstrate acceptability of the site for the i

AP600.

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AP600 SITE INTERFACE FOR SOIL VARIABILITY 1

Uniform Soil Site (Draft SSAR 2.5.4.5.2.1)

The variation of shear wave velocity in the material below the foundation to a r

depth of 80 feet below the basemat within the footprint of the plant shall meet the l

following criteria for the site to be acceptable as a uniform site-i For a soil site having consolidated natural material with an average zero

[

strain shear wave velocity less that 2500 feet per second at the ground surface, the layers should be approximately equal thickness, I

should have a dip no greater than 20 degrees an"I I

the shear wave velocity at any location within any layer should not vary from the average velocity within the layer by more than 10 l

percent.

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AP600 WESTINGHOUSE RESPONSE TO NRC LETTERS NRC LETTER (11/4/96) l Existence of collocated hard and soft spots in soil Thinness of the AP600 basemat make it unacceptable for the likely soil stiffness variability that can reasonably be expected to exist at a site.

Westinghouse should demonstrate that the final foundation basemat design can accommodate the effects of soil stiffness variations of hard and soft spots i

underneath the basemat.

WESTINGHOUSE RESPONSE (2/10/97)

Study performed on "the likely soil stiffness variability that can reasonably be expected to exist at a site". Interface criteria defined which exclude sites with l

extreme variability.

Margin provided in the basemat design to allow for the effects of this soil variability.

l z.mzus aso::n or-n

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. i 7;

I AP600 4

i WESTINGHOUSE RESPONSE TO NRC LETTERS l

~

NRC LETTER (1/31/97) 1.

The basemat needs to be designed so that it can be located at sites with a full range of conditions of soil stiffness variability.

2.

During the construction phase, structural cracking of the basemat can occur j

unless the basemat is constructed following a precise sequence.

The NRC staff has determined that the basemat thickness should be changed to f

demonstrate its acceptability over a full range of soil stiffness variability and without reliance on a specific construction sequence.

s WESTINGHOUSE RESPONSE The design of the AP600 basemat is acceptable for soil stiffness variation within the interface criteria. This covers the majority of sites required by the utility l

requirements document.

i 2x s mn:w-n

i.

'g AP600

SUMMARY

Integrated AP600 structure and close spacing of shear walls permit basemat thickness less than a non-integrated structure.

t AP600 structural design is sufficient for the likely soil stiffness variability j

that can reasonably be expected to exist at a site. Westinghouse will j

exclude extreme sites using site interface criteria.

l l

l Basemat design meets NRC requirements and industry standards.

l Adequate margins exist over and above these requirements.

I 2202mb R50:2' S 97-J D

ig a

~

AP600

SUMMARY

(continued)

~

Difference between staff and Westinghouse is:

l i

Definition of likely soil stiffness variations and l

i Whether significant variations can be identified in site investigation.

l i

Westinghouse has:

Reviewed expected site conditions l

Defined extent of acceptable variations Identified site investigations necessary for COL applicant to t

demonstrate site acceptability The site interface excludes sites for which the structure would not be acceptable.

L l

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FEB 27 '97 15:03 FROM AP600 DESIGN CERT TO NRC PAGE.001 To: Diane Jackson, NRC
Subject:
Draft SSAR changes to support the senior management meeting February 27,1997 Attached are draft SSAR changes to provide a site interface on soil variability. These requirements are to be added to subsection 2.5.4.5.2 as a COL requirernent. Also provided is a new subsection 3.8.5.4.3 to be added provide limits on construction sequence. His information is provided in support of the March 3.1997 senior rnanagement meeting. I Don Lindgren i )
FEB 27 '97 15:03 FROM APG00 DESIGN, CERT TO NRC PAGE.002
2. Site Characteristics l
i 2.5.4.5 Combined License Information l Combined License applicants referencing the AP600 design will address the following site j specific information related to the geotecluilcal engineering aspects of the site. No further action is required for sites widtin the bounds of the site interface criteria. 2.5.4.5.1 Site and Structures Site-specific information regarding the under1ying site conditions and geologic features will be addressed. This information will include site topographical features, as well as the locations of scismic Category I structures. 2.5.4.5.2 Properties of Under ying Materials - A detennination of the static and dynamic engineering properties of foundation soils and tocks in the site area will be addressed. This information will include a discussion of the type, quantity, extent and purpose of field explorations, as well as logs of borings and test pits. Results of field plate load tests, field permeability tests, and other special field tests (e.g., bore-hole extensometer or pressuremeter tests) will also be provided. Results of geophysical surveys will be presented in tables and profiles. Data will be pmvided pertaining to site-specific soil layers (including tlwir thicknesses, densities, modull, and Poisson's ratios) between the basemat and the underlying rock stratum Plot plans and profiles of site explorations will be provided. Laboratory Investigations of Underlying Materials - Information about the number and type of laboratory tests and the location of samples used to investigate underlying materials will be provided. Discussion of the results oflaboratory tests on disturbed and undisturbed soil and rock samples obtained from field investigations will be provided. I Key considerations with respect to the materials tmde:1ying the nuclear island are to define I the type of site, such as rock or soil, and to determine whether the site can be considered I uniform; or, if the site is nonuniform, to define the nonuniform soil characteristics such as the i location and pivfiles of soft and hard spots. These key considerations can be assessed with I the information developed in response to Regulatory Guides 1.132 and 1.138. The geological I investigations of subsection 2.5.1 and 2.5.4.5.1 provide information on the potential for the I site to be non-uniform, whether it may be geologically impacted, and whether the bedrock I may be sloping or undulatory. 'this information should be considered in planrung the 1 geotechnical investigations. I I 2.5.4.5.2.1 Site Evaluation for Uniform Sites l I Appendix C to Regulatory Guide 1.132 pmvides guidance on the spacing and depth of borings I for safety.related structures. Specific language in the Regulatory Guide suggests a spacmg i of 100 feet supplemented with bonngs on the periphery and at the corners for favorable. I uniform geologic conditions. I I For foundation engineenng purposes, a series of borings should be drilled on a grid panem i that encompasses the nuclear island footprint and 40 feet beyond the boundaries of the I footprint. The grid need not be of equal spacing in the two orthogonal directions, but it l l should be oriented in accordance with the tme dip and strike of the rock in the immediate area .wromounm Revision: Draft T 2-11 February,1997
FEB 27 *97 15:04 FROM AP600 DESIGN CERT TO NRC PAGE.003
2. Site Characteristics i-I of the nuclear island footprint. If geolog,1c conditions are such that true dip and strike are not I
obvious. or if the dip is practically flat, then the orientation of the grid can be consistent with I the major enhogonal lines of the nuclear island. The spacing of the borings on the grid I should be on the order of 50 to 60 feet. For example, an acceptable grid could have 5 borings I in the short direction and 7 borings in the long direction, resulting in 35 borings to cover the I footprint and 40 feet beyond. De depth of borings should be detennhied on the basis of the I geologic conditions. Borings should be extended to a depth sufficient to define the site i geology and to sample materials that may swell during excavation, may consolidate I subsequent to construction. may be unstable under earthquake loading, or whose physical i i properties would affect foundation behavior or stability. At least one-fourth of the prircary 1 borings should penetrate sound tock or. for 1 deep soil site, to a maxhnum depth. d_, taken I as the depth at which the chan;;e in the vertical stress during or after construction for the I combined foundation loading is less than 10 percent of the in situ effective ove.turden stress. I Other borings may terminate at a depth of 160 feet below the foundation (equal to the width { I of the structure). ) l The subsurface may consist of layers and these layers may dip with respect to the horizontal. 1 The physical properties of the foundation medium may or may not vary systematically across I a horizontal plane. If the dip is less than 20 degrees, the generic analysis using horizontal I layers is applicable as described in NUREG CR-0693 (Reference 28). I l The recommended methodology for checlung uniformity is to calculate from the boring logs i a series of"best estimate" planes beneath the AP600 footprint that define the top (and bottom) 1 of each layer. The planes could represent stratigraphic boundanes, lithologic changes, I unconformitics, but most important, they :should represent boundaries between layers having I different shear wave velocides. Shear wave velocity is the primary propeny used for defining l uniformity of a site. I 1 The depth to a given layer indicated on cach boring log will not fall precisely on the I postulated plane. There will be some deviation between the elevations indicated on the boring I logs for the top of a layer and that suggested by a "best estimate" planc. A deviation of 5 l l percent of the depth from the ground surface to the plane is considered acceptable. If the I deviation is greater than 5 percent, additional planes may be appropriate or additional borings 4 I may be required, thereby diminishing the spacing. After the calculated planes art established, i 1 i the uniformity and dip of the layers are compared against the site interface criteria defined I below. I nc AP600 is designed for application at a site where the foundation conditions do not have 1 extreme variation within the footprint of the nuclear island. The Combined I,icense appliennt I shall demonstrate that the foundation subgrade modulus is within the range considered for i design of the nuclear island basemat or a site specific analysis shall be performed. The i subgrade modulus is a function of the soll layers below the footpnnt. The variation of shear I wave velocity in the material below the foundation to a depth of 80 feet below the basemat I within the footprint of the plant shall meet the following criteria for the site to be considered I acaptable as a uniform site: 4 A Revision: Draft.w,remmme February,1997 2-12 W Westsighouse i
FEB 27 '97 15:04 FROM AP500 DESIGN CERT TO NRC PAGE.004
2. Site CharacC~ristics mitiliimitfil 1
For a rock site having consolidated natural material with an average zero strain shear I wave velocity greater than or cqual to 2500 feet per second at the ground surface. the I layers should be approximately equal thickness, should have a dip no greater than 20 degrees, and the shear wave velocity at any location within any layer should not vary s I from the average velocity within the layer by more than 20 percent. I I For a soil site having consolidated natural material with an average zero strain shear I wave velocity less than 2500 feet per second at the ground surface, the layers should be I approximately equal thickness, should have a dip no greater than 20 degrees and the I shcu wavc velocity at any location within any layer should not vary from the avenge I velocity within the layer by more than 10 pen ent. 1 1 For a site consisting of soil layers on top of rock, the rock and soil laycts should meet I the interface criteria for rock and soil sites respectively as decribed above. 3 1 2.5.4.5.2.2 Site Evaluation for Non-Uniform Sites 1 If it is determined during the course of the geological investigations that there is a possibility I that the site is non-uniform or the borings associated with an investigation for a uniform site I indicate that the site is actually non-uniform, the investigation effort should be extended in 3 I such a way that the site may be demonstrated to be acceptable for an AP600 As the AP600 I foundation /stnictural system design is robust, the probability of being able to show compliance I for all but the worst of sites is high, unless liquefaction or faulting is prevalent on the site. I As stated in Regulatory Guide 1,132, where variable conditions are found. spacing of I boreholes should be smaller, as needed, to obtain a clear picture of soil or rock properties and I their variability. Where cavities or other discontinuities of engmeering significance may I occur, the nonnal exploratory work should be supplemented by borings or soundings at a i spacing small enough todet&t such features. I ~Apperxiix 2A presents a surypy sf 22 commercial nuclear power plant sites in the United i States. This survey focused on site parameters that affect the seismic response such as the I depth to bedrock, type and characteristic of the soil layers, including the variation of shear I wave velocitie3, t?e depth to the ground water level, and the embedment depth of the plant I structures. Of the 22 sites,11 are rock sites where competent rock exists at relatively shallow I depths. At the other sites, the depth to bedrock varies from about 50 feet (Ca!!away) to well I in excess of 4.000 feet (South Texas). A review of these !! soil sitec, aU of which are i marine, deltaic, or lacustrine deposits, did not revcal any significant variation of soil I characteristics below the footprint of the plant. There was one possible nonunifonn site, 1 Monticello, which is underlain by glacial deposits: the geologic description is such that there i might be late;,1 variability in the foundation parameters within the plan dimension of the I plant. The renew of the 22 coromercial nuclear power plant sites in the United States I suggests that the rnajority of AP600 sites exhibit " uniform" soil pmperties within the plant i footprint. These " uniform" sites would be evaluated as described in subsection 2.5.4.5.2.1. .w.= m2com m 42awi Revision: Draft T W95tingh0038 2-13 February,1997
FEB 27 '97 15:05 F rot 1 AP600 DESIGN CERT TO NRC PAGE.005 ) j {
2. Site Characterstics l
l To provide guidance for the site investigation of non-uniform sites, three non-uniform cases I are described that might occur for nucicar plants. For each of these cases, the type of site j i investigation is described. l 'I Sloping Bedrock Site 4 1 1
lhe sloping bedrock site as shown on Figure 2.5 2 is typical for a river front site where in
{ l the geologic past tlw bedmck has been eroded to a valley slope and then the valley was I subsequently filled with alluvium. The bedding in the rock is nearly horizontal, but the I surface of the rock is sloping on a strike parallel to the direction of the river. The shear wave 1 I velocity of the uniform soil layer overlying rock may vary between 1.000 and 2.500 feet per j i second. The shear wave velocity of 3.500 feet per second for the bedrock is representative i l of sites with a sloping rock surface. Sites where the bedrock has much higher shear wave i velocitics are not likely to exhibit such condidons. I i[ Investigations for a site with a sloping bedrock surface must define the depth to bedrock as l I a function of plan location and the shear wave velocity of the overlying soil and bedrock. The 1 bedrock profile can be identified in the same manner as described in subsection 2.5.4.5.2.1 i i for the various layers for a uniform site. The same criterion. i.e. deviations up to 5 percent { l of the depth are acceptaNe. More horings may be necessary than required for a uniform site i l in order to establish the variation in depth to bedrock within the nucicar island footprint. L I 1 I Undulatory Bedrock Site I j l An undulatory bedrock site as shown in Figure 2.5 3 is one where the bedding plancs in the I bedrock are (or nearly) horizontal but the surface is undulatory. Such a situation may occur I if the bedrock surface is an erosion surface in a marine or lake environment. Another j l example might be a limestone site ovedain by sapsollte as in the southeast United Starcs. The I undulations could be the result of differential weathering or by soft zones associated with I solution activity in the limestone. i I l 1 Investigations for a site with an undulatory bedrock surface associated with weathering or I karst condition must define the depth *o bedrock as a function of plan location and the shear i 1 wave velocity.of the ovedying soil and bedrock. For cases with the overlying soit layer l between the foundation level and the bedrock less than 40 feet, the panern dimensions of the i i undulations must be defined with borings. specifically the width and depth of the undulations. j l Boring spacings on the order of 10 feet may be required for undulations having dimensions I on the order of 20 feet in order to establish the variation in depth to bedrock within the I I nuclear island footprint. I Geologically I npacted Site i I A geologically impacted site as shown on Figure 2.54 is one where the bedrock has abrupt I facies change or has been interrupted either by a fault (shear zone) or by an intrusive such as I a dike. This leads to the possibility oflateral variation in the bedrock pn,rines affecting soil I structure interaction and bearing pressure. Three subcases are idenafied. 'Ihe first type Revision: Draft.weeanowowmen February,1977 2 14 T Westinghoues y
~ FEB 27 '97 15:06 FROM AP600 DESIGN CERT TO NRC PAGE.006 = w
2. Site Characteristia I
includes an abrupt facies change. The second type has a shear zone of varying width and I position. The third case is an intrusive dike of very competent rock compared to the I surrounding rocic l i l l Investigations for a geologically impacted site must define the width of the zone of the higher I (or lower) shear wave velocity. 'The location of the zone of higher (or lower) shear wave l velocity must be detennined in relation to the center of containment. 'The azimuths of the I bounding postulated vertical planes of the higher (or lower) shear wave velocity must be I determined. I I The zonc of the higher (or lower) shear wave velocity has been shown in Figure 2.5-4 1 bounded by non-curvilinear vertical parallel planes. It is recognized that such a situation is I highly unlikely in nature. A procedure similar to that described in subsection 2.5.4.5.2.1 for l identifying the horizontal layers of uniform sites can be used to define the nearly vertical I planes of a geologically impacted site. Deviations between the site condition and the idealized I postulated situations on the order 5 percent are considered acceptable. I I In order to define the width and location of the zone of higher (or lower) shear wave velocity, I the spacing of the borings will have to be on the order of 10 feet for a zone with a width of I 20 feet. It may be snore practical to trench the site to locate and define the dimensions and i I locations of the intrusive or shcar zone. thus eliminating many of the borings that would I otherwise be required. 1 l Acceptance criteria for non-uniform sites 1 l The key attribute for acceptability of the site for an AP600 is the bearing pmssure on the I underside of the basemat. This is a function of the subgrade modulus at the clevation of the 1 i I foundation. 'Ihe lateral variability of this subgrade modulus is acceptable if the layers satisfy i l the criteria for uniform soils given in subsection 2.5.4.5.2.1. A site having local soft or hard I spots within a layer or layers does not meet the criteria for a uniform site. The subgrade I modulus is a function of the properties of the layers below the foundation and failure of one l !ayer to meet the uniform criterion may not make the overall foundation unacceptabic. An I alternative evaluation criterion is therefore defined to evaluate sites that do not satisfy the I requirement for all layers to be uniform. 1 A site with nonuniform soil properties may be demonstrated to be acceptable by site-specific I analyses of the bearing pressures on the underside of a rigid rectangular basemat equivalent I to the nuclear island. Beanng pressures are calculated for dead and safe shutdown earthquake I loads. The safe shutdown earthquake loads am those fn>m the AP600 desi:;n soil case I representadve of the site-specific soll. Altcmatively, the safc shutdown carthquake loads may I be determined from a site-specific seismic analysis of the nuclear island. For the site to be I acceptable, the bearing pressures from the site specific analyses need to be less than or equal l to 120 percent of,the bearing pressures calculated in similar analyses for a site having uniform i soil properties. This evaluation method is expected to demonstrate that sloping and undulating I bedrock sites are =~ptmNe when the soit layer over the bedrock is sufficient. It will also .%-eemewnm Revision: Draft g Wagtingh0gse 2-15 February,1997 8
FEB 27 '97 15:06 FROM AP600 DESIGN CERT TO NRC PAGE.007
2. Site Characteristics I
show acceptability for geologically impacted sites where there is a soil layer between the l foundation level and the abrupt stiffness change of the bedrock. I 1 For sites having bedrock close to the foundation level the assumption of a rigid basemat may I be overly conservative because local deformation of the basemat will reduce the effect of local I soil variability. For such sites, a site specific analysis may be performed using.the AP600 { 4 I basemat model and methodology described in subsection 3.8.5. The safe shutdown earthquake I loads are those from the AP600 design soil case representative of the site-specific wil. I Altematively, bearing pressures may be determined from a site-specific soil structure l interaction analysis. For the site to be acceptable the bearing pressures from the site-specific I analyses need to be demonstrated to be less than the capacity of each portion of the basemat. 2.5.4.5.3 Excavation and Backfill - Information conceming the extent (horizontal and vertical) of seismic Category I excavations, fills. and slopes, if any will be addressed. The sources, i quantities, and static and dynamic engineering properties of bormw materials will be described in the site. specific application. The compaction requirements, results of field compaction tests, and fill material pmperties (such as moisture content, density, permeability, compressibility, and gradation) will also be pmvided. Information will be pmvided I conecming the specific soll retention system, for exampic. the soil nailing system including the length and size of the soil nails, which is based on actual soil conditions and applied construction surcharge loads. j 2.5.4.5.4 Ground Water Conditions - Gmundwater conditions will be described relative to the i foundation stability of the safety related structures at the site. The soil pmperties of the various layers under possible groundwater conditions during the life of the plant will be compared to the range of values assumed in the standard design in Table 2-1. 2.5.4.5.5 Response of Soil and Rock to Dynamic Loading The dynamic characteristics of the soil and rock will be compared to the assumptions made in the standard design regarding the variation i of shear wave velocity and material damping. The parametric analyses described in Appendices 2A and 2B cover a broad range of dynamic characteristics appropriate for most soil types (sand, silts, clays, gravels, and various combinations). The shear wave velocity (based on low strain best estimate soil properties) must be greater than or equal to 1000 feet per second For sites where the soil characteristics are outside the range considered in Appendix 2A.2 and Appendix 2B.2, site-specific soll structure interaction analyses may be performed by the Combined License applicant to demonstrate acceptability by comparison of floor response spectra at the following locations. These analyses would use the site specific soil conditions and site specific safe shutdown earthquake. The three components of the site specific ground motion time history must satisfy the enveloping criteria of Standard Review Plan 3.7.1 for the response spectrum for damping values of 2, 3,4. 5 and 7 percent and the envelopmg criterion for power spectral density function. Comparison of the floor response spectra at these locations is sufficient demonstration that the site scismic conditions are within the AP600 design basis. Revision: Draft.sumecanamzarsi February,1997 2-16 3 Westirgh00St
412 374 4887 F.EB 27 '97 15:33 FROM AP600 DESIGN CERT TO NRC PAGE.001 l l To: Diane Jackson, NRC 1
Subject:
Draft SSAR changes to support the senior management meeting February 27,1997 Attached are draft SSAR changes to provide a site interface on soit variability. These requirements are to be added to subsection 2.5.4.5.2 as a COL requirement. Also provided is a new subsection 3.8.5.4.3 to be added provide limits on construction sequence. i This information is provided in support of the March 3,1997 senior management meeting. Don Lindgren l l l l l l
FEB 27 '97 15:33 FROM AP600 DESIGN CERT TO NRC PAGE.002 1 e
2. Site Cicracteristio I
show acceptability for geologically impacted sites where there is a soil layer between the I foundation level and the abrupt stiffness change of the Imdrock. l I For sites having bedrock close to the foundation level the assumption of a rigid basemat may I be overly conservative because local defonnation of the basemat will reduce the effect of local I soll variability. For such sites, a site-specific analysis may be performed using the AP600 i basemat model and methodology described in subsection 3.8.5. The safe shutdown carthquake I loads are those from the AP600 design soil case representative of the site-specific soil. I Altematively, beadng pressures may be dercrmined from a site-specific soil structure l interaction analysis. For the site to be acceptable the bearing pressures from the site-specific 1 analyses need to be demonstrated to be less than the capacity of cach portion of the basemar. 2.5.4.5.3 Excavation and Backft!! - Information conceming the extent (horizontal and vertical) of seismic Category I excavations, fills, and slopes, if any will be addressed The sources, quantitics, and static and dynamic engineering properties of borTow materials will be described in the site-specific application. The compa tr. requirements. results of field compaction ~ tests, and fill material properties (such as moisture content. density, penneability, compressibility, and gradation) will also be provided. Information will be psuvided I concerning the specific soll retention system, for example. the soil nailing system, including the length and size of the soil nails, which is based on actual sod conditions and applied constniction surcharge loads. 2.5.4.5.4 Omund Water Conditions Groundwater conditions will be described relative to the foundation stabliity of the safety-related structures at the site. The soil properties of the various layers under possible groundwater conditions during the life of the plant will be compared to the range of values assumed in the standard design in Table 2-1. 2.5.4.5.5 Response of Soil and Rock to Dynamic Loading - The dynamic characteristics of the soil and rock will be compared to the assumpdons made in the standard design regarding the variation 1 of shear wave velocity and material damping. The parametric analyses described in Appendices 2A and 2B cover a broad range of dynamic charactedstics appropriate for most soil types (sand, silts, clays, gravels, and various combinations). 'Ihe shear wave velocity (based on low strain best estimate soil properties) must be greater than or equal to 1000 feet per second. For sites where the soil characteristics arc outside the range considered in Appendix 2A.2 and Appendix 2B.2, siterspecific soil structure interacdon analyscs may be performed by the Combined License applicant to demonstrate acceptability by comparison of floor response spectra at the following locations. 'Ihese analyses would use the site specific soil conditions and site specific safe shutdown earthquake. The three components of the site specific ground motion time history must satisfy the enveloping criteria of Standard Review Plan 3.7.1 for the response spectrum for damping values of 2,3. 4,5 and 7 percent and the enveloping criterion for power spectral density function. Comparison of the floor response spectra at these locations is sufficient demonstration that the site scismic conditions are within the AP600 design basis. Revision: Draft.w-mmeme Febmary,1997 2-16 3 Westinghouse 4
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N FEB 2797 15 35 FROM~AP600 DESIGN CERT TO NRC PAGE 006 3.8.5.4.3 Analysis for leads during Construction Construction loads are evaluated in the design of the nuclear island basemat This evaluation is performed for soll sites meeting the site interface requirements of subsection 2.5.4 at which seulement is predicted to be maximum. In the expected basemat construction sequence, concrete for the mat is placed i:1 a single placement. Construction continues with a portion of the shield building foundation and containment interior structure and the walls of the auxiliary building. 'Ihe critical location for shear and moment in the benemar is around the perkncter of the shield building. Once the shield building and auxiliary building walls are completed to elevation 82' 6". the load path dianges and loads are resisted by the hasamar stiffened by the shear walls. LoclLcd-in stresses during construction become accondary after comptedon of the auxiliary building walls. They do not reduce the strength of the section and are not included in the design load combinations for the completed structure. ~ Allemate construction scenarios and schedules are analyzed to confirm the adequacy of the basemat for unexpected changes in the construction plan. These analyses of altemate construction scenarios show that member forms in the basemat are acceptable. For soft soil -( sites, the auxiliary building must bc completed to elevation 82' 6" prior to placement of \\ concretc in the shictd building above elevation 82' 6" or in the containment intemal structures above elevation 83' 0". Por construction sequences in which the auxiliary building progresses ahead of the shield building, concrete should not be placed in the auxiliary building above i elevation 117' 6" before the shield building is completed to clevation 82' 6". i ' ~ TTE PAGE.006 ** ~
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