MHI's Second Responses to US-APWR DCD RAI No. 800-5879

AkMITSUBISHI HEAVY INDUSTRIES, LTD.

16-5, KONAN 2-CHOME, MINATO-KUTOKYO, JAPAN

November 1, 2011

Document Control DeskU.S. Nuclear Regulatory CommissionWashington, DC 20555-0001

Attention: Mr. Jeffery A. Ciocco

Docket No. 52-021MHI Ref: UAP-HF-11372

Subject: MHI's Second Responses to US-APWR DCD RAI No. 800-5879 Revision 3 (SRP03.07.02)

Reference: 1) "Request for Additional Information No. 800-5879 Revision 3, SRP Section:03.07.02 - Seismic Systems Analysis," dated 08/05/2011.

2) "MHI's Responses to US-APWR DCD RAI No. 800-5879 Revision 3,"UAP-HF-11298, dated 09/07/2011.

With this letter, Mitsubishi Heavy Industries, Ltd. ("MHI") transmits to the U.S. NuclearRegulatory Commission ("NRC") a document entitled "Response to Request for AdditionalInformation No. 800-5879, Revision 3."

Enclosed is the response to one RAI contained within Reference 1. This transmittal, inaddition to four RAI responses previously provided in Reference 2, completes the response tothis RAI.

Please contact Dr. C. Keith Paulson, Senior Technical Manager, Mitsubishi Nuclear EnergySystems, Inc. if the NRC has questions concerning any aspect of this submittal. His contactinformation is provided below.

Sincerely,

Yoshiki Ogata,General Manager- APWR Promoting DepartmentMitsubishi Heavy Industries, LTD.

Enclosure:

1. Response to Request for Additional Information No. 800-5879, Revision 3

CC: J. A. CioccoC. K. Paulson

Contact InformationC. Keith Paulson, Senior Technical ManagerMitsubishi Nuclear Energy Systems, Inc.300 Oxford Drive, Suite 301Monroeville, PA 15146E-mail: [email protected]: (412) 373-6466

Docket No. 52-021MHI Ref: UAP-HF-11372

Enclosure 1

UAP-HF-11372Docket No. 52-021

Response to Request for Additional Information No. 800-5879,Revision 3

November, 2011

RESPONSE TO REQUEST FOR ADDITIONAL INFORMATION

11/01/2011

US-APWR Design Certification

Mitsubishi Heavy Industries

Docket No. 52-021

RAI NO.: NO. 800-5879 REVISION 3

SRP SECTION: 03.07.02 - Seismic System Analysis

APPLICATION SECTION: 3.7.2

DATE OF RAI ISSUE: 8/5/2011

QUESTION NO. RAI 03.07.02-90:

In reviewing MHI's technical report MUAP-10024(RO), the staff found several areas that lackedclarity and/or specificity. The Applicant is requested to provide the following clarifications:

(1) Subsection 2.3 of MUAP-10024(R0), "Governing Codes and Deign Standards," it states in part,"The following industry codes and standards are applicable for the structural design andanalysis of the AC/B.

- ACI 318-08, Building Code Requirements for Structural Concrete and Commentary,American Concrete Institute, 2008 (Reference 7-3)"

Under References (page 13) item 7-3 reads "ACI 318-05, 'Building Code Requirements forStructural Concrete and Commentary,' American Concrete Institute, 2005." The Applicant isrequested to specify which edition of the ACI Code applies, 2005 or 2008, and correct thisdiscrepancy.

(2) In subsection 6.3.1 of MUAP-10024(R0), "Calculations," the 4th bullet (page 11) states"Identification of any computer calculation, including computer type, computer program name,revision identification, inputs, outputs, evidence of or reference to computer programverification, and the bases (or reference thereto) supporting application of the computerprogram to the specific physical problem."

The Applicant is requested to specify what computer programs are to be used in the design andanalysis of the AC/B.

(3) Subsection 6.3.2 of MUAP-10024(RO) lists the various structural elements that will be includedin the structural drawings of the AC/B. There is no entry for a structural framing plan andelevation for the structural steel portion of the AC/B.

The Applicant is requested add a structural framing plan and an elevation for the structural steelportion of the AC/B.

3.7.2-1

(4) Tables 5-1 and 5-2 in MUAP-10024(R0) give detailed material properties for the concrete andconcrete steel reinforcing bars used in the AC/B. However, no such information is presentedfor the structural steel used in a portion of the AC/B.

The Applicant is requested to include a table in the MUAP-10024(RO) for the detailed materialproperties of the structural steel used in the AC/B.

ANSWER:

(1) The detailed seismic analysis and design of the access control building (AC/B) is inaccordance with the 2006 edition of the International Building Code (IBC) as stated in DCDSubsection 3.7.2.8.1 and as stated in Subsections 2.2 and 6.1 of the MUAP-10024(R0).Chapter 35 of the IBC references the 2005 edition of ACI 318 for the design and analysis ofconcrete buildings. Subsection 2.3 of MUAP-10024 will be revised to correct ACI 318-08 toACI 318-05 to be consistent with Reference 7-3 of the report.

(2) Typical computer software programs used for the design and analysis of concrete buildingssuch as the AC/B are STAAD V8i Build 4 and ANSYS Release 11.1. Later versions of theseprograms or other computer software programs may be used for the design and analysis ofthis building.

(3) Structural steel used is for steel stairs within the concrete stairway wells, for miscellaneousplatforms for servicing building equipment, and for miscellaneous embedded steel. As statedin Section 4.2 of MUAP-10024, structural steel framing may be used as formwork to supportsteel deck, and these members may remain in place after construction. As requested, bulletitems will be added in Subsection 6.3.2 of MUAP-10024 to cover the structural steel framing,deck, and miscellaneous structural and embedded steel.

(4) As requested a new Table 5-3 for "Structural Steel Properties" is added to MUAP-10024,

Revision 1.

Impact on DCD

There is no impact on the DCD.

Impact on R-COLA

There is no impact on the COLA.

Impact on S-COLA

There is no impact on the COLA.

Impact on PRA

There is no impact on the PRA.

Impact on Technical/Topical Report

3.7.2-2

See the Attachment 1 mark-up of MUAP-10024, Subsections 2.3, 5.3 and 6.3, and Table 5-3,changes to be incorporated, which includes the previously submitted RAI responses for questions03.07.02-86, 03.07.02-88 and 03.07.02-89 of this RAI.

(1) First bullet item of Subsection 2.3 is revised to read as follows:

"ACI 318-05, Building Code Requirements for Structural Concrete and Commentary,American Concrete Institute, 2005 (Reference 7-3)

(2) There is no impact for this part of the question in a Technical/Topical Report.

(3) Subsection 6.3.2 is revised to add the following bullet items:

* Miscellaneous Structural Steel for Steel Stairs and Service Platforms

" Framing Plan for Structural Steel and Decking (for any formwork permanently left inplace)

" Plan and Elevations for Miscellaneous Embedded Steel where required

(4) Add new Table 5-3 "Structural Steel Properties" following Table 5-2.

This completes MHI's responses to the NRC's questions.

3.7.2-3

Atachme

MUAP-10024(RO)Structural Design Criteria

for US-APWR Access Building

List of Tables

Table 3-1

Table 5-1

Table 5-2

Table 5-3

Load Combinations and Load Factors for AC/B ConcreteStructure

Concrete Material Properties for the AC/B

Concrete Reinforcement Properties

Structural Steel Prooerties

14

15

15

15 7DCD-0307.02-90

Mitsubishi Heavy Industries, LTD. ii

Structural Design Criteria MUAP-10024(RO)for US-APWR Access Building

1.0 INTRODUCTION

This design criteria provides the structural design criteria for the access control building (AC/B)for the US-APWR. This standard design is performed in support of the submittal to the NuclearRegulatory Commission (NRC) of US-APWR Design Control Document (DCD) (Reference7-1). The AC/B is one of the structures comprising the standard plant structures, but isnon-seismic (NS) category and non-safety related category construction.

As a nuclear NS structure, the AC/B is not required to satisfy the requirements of 10 CFR Part50, Appendix S, "Earthquake Engineering Criteria for Nuclear Power Plants." Instead, theAC/B is designed to meet the seismic requirements of the International Building Code (IBC)(Reference 7-2). This document summarizes the requirements for the stress analyses and I DOD 03.

sizing of the building structure to satisfy the requirements of Subsection 3.2.1.1.3 of the DCD 07.02-86

(Reference 7-1).

Mitsubishi Heavy Industries, LTD. IMitsubishi Heavy Industries, LTD. 1

Structural Design Criteria MUAP-10024(R0)for US-APWR Access Building

2.0 DESIGN BASIS

2.1 Safety Category

The AC/B meets the requirements as one of the remaining power block buildings in DCD(Reference 7-1) Subsection 1.2.1.7.1 that is non safety-related. The AC/B is functionallyincluded within the US-APWR standard plant, and is designed to load conditions that envelopethe probable sites within the contiguous US.

2.2 Seismic Category

The AC/B is defined as a nuclear NS structure in Table 3.2-4 of the DCD (Reference 7-1).The AC/B is therefore not required to satisfy the requirements of 10 CFR Part 50, Appendix S,"Earthquake Engineering Criteria for Nuclear Power Plants." Instead, the AC/B is designed tosatisfy seismic requirements of Occupancy Category IV in accordance with the InternationalBuilding Code (IBC) (Reference 7-2).

2.3 Governing Codes and Design Standards

The following industry codes and standards are applicable for the structural design and analysisof the AC/B.

" ACI 318-085, Building Code Requirements for Structural Concrete and Commentary, DCD_03.American Concrete Institute, 20082005 (Reference 7-3) 07.02-90

• ANSI/AISC 360-05, Specification for Structural Steel Buildings, American Institute ofSteel Construction, Inc., 2005 (Reference 7-4)

• ASCE 7-05, Minimum Design Loads for Buildings and Other Structures, AmericanSociety of Civil Engineers, 2005 (Reference 7-5)

• ASCE 37-02, Design Loads on Structures During Construction, American Society of CivilEngineers, 2002 (Reference 7-6)

" ACI 224R, Control of Cracking in Concrete Structures, American Concrete Institute,2001 (Reference 7-7)

" International Building Code (IBC), International Code Council, 2006 (Reference 7-2)

2.4 Structural Acceptance Criteria

Structural acceptance criteria are in accordance with ACI 318 (Reference 7-3). Structuralacceptance criteria for any structural steel components utilized in the design of the structureshall be in accordance with AISC 360-05 (Reference 7-4). The deflections of the structuralmembers are limited to the maximum values as specified in ACI 318 and AISC 360.

2.5 NRC Regulatory Guidance

The following NRC documents have been reviewed for applicability to the AC/B.

Mitsubishi Heavy Industries, LTD. 2


4.0 BUILDING DESCRIPTION

4.1 General Description

The AC/B is a separate building that houses the equipment and control facilities associatedwith the entry of personnel into the Auxiliary Building (AB). The health physics facilities arelocated within a radiological controlled area (RCA) within the AC/B. Access to the AB isnormally through the entry/exit area of the RCA of the AC/B. The health physics facilityconsists of hot laboratories, personnel and equipment decontamination areas, radiationmonitoring areas, a count room, a protective clothing dressing room, and a stairway. Thehealth physics facility is isolated from the rest of the AC/B by interior concrete walls, whichform the boundaries of the RCA.

The other main function of the AC/B is to house the TSC that is used in the event of an

emergency.

The equipment located in the AC/B is classified as non-safety, and non-seismic.

Refer to Figures 1-1 through 1-7 for a general layout of the AC/B. The west wall of the AC/B isadjacent to a portion of the east wall of the auxiliary building (A/B). The AC/B and adjoiningA/B, including basemats, are structurally separated by a seismic gap of at least 4 inches atand below the grade.

4.2 Structural Geometry

The AC/B is a rectangular building having a footprint of 165'- 0" x 56'-0". The elevation of theroof at the TSC is 48'-2". It consists of five floors, two of which are below grade.

The AC/B is a low-rise, simple rigid diaphragm building which conforms to the requirements ofASCE/SEI 7-05 Subsections 6.4.1.1 and 6.4.1.2 (Reference 7-5). Therefore, the AC/B isanalyzed for design wind loads using method 1 of ASCE/SEI 7-05 (Reference 7-5). Reinforcedconcrete shearwalls serve as the main lateral force resisting system. In some areas, interiorsteel frames will provide support for the floors or roofs. The floors and roof will be cast-in-placeconcrete diaphragms using steel deck as formwork.

The AC/B is not required by either the IBC or the DCD to be designed for design basis tornado D_03.effects or SSE loading. and consequently it could potentially fail duo to dosig, basis tornado 90-889loading. However, since its location is sufficiently far away from seismic category I structures,and adjacent safety-related SSCs buried in the plant yard, the collapse of the AC/B would notimpact any adjacent safety-related SSCs. The AC/B may also have localized failure due totornado loading; however, the design precludes the generation of missiles that are not boundedby DCD Subsection 3.5.1.4 (Reference 7-1). The locations of any safety-related SSCs in theplant yard adjacent to the AC/B, including those which may be field routed, are reviewed prior toinstallation to ensure that their distances away from the AC/B and/or burial depths aresufficient to prevent potential failure effects that could jeopardize their function and integrity.Therefore, the ability of other SSCs to perform their intended safety functions is not affected by [C7§03the potential collapse or localized failure of the AC/B due t' tornado loading. i88D


Structural Design Criteriafor US-APWR Access Building

MUAP-10024(RO)

5.0 STRUCTURAL MATERIAL REQUIREMENTS

5.1 Concrete

Concrete utilized in the AC/B will have the properties shown in Table 5-1.

5.2 Reinforcement

Concrete reinforcement shall be deformed bars conforming to ASTM A 615, Grade 60, orASTM A 706, Grade 60. These bars possess the properties given in Table 5-2.Reinforcement splices shall comply with ACI 318, Chapter 12 (Reference 7-3). Welding ofreinforcing steel is Ret-am4iGipatedminimized, howeveris-te ,if used, shall be performed in DCD_03.accordance with American Welding Society (AWS) D1.4 (Reference 7-13)fappliable. 07.02-89

5.3 Structural Steel

Material properties and requirements for any structural steel components utilized in the design DCD_03.of the structure shall be in accordance with the following standards and possess the roerties 07.02-90given in Table 5-3:

" Structural Steel: ASTM A36 (Fy = 36 ksi) or A992 (Fy = 50 ksi)

" High strength bolts: ASTM A325 or A490

" Anchor bolts (rods): ASTM A307 or F1554

- Steel floor decking: ASTM A446 A653 or A1008with minimum Fy= 33 ksi DCI 0 3.0°00- Studs: ASTM A 108



* Structural calculations

• Identification of originator, reviewer, and approver.

6.3.2 Drawings

Structural drawings of the AC/B will include the following elements:

" Foundation Plan and Elevation

" General Bar Arrangement for Foundation

• General Bar Arrangement for Concrete Structure

" Framing Plan for Concrete Structure

• Framing Elevation for Concrete Structure

* Member List, including columns, girders, beams, slabs and walls.-

" Miscellaneous Structural Steel for Steel Stairs and Service Platforms

" Framing Plan for Structural Steel and Decking (for any formwork permanently left in DCD_03,

place) 07,02-90

" Plan and Elevations for Miscellaneous Embedded Steel where required


Structural Design Criteriafor US-APWR Access Building

MUAP-10024(RO)

Table 5-1 Concrete Material Properties for the AC/B

Compressive Modulus of Shear Poisson's Thermal Unit WeightBuilding Strength Expansion We

fc Elasticity Modulus Ratio Coefficient Wc(psi) Ec(1) (ksi) Gc (2)(ksi) v a (ft/ft/OF) (pcf)

AC/B 4,000 3,605 1,540 0.17 5.5 X 10-6 150

Notes:

1. Ec = 57000' f'e (Sect. 8.5.1, ref. 7-3)

2. Gc ( Ec (Formula 2.2-7, ref. 7-14)2.T( at+Pv)

Table 5-2 Concrete Reinforcement Properties

ASTM Minimum Yield Minimum Tensile Elongation(i)Specification Stress (psi) Strength (psi)

#3 thru #6 bars 9%A 615, Gr. 60 60,000 90,000 #7 & #8 bars 8%

#9 thru #18 bars 7%#3 thru #6 bars 14%

A 706, Gr. 60 60,000 80,000 #7 & #11 bars 8%#14 thru #18 bars 10%

A 970 60,000 80,000(2) Same as A 706, Gr. 60(2)

Notes:1. Elongation in 8 in, min %

2. Use A706, Gr. 60, values. Per ASTM A970 specification paragraph 5.1, for welded headed bars, thereinforcing bars shall conform to Specification A706/A706M. For forged headed bars or threaded headedbars, the reinforcing bars shall conform to Specification A615/A615M or A706/A706M, as specified by thepurchaser.

Table 5-3 Structural Steel Properties

ASTM Specification Minimum Yield Stress (psi) Minimum Tensile Strength (psi)

A36 or A992 36,000 or 50,000 --

A325 or A490 -- 120,000/105,000 or 150,000

A307 or F1 554 -- 60,000 or 58,000 to 125,000

A653 or A1008 33,000 --

DCD[03.07.02-90


Documents

MHI's Second Responses to US-APWR DCD RAI No. 800-5879