2012/06/27 CCNPP3 COLA - UN12-055 RAI 253 - NRC

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CCNPP3COLA PEmails

From: Clinton, Juanita D [[email protected]]Sent: Wednesday, June 27, 2012 6:13 PMTo: Quinn-Willingham, Laura; Kennedy, SilasSubject: UN12-055 RAI 253Attachments: image001.png; UN12-055_RAI-253_20120621.pdf

Juanita Clinton Executive Assistant, Regulatory Affairs and Engineering UniStar Nuclear Energy 750 E. Pratt Street, 16th floor Baltimore, MD 21202 410-369-1916 (office) 443-938-0725 (cell)

Hearing Identifier: CalvertCliffs_Unit3Cola_Public_EX Email Number: 2867 Mail Envelope Properties (3C7CDA55312D5C45927295D151CFEA09DFBA9A) Subject: UN12-055 RAI 253 Sent Date: 6/27/2012 6:12:41 PM Received Date: 6/27/2012 6:14:29 PM From: Clinton, Juanita D Created By: [email protected] Recipients: "Quinn-Willingham, Laura" <[email protected]> Tracking Status: None "Kennedy, Silas" <[email protected]> Tracking Status: None Post Office: BY2PRD0810MB368.namprd08.prod.outlook.com Files Size Date & Time MESSAGE 261 6/27/2012 6:14:29 PM image001.png 4971 UN12-055_RAI-253_20120621.pdf 1821199 Options Priority: Standard Return Notification: No Reply Requested: No Sensitivity: Normal Expiration Date: Recipients Received:

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10 CFR 50.410 CFR 52.79

June 21, 2012

UN#12-055

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

Subject: UniStar Nuclear Energy, NRC Docket No. 52-016Response to Request for Additional Information for theCalvert Cliffs Nuclear Power Plant, Unit 3, RAI 253, Seismic System Analysis

References: 1) Surinder Arora (NRC) to Robert Poche (UniStar Nuclear Energy), “FINAL RAI 253 SEB2 4788” email dated July 12, 2010

2) UniStar Nuclear Energy Letter UN#12-041, from Mark T. Finley to Document Control Desk, U.S. NRC, RAI 253, Seismic System Analysis, dated May 3, 2012

The purpose of this letter is to respond to the request for additional information (RAI) identified in the NRC e-mail correspondence to UniStar Nuclear Energy, dated July 12, 2010 (Reference 1). This RAI addresses Seismic System Analysis, as discussed in Section 3.7 of the Final Safety Analysis Report (FSAR), as submitted in Part 2 of the Calvert Cliffs Nuclear Power Plant (CCNPP) Unit 3 Combined License Application (COLA), Revision 8.

Reference 2 indicated that a response to RAI 253, Question 03.07.02-45 would be provided to the NRC by June 21, 2012. Enclosure 1 provides our response to RAI 253, Question 03.07.02-45 and includes revised COLA content. A Licensing Basis Document Change Request has been initiated to incorporate these changes into a future revision of the COLA.

750 East Pratt Street, Suite 1600Baltimore, Maryland 21202

Mark T. FinleySenior Vice President, Regulatory Affairs & Engineering

UN#12-055

Enclosure 1

Response to NRC Request for Additional Information RAI No. 253, Question 03.07.02-45, Seismic System Analysis

Calvert Cliffs Nuclear Power Plant, Unit 3

Enclosure 1UN#12-055Page 2 of 5

RAI 253

Question 03.07.02-45

Follow-up to Question 03.07.02-17

In the background portion of its response, the applicant stated that certain SSCs within the fire protection/suppression systems (including the Fire Water Storage Tanks and Fire Protection Building) do not fall into the category of SSCs that have the potential to interact with their proximate Seismic Category I SSCs, and thus these SSCs comply with SRP 3.7.2 Acceptance Criteria 8A. Criterion 8A states that “The collapse of the non-Category I structure will not cause the non-Category I structure to strike a Category I structure.” However, both the Fire Water Storage Tanks and Fire Protection Building are designated as Seismic Category II-SSE (SC II-SSE) and are designed to remain elastic under SSE excitation. Therefore they are designed not to collapse and as such meet Acceptance Criterion 8C of SRP 3.7.2. The applicant is requested to clarify its response in this regard.

In the first paragraph under the first bullet of the Response section, the applicant states that, “Both Cat II and Cat II-SSE SSCs will be designed to remain elastic at the SSE excitation.” However, it also states that the design will be based on codes and standards such as ASCE 4-98, ACI 349 as appropriate. The staff finds this part of the the applicant’s response to be too general, and it does not provide the staff with the information needed to determine if the approach used by the applicant will result in the SC II-SSE structures remaining elastic under an SSE excitation. The seismic design requirements for the SC II-SSE structures are similar to seismic category I structures, and they are required to remain functional after an SSE. Therefore, in order for the staff to conclude that these structures will remain functional after an SSE, the applicant is requested to provide details of the seismic analysis of these structures (seismic models, method of analysis, modeling of fluid-structure interaction for the Fire Water Storage Tanks, etc.), following the guidance provided in SRP 3.7.2 and 3.7.3, and include this information in the FSAR.

In the second paragraph under the first bullet of the Response section, the applicant states that Cat II-SSE SSCs which include mechanical/electrical equipment and piping will be qualified as if they are Seismic Category I SSCs. The applicant is requested to describe in detail how the in-structure response spectra, if required, are developed to support this qualification.

In the third paragraph under the first bullet of the Response section, there is a discussion of seismic margin as it pertains to reactor core damage. The applicant is requested to clarify why this discussion has been introduced into the response and its relevance to the design of the SC II and SC II-SSE portions of the Fire Protection System.

In the fourth paragraph under the first bullet of the Response section, the applicant states that Cat II-SSE SSCs and those Cat II SSCs that are in the proximity of Cat I SSCs will be designed using the site SSE spectrum. It then states that in light of their potential for interaction with the U.S. EPR standard plant SSCs, the rest of the Cat II and Cat II-SSE SSCs will be designed using the Certified Seismic Design Response Spectrum (CSDRS) to assure equivalent margin as that for the standard plant SSCs. Because it is not clear from the response, the applicant is requested to provide in a tabular format the Cat II-SSE SSCs and Cat II SSCs referred to and the design ground motion spectrum to be used for each. For the CSDRS, the applicant is requested to clarify to which CSDRS it is referring (soft, medium or hard soil case) and to


describe the implications of the fact that the CSDRS at low frequencies fails to envelope the site SSE. The information provided in this response should be included in the FSAR.

In the first paragraph under the second bullet of the Response section, the applicant states that the methods of analysis and acceptance criteria for the above ground portions of the fire protection system that are SC II-SSE are provided in U.S. EPR FSAR Section 3.9.2.2.2 (which references the AREVA Piping Topical Report) and in U.S. EPR FSAR Section 3.12. For buried segments the applicant states these requirements are provided in U.S EPR FSAR Section 3.12.3.8 (which also references the AREVA Piping Topical Report). The AREVA topical report presents the U.S. EPR Design Certification code requirements, acceptance criteria, analysis methods and modeling techniques for ASME Class 1, 2 and 3 piping and pipe supports while Section 3.12 addresses ASME Code Class 1, 2, and 3 piping systems, piping components, and their associated supports. In neither case are the requirements or acceptance criteria for fire protection piping identified. In Table 3.2-1 for Fire Suppression Systems of the UHS MWIS, UHS EB, and Fire Protection Building and for standpipes and hose stations of the UHS MWIS and UHS EB, under the “Comments/Commercial Code” column, the ANSI/ASME B31.1 piping code is listed as being applicable. The applicant is requested to provide additional information which specifically describes the methods of analysis (seismic models, seismic input, damping values,etc.), design allowable stresses, and the piping design codes that will be used for SC II and SC II-SSE Fire Protection Systems and include this information in the FSAR.

The staff requests this information to assist in understanding the seismic methods and acceptance criteria used for fire-protection structures systems and components (SSCs) and how the design of those fire protection SSCs classified as SC II-SSE ensures they remain functional following a design basis earthquake event.

Response

UniStar Nuclear Energy is removing the Category II-SSE classification of the Fire Protection System (FPS) from the Calvert Cliffs Nuclear Power Plant (CCNPP) Unit 3 Combined License Application (COLA). As specified in Section 4.3.1.4 of the U.S. EPR FSAR, some nonsafety-related systems and components do not fall within the criteria for classification as Seismic Category I or II, but may still be subject to seismic design criteria that are incorporated in, or invoked by, an applicable commercial or industry code. These structures, systems, and components (SSCs) are classified as conventional seismic (CS). The FPS will be a seismically qualified system consistent with the seismic requirements of the U.S. EPR FSAR Revision 3 Sections 3.2, 3.7.2.8, and 9.5. As specified in Section 3.7.2.8 of the U.S. EPR FSAR, the Fire Protection Building (FPB) and Fire Water Storage Tanks (FWSTs) are CS structures. As specified in Section 9.5, the Fire Water Distribution System (Piping) is classified as: (a) Category II (Cat II) for piping within Category I (Cat I) facilities; (b) Cat I for piping within penetration of containment; and (c) Non-Seismically Classified (NSC) elsewhere. The SSCs categorized as CS comply with Standard Review Plan (SRP) 3.7.2 Acceptance Criteria 8Awhich states that “The collapse of the non-Category I structure will not cause the non-Category I structure to strike a Category I structure.”

COLA markups are provided to make the CCNPP Unit 3 COLA consistent with the U.S. EPR classification. Table 1 specifies the adopted classification for the CCNPP Unit 3 FPS.


Table 1

FPS SSC SEISMIC

Fire Water Distribution System, Conventional Area (NSC) NSCFire Water Distribution System, Conventional Area (CAT II) IIFire Water Storage Tanks CSFire Protection Building CSFire Water Distribution System within RWPB/NAB (NSC) NSCFire Water Distribution System within RWPB/NAB (CAT II) IIFire Water Distribution System MWIS (Outside Loop) IIFire Water Distribution System MWIS (Inner Loop) II

I - Seismic Category III - Seismic Category IICS - Conventional SeismicNSC - Non-Seismically ClassifiedRWPB - Radioactive Waste Processing BuildingMWIS - Makeup water intake structure

Basis for the CCNPP Unit 3 FPS Design

The CCNPP Unit 3 FPS will be designed according to the following criteria:

� Consistent with Section 9.5 of the U.S. EPR FSAR, the seismic design of the FWSTsis in accordance with American National Standards Institute (ANSI) and American Water Works Association (AWWA) ANSI/AWWA D100-2005, “Welded Steel Tanks for Water Storage,” (ANSI/AWWA, 2005), referenced by the National Fire Protection Association (NFPA) “Standard for Water Tanks for Private Fire Protection.” The seismic design of the FWSTs is in accordance with the American Society of Civil Engineers (ASCE) Standard ASCE 43-05, “Seismic Design Criteria for Structures, Systems and Components in Nuclear Facilities” (ASCE, 2005), with the seismic demand on the structure calculated from the site Safe Shutdown Earthquake (SSE).

� Consistent with Section 9.5 of the U.S. EPR FSAR, the seismic design of the FPB is in accordance with the American Society of Civil Engineers (ASCE) Standard ASCE 43-05, “Seismic Design Criteria for Structures, Systems and Components in Nuclear Facilities” (ASCE, 2005), with the seismic demand on the structure calculated fromthe site SSE.

� Consistent with the U.S. EPR FSAR, the portion of the underground fire main which supplies fire protection water to the seismically qualified standpipe and hose system is designed to remain functional following an SSE. Isolation valves between seismically qualified portions of the underground fire main and non-seismically qualified portions must remain functional following an SSE, so that they can be manually closed. The portion of the inside fire water distribution system which supplies fire protection water to the seismically qualified standpipe and hose system is designed to remain functional following an SSE. Isolation valves between


seismically qualified portions of the inside fire water distribution system and non-seismically qualified portions must remain functional following an SSE, so that they can be manually closed.

� Seismically qualified FPS piping mains will be designed according to ASCE 4-98, 1983 ASCE Report “Seismic Response of Buried Pipes and Structural Components,”and the AREVA Topical Report ANP 10264, “U.S. EPR Piping Analysis and Pipe Support Design Topical Report.”

The reference to the Seismic Category II-SSE seismic classification is being deleted from the CCNPP Unit 3 COLA as identified in the COLA Impact section of this response. Therefore, questions relating to the details of the previous Category “Cat II-SSE” are not specifically addressed in this response. The seismic evaluation of SSCs designated as CS will be completed during the detailed design of CCNPP Unit 3, after COL Issuance.

The FPS seismic design basis meets the CCNPP Unit 3 site specific SSE. UNE will remove text in the COLA that references the Certified Seismic Design Response Spectra (CSDRS) as the basis for the design of the FPS.

In the third paragraph under the first bullet of the response to RAI No. 65 Question 03.07.02-171, there is a discussion of seismic margin as it pertains to reactor core damage, which is no longer applicable due to the removal of the Seismic Category II-SSE seismic classification.

COLA Impact

Enclosure 2 provides the COLA impact of the response to RAI 253, Question 03.07.02-45.

1 UniStar Nuclear Energy Letter UN#09-519, from Greg Gibson to Document Control Desk, U.S. NRC, Response to Request for Additional Information for the Calvert Cliffs Nuclear Power Plant, Unit 3, FSAR Section 3.7 and response to FSAR Section 3.7 RAI sets 19, 25, 58, 63, 65,112,113,139,158,159,167,168,179,180,181, and 193, dated December 29, 2009

Enclosure 2UN#12-055

Enclosure 2

Calvert Cliffs Nuclear Power Plant, Unit 3

Changes to CCNPP Unit 3 COLA Associated with Response to RAI No. 253,Question 03.07.02-45

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FSAR: Section 2. Site Characteristics

CCNPP Unit 3 2-3© 2007-2012 UniStar Nuclear Services, LLC. All rights reserved.

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grain size analysis. The suitability of the design elevation will be determined based on DCP testcorrelation, grain size, and the soil color code. The grain size and soil color will helpdifferentiate between Stratum lIa Chesapeake Clay/Silt and Stratum lIb Chesapeake Sand.

Structural backfill placement will not begin until the unsuitable material of the final excavationgrade has been verified and approval received from the Geotechnical Engineer. TheGeotechnical Engineer will be responsible for final approval of the foundation soils. Ageologist will map the exposed stratum. Photos and videotape of the exposed stratum will becollected for documentation. Finally, acceptance will be documented on a Final FoundationAcceptance form that is completed by the responsible parties and included in the report.

Permanent excavation and fill slopes, created due to site grading, are addressed in Section2.5.5. Temporary excavation slopes, such as those for foundation excavation, are graded on aninclination not steeper than 2:1 horizontal:vertical (H:V) or even extended to inclination 3:1H:V, if found necessary, and having a factor of safety for stability of at least 1.30 for staticconditions.

Excavation for the Ultimate Heat Sink Makeup Water Intake Structure is different than that forother CCNPP Unit 3 structures, as shown in Figure 2.5-165. Given the proximity of thisexcavation to the Chesapeake Bay, this excavation is made by installing a sheetpile cofferdamthat not only provides excavation support but also aids with the dewatering needs. This isaddressed further in Section 2.5.4.5.4.

Excavation for Seismic Category I electrical duct banks and pipes in the Powerblock Areainvolve the removal of Stratum I Terrace Sand in its entirety to the top of Stratum IIaChesapeake Clay/Silt. Such excavation is required since the Stratum I layer has potential forliquefaction, as indicated in Section 2.5.4.8.

2.5.4.5.3 Compaction Specifications

Testing of structural backfill is described in Section 2.5.4.2.4. For foundation support andbackfill against walls, structural fill should be granular in nature, with well graded sand, gravelor crushed gravel, and typically should not contain more than 10 percent by weight ofmaterial passing No. 200 sieve and no less than 95 percent by weight passing the 3/4 inchsieve. The maximum allowable aggregate size shall be 1 inch. Gradation shall be determinedin accordance with ASTM D422 and D1140. Structural fill should consist of durable materialsfree from organic matters or any other deleterious or perishable substances, and of such anature that it can be compacted readily to a firm and non yielding state.

Structural fill will be compacted at a moisture content of ±3 percent of the optimum, andcompaction will be done to 95 percent of Modified Proctor optimum dry density. Themaximum dry density and optimum moisture content is determined in accordance with ASTMD1557, "Standard Test Methods for Laboratory Compaction Characteristics of Soil UsingModified Effort (56,000 ft lbf/ft3(2700 kN m/m3))," (ASTM, 2009).

Fill materials need to be placed in horizontal layers usually not greater than 8 inches in loosethickness. Each layer is required to be spread evenly and mixed thoroughly to obtainuniformity of material and moisture in each layer. When the moisture content of the fillmaterial is below that specified, water needs to be added until the moisture content is asspecified. When the moisture content of the fill material is too high, the fill material needs tobe aerated through blading, mixing, or other satisfactory methods until the moisture contentis as specified. After each fill layer has been placed, mixed and spread evenly, it needs to be

FSAR: Section 2.5 Geology, Seismology, and Geotechnical Engineering


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thoroughly compacted to the specified degree of compaction. Compaction needs to beaccomplished by acceptable types of compacting equipment. The equipment is required to beof such design and nature that it is able to compact the fill to the specified degree ofcompaction. Compaction should be continuous over the entire area and the equipmentshould make sufficient passes to obtain the desired uniform compaction.

Continuous geotechnical engineering observation and inspection of fill placement andcompaction operations is required to certify and ensure that the fill is properly placed andcompacted in accordance with the project plans and specifications. Field density tests inaccordance with ASTM D1556 "Standard Test Method for Density and Unit Weight of Soil inPlace by Sand Cone Method, American Society for Testing and Materials" (ASTM, 2007b) arerequired to be performed for each layer of fill. Moisture content may be determined in thelaboratory in accordance with ASTM D2216, "Standard Test Methods for LaboratoryDetermination of Water (Moisture) Content of Soil and Rock by Mass" (ASTM, 2005c) or in thefield using nuclear methods in accordance with ASTM D6938 "Standard Test Method forIn Place Density and Water Content of Soil and Soil Aggregate by Nuclear Methods (ShallowDepth)," (ASTM, 2008b). If the surface is disturbed, the density tests are to be made in thecompacted materials below the disturbed zone. When these tests indicate that the degree ofcompaction of any layer of fill or portion thereof does not meet the specified minimumrequirement, the particular layer or portions requires reworking until the specified relativecompaction is obtained.

At least one in place moisture content and field density test are required on every 10,000square feet of each lift of fill, and further placement is not allowed until the required relativecompaction has been achieved. The number of tests is increased if a visual inspectiondetermines that the moisture content is not uniform or if the compacting effort is variable andnot considered sufficient to meet the project specification. For critical areas, at least onein place moisture content and field density test are required at least every 200 cubic yards ofcompacted fill.

Testing and analysis will be performed to confirm the structural fill shear wave velocity at thebottom of the basemats for Seismic Category I and Seismic Category II SSE structures meets orexceeds the requirements in Table 2.4 1. The testing will consist of shear wave velocity (VS)measurements using Spectral Analysis of Surface Waves (SASW). The testing frequency will beselected to produce a VS profile with depth, at three locations per SASW line. The initial SASWtesting will be performed at the foundation elevation along a line (either east west ornorth south) beneath the center line of each structure. A second line, parallel to the first line(and at the same elevation) will be carried out adjacent to each structure in areas free fromfoundations or other structures. The third and final SASW line will be performed at the finalrough or finished grade elevations directly above the second line tested in the area free fromfoundations. The first and second lines of testing allow direct comparison of the fill quality andvariability at the level of the foundation. The second and final testing allows assessment of theincrease in VS with increasing confining pressure due to the backfill loading at the samevertical location. Given the consistency between the first and second SASW lines, conclusionscan be drawn regarding the relationship between VS and confining pressure beneath thestructure. The recorded VS measurements will also be compared with VS measurements fromRCTS testing at comparable confining pressures, allowing correlation of design(laboratory based) and actual (field based) measurements.

In addition to SASW testing, a second geophysical method (e.g., down hole testing) will beutilized to measure VS at one location at final rough or finished grade for each structure for

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3.2 CLASSIFICATION OF STRUCTURES, SYSTEMS, AND COMPONENTS

This section of the U.S. EPR FSAR is incorporated by reference, with the supplements describedin the following sections.

3.2.1 Seismic Classification

The U.S. EPR FSAR includes the following COL Item in Section 3.2.1:

A COL applicant that references the U.S. EPR design certification will identify theseismic classification of applicable site specific SSCs that are not identified in U.S.EPR FSAR Table 3.2.2 1.

This COL Item is addressed as follows:

The seismic classifications for applicable site specific structures, systems, and components(SSCs) are provided in Table 3.2-1.

{U.S. EPR FSAR Section 3.2.1 states: ”The seismic classification of the U.S. EPR SSCs uses thefollowing categories: Seismic Category I, Seismic Category II, radwaste seismic, conventionalseismic, and non seismic.” As described in Section 3.2.1.2, CCNPP Unit 3 utilizes an additionalseismic classification: Seismic Category II SSE. This classification is applicable to Fire ProtectionSSCs that support equipment required to achieve safe shutdown following a seismic event.}

3.2.1.1 Seismic Category I

No departures or supplements.

3.2.1.2 Seismic Category II

{In addition to the Seismic Category II classification defined in U.S. EPR FSAR Section 3.2.1,CCNPP Unit 3 utilizes a seismic classification of Seismic Category II SSE. This designation isutilized to address Fire Protection SSC that are required to remain functional during andfollowing a seismic event to support equipment required to achieve safe shutdown inaccordance with Regulatory Guide 1.189 (NRC, 2007). Sections 3.7.2.8 and 3.7.3.12 discuss themethods for analysis of these components.

Some SSCs that perform no safety related function could, if they failed under seismic loading,prevent or reduce the functional capability of a Seismic Category I SSC, Seismic Category II SSESSC, or cause incapacitating injury to main control room occupants during or following an SSE.These non safety related SSCs are classified as Seismic Category II.

SSCs classified as Seismic Category II are designed to withstand SSE seismic loads withoutincurring a structural failure that permits deleterious interaction with any Seismic Category ISSC or Seismic Category II SSE SSC, or that could result in injury to main control roomoccupants. The seismic design criteria that apply to Seismic Category II SSCs are addressed inSection 3.7.}

3.2.1.3 Radwaste Seismic


3.2.1.4 Conventional Seismic


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Table 3.2-1— {Classification Summary for Site-Specific SSCs}(Page 5 of 10)

KKS System

or

Component

Code

SSC Description

Sa

fety

Cla

ssif

ica

tio

n

(No

te 1

)

Qu

ali

ty G

rou

p

Cla

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10CFR50

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B

Program

(Note 5)

Lo

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Commercial Code

(Note 10)

GK Motors NS N/A NSC No (Note 8)

GKPotable Water System ElectricalDistribution Equipment

NS N/A NSC No (Note 8)

SG, SGA, SGAO, SGM Fire Water Supply System

SGA

Fire Water Distribution System,including valves and hydrants,Balance of Plant (Not providingSafe Shutdown EarthquakeProtection)

NS AQ D NSC No

NFPA 24NFPA 25NFPA 214NFPA 804(Note 8)

SGA

Fire Water Distribution System,including valves and hydrants,Balance of Plant (Safe ShutdownEquipment Protection followingSSE)

NS AQ D II SSE Yes

NFPA 24NFPA 25NFPA 804ANSI/ASME B31.1(Note 8)

USG Fire Water Storage Tanks NS AQ D II SSE YesUSG/UZT

NFPA 20NFPA 22NFPA 25AWWA D100ACI 349/ANSI/AISCN690/ASCE 4 98ASCE 43ANSI/ASME B31.1ASCE 4(Note 8)

USQ Fire Protection Building NS AQ N/A II SSE Yes USG/UZT ASCE 43

SGMDiesel Engine Driven Pumps andDrivers and subsystems,including diesel fuel oil supply

NS AQ D II SSE Yes USG

NFPA 20NFPA 25NFPA 804ASCE 43ANSI/ASME B31.1(Note 8)

SGMElectric Motor Driven Pump andDriver

NS AQ D NSC No USG

NFPA 20NFPA 25NFPA 804(Note 8)

SA Ventilation Equipment NS AQ D II SSE Yes USG

NFPA 20.NFPA 90AASME AG 1ASME N 509ASCE 43(Note 8)

SGM Jockey Pump and driver NS AQ D NSC No USG

NFPA 20NFPA 25NFPA 804(Note 8)



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No

NoCS

CS

II

CS

CS

No

No


KKS System

or

Component

Code

SSC Description

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Program

(Note 5)

Lo

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(No

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Commercial Code

(Note 10)

SG

Fire Protection Makeup Pipingand Valves From Raw(Desalinated) Water SupplySystem

NS AQ D NSC No UZTNFPA 22NFPA 25(Note 8)

Fire Suppression Systems

Fire Suppression Systems andStanpipes and Hose Stations forSite Specific Buildings other thanUHS Makeup Water IntakeStructure and Fire ProtectionBuilding

NS AQ D NSC No

USTUTGUYFUPQ

NFPA 13NFPA 14NFPA 25NFPA 804(Note 8)

Fire Suppression Systems forUHS Makeup Water IntakeStructure and Fire ProtectionBuilding

NS AQ D II SSE YesUPF,USG

NFPA 13NFPA 14NFPA 25NFPA 804ANSI/ASME B31.1(Note 8)

Standpipes and Hose Stations forUHS makeup Water IntakeStructure

NS AQ D II SSE Yes UPF

NFPA 14NFPA 25NFPA 804ANSI/ASME B31.1(Note 8)

Other Site Specific Structures

UMA, UBATurbine Building, SwitchgearBuilding

NS AQ NA II YesUMA,UBA

Steel AISC N690Concrete ACI 349

UKE Access Building NS AQ NA II Yes UKESteel AISC N690Concrete ACI 349

UAC Grid Systems Control Building NS N/A CS No UAC IBC

UQZ

Electrical Duct Banks traversingfrom the Safeguards Buildings tothe Four Essential Service WaterBuildings and Both EmergencyPower Generating Buildings

S N/A I Yes

UJK/UZT/UQB/UBP

ACI 349

UQZElectrical Duct Banks traversingfrom the Safeguards Buildings tothe Switchgear Building

NS N/A CS NoUJK/UZT/UBA

IBC

Electrical Duct Banks traversingfrom the Emergency AuxiliaryTransformers to the SafeguardBuildings

NS N/A CS NoUBE/UZT/UJK

IBC



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II

II


KKS System

or

Component

Code

SSC Description

Sa

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B

Program

(Note 5)

Lo

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(No

te 3

) Comments/

Commercial Code

(Note 10)

UBZ

Electrical Duct Banks traversingfrom the Switchgear Building tothe Desalination Plant,Circulating Water Pump Building,Cooling Tower, SwitchyardControl House, Site SpecificAuxiliary Transformer, SewageTreatment Plant, and CWMakeup Water Intake Structure

NS N/A CS No

UBA/UZT/UPQ/UQA/URA/UAC/UAA/UGV/UPE

IBC

Electrical Duct Banks traversingbetween miscellaneousconventional seismic categorybuildings

NS N/A CS No UZT IBC

Notes:

1. As defined in U.S. EPR FSAR Section 3.2.1, the US EPR safety classifications, as supplemented by the UniStar Quality AssuranceProgram Description (QAPD) classifications, are:

S Safety related (UniStar QAPD classification QA Level 1)NS Non safety relatedNS AQ Supplemented Grade (UniStar QAPD classification QA Level 2)

2. As defined in Section 3.2.1 and U.S. EPR FSAR Section 3.2.1, the Seismic Classifications are:I – Seismic Category III – Seismic Category IIII SSE – Seismic Category II Fire Protection structures, systems, and components that are required to remain functionalduring and following a safe shutdown earthquake to support equipment required to achieve safe shutdown. Thefollowing Fire Protection structures, systems, and components are required to remain functional during and after aseismic event: 1) Fire Water Storage Tanks; 2) Fire Protection Building; 3) Diesel driven fire pumps and their associatedsubsystems and components, including the diesel fuel oil system; 4) Critical support systems for the Fire ProtectionBuilding, i.e., ventilation; and 5) The portions of the fire water piping system and components (including isolationvalves) which supply water to the stand pipes in buildings that house the equipment required for safe shutdown of theplant following an SSE. Manual actions may be required to isolate the portion of the Fire Protection piping system that isnot qualified as Seismic Category II SSE.CS – Conventional SeismicNSC – Non seismic



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In the SSI analysis, the time histories are applied at the FIRS horizon as “within” motions andare used in conjunction with the respective SSI soil profiles, described in Section 3.7.1.3.2.

3.7.1.1.2.3 Design Ground Motion Time History for Common Basemat Intake

Structures

In the case of the CBIS, which are analyzed as embedded structures, the “within” accelerationtime histories at each FIRS horizon are calculated using the computer program SHAKE2000(described in Appendix 3F). In this analysis, the Site SSE spectrally matched time histories areused as input “outcrop” motions at the foundation level in conjunction with thestrain compatible profiles for the Intake area, presented in Section 3.7.1.3.3. No furtheriterations on soil properties are performed as the acceleration time history is converted from“outcrop” to “within.” The analysis results in a set of three “within” motions (two horizontaland one vertical) at the same FIRS horizon. Three sets are developed corresponding to the LB,BE and UB profiles for the CBIS, as presented in Figure 3.7-16 through Figure 3.7-18. Thedevelopment of the within acceleration time histories is discussed in detail in Appendix 3F.The time histories are applied at the FIRS horizon as “within” motions and are used inconjunction with the corresponding SSI soil profiles, described in Section 3.7.1.3.3.

3.7.1.2 Percentage of Critical Damping Values

Operating Basis Earthquake (OBE) structural damping values, defined in Table 2 of RG 1.61, Rev1 (NRC, 2007c), are used for the dynamic analysis of site specific Seismic Category I SSCs andconfirmatory SSI analysis of the NI Common Basemat Structures as well as for the EPGB andESWB. In structure response spectra (ISRS) for site specific Seismic Category I structures arealso based on OBE structural damping values.

The damping values for site specific Seismic Category II SSE and Seismic Category II structuresare in accordance with RG 1.61, Rev. 1 (NRC, 2007c).

3.7.1.3 Supporting Media for Seismic Category I Structures

3.7.1.3.1 Nuclear Island Common Basemat

The supporting media for the seismic analysis of the NI Common Basemat Structures is shownin Figure 3.7-19 and Table 3.7-2 through Table 3.7-4. The presented soil profiles aresite specific and are strain compatible with the Site SSE. Lower bound and upper boundprofiles are calculated maintaining a minimum variation of 0.5 on the shear modulus. Anevaluation of the CCNPP Unit 3 site specific soil profiles with respect to the criteria provided inU.S. EPR FSAR Section 2.5.2.6 is described in Section 2.5.2.6.

Confirmatory site specific SSI analyses are performed, as described in Section 3.7.2. Theresulting in structure response spectra (ISRS) at representative locations of the NI structures,as reported in Section 3.7.2.5.1, are found to be bounded by the corresponding U.S. EPR FSARISRS.

3.7.1.3.2 EPGB and ESWB

The supporting media for the seismic analysis of the EPGB and ESWB in the NI area arepresented in Figure 3.7-21. The presented soil profiles are site specific and arestrain compatible with the Site SSE. The development of the Site SSE strain compatible soilprofiles is described in detail in Appendix 3F.

Note that in contrast to Figure 3.7-19, where the top layer is located at the bottom of the NIcommon basemat foundation at approximately 40 ft (12 m) below grade, Figure 3.7-21

FSAR: Chapter 3.0 Seismic Design


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earthquake excitation are calculated using the clear dimensions between the wallsperpendicular to the direction of motion and the minimum height of water during a hurricane(Elev. 4.0 ft NGVD 29). The impulsive water masses are rigidly attached to the walls, and theconvective water masses are connected to the walls using springs with appropriate stiffness.The entire water mass is lumped at the basemat nodes for earthquake ground motion in thevertical direction. The hydrodynamic loads are included for walls both in the Forebay andbasement of the UHS Makeup Water Intake Structure.

The maximum sloshing heights in both directions for the UHS Makeup Water Intake Structureand the Forebay are approximately 0.6 ft (0.2 m) and 0.5 ft (0.15 m), respectively. The minimumavailable freeboard for the UHS Makeup Water Intake Structure and the minimum clearancefor the Forebay are significantly higher than the maximum sloshing heights.

The earthquake excitation along the North South and vertical directions cause symmetricloading on the structure, whereas the earthquake excitation along the East West directioncauses anti symmetric loading on the structure. The seismic SSI analysis is performed byapplying appropriate symmetric and anti symmetric boundary conditions in the plane ofsymmetry of the half model shown in Figure 3.7-23, as indicated in Table 3.7-7.

3.7.2.3.3 Seismic Category II Structures

Site specific Seismic Category II SSE structures, systems, and components (SSCs) are analyzedand designed to meet the same requirements as the Seismic Category I SSCs. Seismic CategoryII Circulating Water Makeup Intake Structure is analyzed along with the Seismic Category IForebay and Seismic Category I UHS Makeup Water Intake Structure, as described in Section3.7.2.3.2. Other site specific Seismic Category II structures are designed using conventionalcodes and standards, but are also analyzed for Site SSE.

3.7.2.3.4 Conventional Seismic (CS) Structures


3.7.2.4 Soil-Structure Interaction

This section describes the confirmatory soil structure interaction (SSI) analyses for the NuclearIsland Common Basemat Structures, EPGB, and ESWB. In addition the SSI analysis of the CBISare also described.

The complex frequency response analysis method is used for the SSI analyses, in accordancewith the requirements of NUREG 0800 Section 3.7.2, Acceptance Criteria 1.A and 4 and Section3.7.1, Acceptance Criteria 4.A.vii (NRC, 2007a). During the SSI analyses, the effects offoundation embedment (for ESWB and CBIS), soil layering, soil nonlinearity, ground watertable, and variability of soil and rock properties on the seismic response of the structures areaccounted for, as described in the following sections. In particular, Sections 3.7.2.4.1 through3.7.2.4.6 provide the steps followed to perform the SSI analyses. Section 3.7.2.4.7 describes thecomputer codes used in the analyses.

3.7.2.4.1 Step 1 – SSE Strain Compatible Soil Properties

3.7.2.4.1.1 Nuclear Island Common Basemat Structures

For the Nuclear Island Common Basemat Structures, confirmatory SSI analyses are performedfor the lower bound, best estimate and upper bound soil profiles established in Section3.7.1.3.1 and shown in 3.7-2, 3.7-3 and 3.7-4. Soil properties used in the SSI analysis are



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The

3.7.2.5.2 EPGB and ESWB

U.S. EPR FSAR Section 3.7.2.5 describes the development of floor response spectra for theEPGB and ESWB. The soil cases are described in U.S. EPR FSAR Table 3.7.1 6 and the grounddesign response spectra are shown in U.S. EPR FSAR Figures 3.7.1 33 and 3.7.1 34 for the EPGBand ESWB.

For site specific confirmatory analysis, ISRS are generated for EPGB and ESWB at locationsidentified in U.S. EPR FSAR Section 3.7.2.5, using the guidelines described in U.S. EPR FSARSection 3.7.2.5. The ISRS are however, calculated from 0.2 to 100 Hz, and correspond to theenvelope of the ISRS for the site specific strain compatible BE, LB and UB soil profiles. For thepurposes of confirmatory analyses, 3.7-64 to 3.7-72 show the comparison of 5 percent dampedISRS, which are representative of the response at all damping values, with the correspondingISRS from U.S. EPR FSAR. The site specific ISRS for these structures are enveloped by thecorresponding design certification ISRS by a large margin, except for frequencies less thanapproximately 0.3 Hz. Reconciliation of the accelerations at these low frequencies is discussedin Section 2.5.2.6.

3.7.2.5.3 Common Basemat Intake Structures

ISRS at the location of safety related equipment within the UHS Makeup Water IntakeStructure are generated using the SSI model described in Section 3.7.2.4. The ISRS arecalculated from 0.1 to 50 Hz, which meets the guidelines provided in RG 1.122, Revision 1(NRC, 1978). For the UHS Makeup Water Intake Structure, the ISRS are calculated at 0.5 percent,2 percent, 3 percent, 4 percent, 5 percent, 7 percent and 10 percent damping. The ISRS areenveloped for the site specific strain compatible BE, LB and UB soil profiles.

For the UHS Makeup Water Intake Structure, the ISRS are developed at the location ofsafety related makeup pumps and facilities, as shown in 3.7-73 through 3.7-78 and at thelocation of safety related electrical equipment supported at EL +26.5 ft in the CBIS, and areshown in 3.7-79 through Figure 3.7-81. ISRS will be generated at the support locations ofadditional safety related equipment, as required.

3.7.2.6 Three Components of Earthquake Motion

As indicated in Section 3.7.2.4, the SSI analysis of the site specific Seismic Category I structuresis performed using the integrated finite element model, with the input ground motion appliedseparately in the three directions. The ISRS in the UHS Makeup Water Intake Structure aredetermined by using the Square Root of Sum of Squares (SRSS) of the calculated responsespectra in a given direction, due to earthquake motion in the three directions.

The maximum member forces and moments due to the three earthquake motion componentsare combined using the Square Root of the Sum of the Squares (SRSS) combination rule toobtain the maximum total member forces and moments. The SRSS method rule used isconsistent with the requirements of RG 1.92, Revision 2 (NRC, 2006).

3.7.2.7 Combination of Modal Responses

No departures or supplements.}

3.7.2.8 Interaction of Non-Seismic Category I Structures with Seismic Category I

Structures

The U.S. EPR FSAR includes the following COL Item and conceptual design information inSection 3.7.2.8:



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A COL applicant that references the U.S. EPR design certification will provide thesite specific separation distances for the Access Building and Turbine Building.

The COL Item is addressed as follows:

The conceptual design information in U.S. EPR FSAR, Tier 2 , Figure 3B 1 provides theseparation gaps between the AB and SBs 3 and 4 and between the TB and the NI CommonBasemat Structures. This information is incorporated by reference.

The U. S. EPR FSAR includes the following COL Item and conceptual design information inSection 3.7.2.8 Access Building:

A COL applicant that references the U.S. EPR design certification will demonstrate that theresponse of the Access Building to an SSE event will not impair the ability of SeismicCategory I systems, structures, or components to perform their design basis safetyfunctions.

[[The Access Building is analyzed to site specific SSE load conditions and designed to thecodes and standards associated with Seismic Category I structures so that the margin ofsafety is equivalent to that of a Category I structure with the exception of sliding andoverturning criteria. Because the Access Building does not have a safety function, it mayslide or uplift provided that the gap between the Access Building and any Category Istructure is adequate to prevent interaction. The effects of sliding, overturning, and anyother calculated building displacements (e.g., building deflections, settlement) must beconsidered when demonstrating the gap adequacy between the Access Building andadjacent Category I structures. The separation gaps between the Access Building and SBs3 and 4 are 0.98 ft and 1.31 ft, respectively (see Figure 3B 1).]]

For COL applicants that incorporate the conceptual design for the Access Buildingpresented in the U.S. EPR FSAR (i.e ., [[the Access Building is analyzed to site specific SSEload conditions and designed to the codes and standards associated with SeismicCategory I structures so that the margin of safety is equivalent to that of a Category Istructure with the exception of sliding and overturning criteria]]), this COL item isaddressed by demonstrating that the gap between the Access Building and adjacentCategory I structures is sufficient to prevent interaction. The effects of sliding,overturning, and any other calculated building displacements (e.g., building deflections,settlement) must be considered when demonstrating the gap adequacy between theAccess Building and adjacent Category I structures.


{The Access Building is classified as Seismic Category II structure and will be designed to satisfySRP 3.7.2 Acceptance Criterion 8.C.}

The U. S. EPR FSAR includes the following COL Item and conceptual design information inSection 3.7.2.8 Turbine Building:

A COL applicant that references the U.S. EPR design certification will demonstrate that theresponse of the TB (including Switchgear Building on the common basemat) to an SSEevent will not impair the ability of Seismic Category I systems, structures, or componentsto perform their design basis safety functions.



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[[The TB is analyzed to site specific SSE load conditions and designed to the codes andstandards associated with Seismic Category I structures so that the margin of safety isequiv alent to that of a Category I structure with the exception of sliding and overturningcriteria. Because the TB does not have a safety function, it may slide or uplift providedthat the gap between the TB and any Category I structure is adequate to preventinteraction. The effects of sliding, overturning, and any other calculated buildingdisplacements (e.g., building deflections, settlement) must be considered whendemonstrating the gap adequacy between the TB and adjacent Category I structures. Theseparation between the TB and N I Common Basemat Structures is approximately 30 ft(see Figure 3B 1).]]

For COL applicants that incorporate the conceptual design for the TB presented in theU.S. EPR FSAR (i .e., [[the TB is analyzed to site specific SSE load conditions and designedto the codes and standards associated with Seismic Category I structures so that themargin of safety is equivalent to that of a Category I structure with the exception ofsliding and overturning criteria]]), this COL item is addressed by demonstrating that thegap between the TB and adjacent Category I structures is sufficient to prevent interaction.The effects of sliding, overturning, and any other calculated building displacements (e.g.,building deflections, settlement) must be considered when demonstrating the gapadequacy between the TB and adjacent Category I structures.


{The Turbine Building and Switchgear Building (also referred to as the Turbine Island (TI)structure) are classified as Seismic Category II structures. These structures were analyzed anddesigned to the same requirements as other Seismic Category I structures for site specific SSEloads. This design methodology meets the NUREG 0800 SRP 3.7.2 Acceptance Criterion 8.C.}

The U.S. EPR FSAR includes the following COL Item and conceptual design information inSection 3.7.2.8 Fire Protection Storage Tanks and Buildings:

A COL applicant that references the U.S. EPR design certification will provide the seismicdesign basis for the sources of fire protection water supply for safe plant shutdown in theevent of a SSE.

[[The Fire Protection Storage Tanks and Buildings are classified as Conventional SeismicStructures.]] RG 1.189 requires that a water supply be provided for manual firefighting in areascontaining equipment for safe plant shutdown in the event of a SSE. [[The fire protectionstorage tanks and building are designed to provide system pressure integrity under SSEloading conditions. Seismic load combinations are developed in accordance with therequirements of ASCE 43 05 using a limiting acceptance condition for the structurecharacterized as essentially elastic behavior with no damage (i.e., Limit State D) as specified inthe Standard.]]

The COL Item is addressed as follows:

The U.S EPR FSAR Section 3.7.2.8 states that the Fire Protection Storage Tanks and Buildingsare classified as Conventional Seismic Structures and that RG 1.189 (NRC, 2007) requires that awater supply be provided for manual firefighting in areas containing equipment for safe plantshutdown in the event of a SSE. The U.S. EPR FSAR Section 3.7.2.8 also states the fire protection



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storage tanks and building are designed to provide system pressure integrity under SSEloading conditions.

In addition to the Seismic Classifications defined in U.S. EPR FSAR Section 3.2.1, a seismicclassification of Seismic Category II SSE is utilized. This designation is utilized to ensure thedesign basis requirement that Fire Protection SSC are required to remain functional duringand following a seismic event to support equipment required to achieve safe shutdown.

Refer to Section 3.2.1 and U.S. EPR FSAR Section 3.2.1 for further discussion of seismicclassifications. In addition, Section 3.2.1 categorizes Fire Protection SSC into two categories:

1. SSC that must remain functional during and after an SSE (i.e., Seismic Category II SSE);and

2. SSC that must remain intact after an SSE without deleterious interaction with SeismicCategory I or Seismic Category II SSE (i.e., Seismic Category II).

Fire Protection SSC required to remain functional during and following a safe shutdownearthquake to support safe shutdown of the plant following a design basis seismic event aredesignated as Seismic Category II SSE. The following Fire Protection structures, systems, andcomponents are required to remain functional during and after a seismic event:

1. Fire Water Storage Tanks;

2. Fire Protection Building;

3. Diesel driven fire pumps and their associated sub systems and components, includingthe diesel fuel oil system;

4. Critical support systems for the Fire Protection Building, i.e., ventilation; and

5. The portions of the fire water piping system and components (including isolationvalves) which supply water to the stand pipes in buildings that house the equipmentrequired for safe shutdown of the plant following an SSE.

Manual actions may be required to isolate the portion of the Fire Protection piping systemthat is not qualified as Seismic Category II SSE.

U.S. EPR FSAR Section 3.7.2.8 addresses the interaction of the following Non Seismic CategoryI structures with Seismic Category I structures:

Nuclear Auxiliary Building

Access Building

Turbine Building

Radioactive Waste Processing Building

{The following CCNPP Unit 3 Non Seismic Category I structures identified in Table 3.2-1 couldalso potentially interact with Seismic Category I SSC:

Buried and above ground Seismic Category II and Seismic Category II SSE FireProtection SSC, including Fire Water Storage Tanks and Fire Protection Building.



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SSC

any

Seismic Category II Turbine Building and Switchgear Building

Seismic Category II Access Building

Conventional Seismic Grid Systems Control Building

Seismic Category II Circulating Water Makeup Intake Structure

Conventional Seismic Sheet Pile Wall.

Existing Baffle Wall.

The buried Seismic Category II SSE Fire Protection SSC identified in Table 3.2-1 are seismicallyanalyzed using the design response spectra identified in Section 3.7.1.1.1.4 for use in theanalysis of the Seismic Category I site specific buried utilities. The analysis of the buriedSeismic Category II SSE fire protection SSC will confirm they remain functional during andfollowing an SSE in accordance with NRC Regulatory Guide 1.189 (NRC, 2007). Section 3.7.3.12further defines the methodology for the analysis of buried Fire Protection piping. SeismicCategory II SSE buried piping is an embedded commodity that by its nature does notsignificantly interact with above ground Seismic Category I SSC. The buried Seismic CategoryII SSE Fire Protection SSCs are designed to the same requirements as the buried SeismicCategory I SSCs.

The above ground Seismic Category II and Seismic Category II SSE Fire Protection SSC,including Fire Water Storage Tanks and Fire Protection Building, identified in Table 3.2-1 areseismically analyzed utilizing the appropriate design response spectra. Seismic loadcombinations are developed in accordance with the requirements of ASCE 43 05 (ASCE, 2005)using a limiting acceptance condition for the structure characterized as essentially elasticbehavior with no damage (i.e., Limit State D) as specified in the Standard. The analysis of theabove ground Seismic Category II SSE fire protection SSC will confirm they remain functionalduring and following an SSE in accordance with NRC Regulatory Guide 1.189 (NRC, 2007). Theanalysis of the above ground Seismic Category II fire protection SSCs will confirm theymaintain a pressure boundary after an SSE event.

Table 3.7-11 provides the criteria used to prevent seismic interaction of Turbine Building,Switchgear Building, Access Building, Circulating Water Makeup Intake Structure and GridSystems Control Building with other Seismic Category I structures, systems and components(SSCs).

The Seismic Category II Turbine Building (TB), Switchgear Building (SB) and Access Building(AB) are located in the vicinity of the Nuclear Island Common Basemat Structures. Thesebuildings are analyzed and designed to prevent their failure under site specific SSE loadingconditions and to maintain margin of safety equivalent to that of Seismic Category Istructures. The structural steel components of these structures are designed using ANSI/AISCN690 (ANSI/AISC, 2004). The reinforced concrete components of these structures are designedusing ACI 349 (ACI, 2001). Therefore, the design methodology for these structures meetsNUREG 0800 Section 3.7.2, Acceptance Criterion 8.C (NRC, 2007a). During detailed design, theelastic displacements of the TB, the SB and the AB will be computed using classical finiteelement analysis methods. The elastic displacements will be combined with those of thenearest Seismic Category I structures. It will be confirmed that the combined elasticdisplacements are less than the provided separation distances.



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. These piping mains will be designed according to ASCE 4-98, 1983 ASCE Report “Seismic Response of Buried Pipes and Structural Components,” and the Areva Topical Report ANP 10264, “U.S. EPR Piping Analysis and Pipe Support Design Topical Report.”

NRC, 2008. Earthquake Engineering Criteria for Nuclear Power Plants, Title 10, Code of FederalRegulations, Part 50, Appendix S, U. S. Nuclear Regulatory Commission, February 2008.}

3.7.3 Seismic Subsystem Analysis


3.7.3.1 Seismic Analysis Methods


3.7.3.2 Determination of Number of Earthquake Cycles


3.7.3.3 Procedures Used for Analytical Modeling

{No departures or supplements.}

3.7.3.4 Basis for Selection of Frequencies


3.7.3.5 Analysis Procedure for Damping


3.7.3.6 Three Components of Earthquake Motion


3.7.3.7 Combination of Modal Responses


3.7.3.8 Interaction of Non-Seismic Category I Subsystems


3.7.3.9 Multiply-Supported Equipment and Components with Distinct Inputs


3.7.3.10 Use of Equivalent Vertical Static Factors


3.7.3.11 Torsional Effects of Eccentric Masses


3.7.3.12 Buried Seismic Category I Piping and Conduits

{For CCNPP Unit 3, a buried duct bank refers to multiple PVC electrical conduits encased inreinforced concrete.

The seismic analysis and design of Seismic Category I buried reinforced concrete electricalduct banks is in accordance with IEEE 628 2001 (R2006) (IEEE, 2001), ASCE 4 98 (ASCE, 2000)and ACI 349 01(ACI, 2001), including supplemental guidance of Regulatory Guide 1.142 (NRC,2001).



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Side walls of electrical manholes are analyzed for seismic waves traveling through thesurrounding soil in accordance with the requirements of ASCE 4 98 (ASCE, 2000), includingdynamic soil pressures.

Seismic Category I buried Essential Service Water Pipes, Seismic Category I buried Intake Pipesand Seismic Category II and Seismic Category II SSE buried Fire Protection pipe are analyzedfor the effects of seismic waves traveling through the surrounding soil in accordance with thespecific requirements of ASCE 4 98 (ASCE, 2000):

Long, straight buried pipe sections, remote from bends or anchor points, are designedassuming no relative motion between the flexible structure and the ground (i.e. thestructure conforms to the ground motion).

The effects of bends and differential displacement at connections to buildings areevaluated using equations for beams on elastic foundations, and subsequentlycombined with the buried pipe axial stress.

For long straight sections of buried pipe, maximum axial strain and curvature are calculatedper equations contained in ASCE 4 98 (ASCE, 2000). These equations reflect seismic wavepropagation and incorporate the material’s modulus of elasticity to determine thecorresponding maximum axial and bending stresses. The procedure combines stresses fromcompression, shear and surface waves by the square root of the sum of the squares (SRSS)method. Maximum stresses for each wave type are then combined using the SRSS method.Subsequently, seismic stresses are combined with stresses from other loading conditions, e.g.,long term surcharge loading.

For straight sections of buried pipe, the transfer of axial strain from the soil to the buriedstructure is limited by the frictional resistance developed. Consequently, axial stresses may bereduced by consideration of such slippage effects, as appropriate.

The seismic analysis of bends of buried pipe is based on the equations developed for beamson elastic foundations. Specifically, the transverse leg is assumed to deform as a beam on anelastic foundation due to the axial force in the longitudinal leg. The spring constant at thebend depends on the stiffness of the longitudinal and transverse legs as well as the degree offixity at the bend and ends of the legs.

Seismic analysis of restrained segments of buried pipe utilizes guidance provided in AppendixVII, Procedures for the Design of Restrained Underground Piping, of ASME B31.1 2004 (ASME,2004).}

3.7.3.13 Methods for Seismic Analysis of Category I Concrete Dams

The U.S. EPR FSAR includes the following COL Item in Section 3.7.3.13:

A COL applicant that references the U.S. EPR design certification will provide adescription of methods for seismic analysis of site specific Category I concretedams, if applicable.


{No Seismic Category I dams will be used at CCNPP Unit 3.}



COPYRIGHT PROTECTED

Rev 8


Page 17 of 38

Waterproofing membrane, as described in Section 3.8.4.6.1, is used, as necessary, to protectburied electrical duct banks from the corrosive effects of low pH groundwater from theSurficial aquifer in the powerblock area.}

3.8.4.1.9 Buried Pipe and Pipe Ducts

The U.S. EPR FSAR includes the following COL Item in Section 3.8.4.1.9:

A COL applicant that references the U.S. EPR design certification will provide adescription of Seismic Category I buried pipe and pipe ducts.


{Figure 3.8-3 provides an overall site plan of Seismic Category I buried pipe. Pipes run beneaththe final site grade. Buried pipe ducts are not used for CCNPP Unit 3. Two buried Unit 3 IntakePipes run from the CCNPP Unit 3 Inlet Area to the CCNPP Unit 3 Forebay (See Figure 2.4-49).Four UHS Makeup Water pipes emanate from the UHS Makeup Water Intake Structure andterminate at the ESWBs. These pipes run within the utility corridor, shown in Figure 3.8-3, andpass under the main Haul Road which runs in the East West direction adjacent to the Northside of the CCNPP Unit 3 powerblock.

Figure 3.8-4 provides a detail plan of Seismic Category I buried ESW pipe in the vicinity of theNI. As illustrated in the figure, the Seismic Category I buried ESW piping consists of:

Large diameter supply and return pipes between the Safeguards Buildings and theESWBs.

Large diameter supply and return pipes from the EPGBs which tie in directly to theaforementioned pipes.

Fire Protection pipe traverses from the UHS Makeup Water Intake Structure to the vicinity ofthe NI, where a loop is provided to all buildings. In accordance with Section 3.2.1, FireProtection piping to Seismic Category I structures that is classified as: 1) Seismic Category II isdesigned to maintain its pressure boundary after an SSE event; and 2) Seismic Category II SSEis designed to remain functional during and following an SSE event.

The buried piping is directly buried in the soil (i.e., without concrete encasement) unlessdetailed analysis indicates that additional protection is required. The depth of the soil cover isgenerally sufficient to provide protection against frost (top surface of the pipe is below thesite specific frost depth), surcharge effects, and tornado missiles. Structural fill is used asbedding material underneath the pipe. As an alternate, lean concrete may be used.Additionally, soil surrounding the pipe is compacted structural fill.}

3.8.4.1.10 Masonry Walls


3.8.4.1.11 {Forebay and UHS Makeup Water Intake Structure}

{This section is added as a supplement to U.S. EPR FSAR Section 3.8.4.1.

The Seismic Category I Forebay and UHS Makeup Water Intake Structure are reinforcedconcrete structures situated along the western shoreline of the Chesapeake Bay. As illustratedin Figure 3.8-4, the Forebay is connected to the CWS Makeup Water Intake Structure (Seismic

FSAR: Chapter 3.0 Design of Category I Structures


COPYRIGHT PROTECTED

Rev 8


Page 18 of 38

Ta

ble

3.1

0-1

— {

Se

ism

ic a

nd

Dy

na

mic

Qu

ali

fic

ati

on

s o

f M

ec

ha

nic

al

an

d E

lec

tric

al

Eq

uip

me

nt}

(Pag

e 13

of 1

5)

Na

me

Ta

g (

Eq

uip

me

nt

De

scri

pti

on

)T

ag

Nu

mb

er

Lo

ca

l A

rea

KK

S I

D (

Ro

om

Lo

ca

tio

n)

EQ

En

vir

on

me

nt

(No

te 1

)

Ra

dia

tio

n

En

vir

on

me

nt

Zo

ne

(N

ote

2)

EQ

De

sig

na

ted

Fu

nc

tio

n

(No

te 3

)

Sa

fety

Cla

ss

(No

te 4

)

EQ

Pro

gra

m

De

sig

na

tio

n

(No

te 5

)

Hig

h Si

de R

oot V

alve

for Δ

P M

easu

rem

ent A

cros

sA

HU

Filt

er T

rain

4M

MES

SIS

C/N

MY(

5)

UH

S M

akeu

p W

ater

Bui

ldin

g A

HU

Sup

ply

Side

Flow

Mea

sure

men

t Ins

trum

ent T

rain

4M

MES

SIS

Y(5)

UH

S M

akeu

p W

ater

Bui

ldin

g Te

mpe

ratu

reM

easu

rem

ent I

nstr

umen

ts (A

ll) T

rain

4M

MES

SIS

Y(5)

UH

S M

akeu

p W

ater

Bui

ldin

g Sa

fety

Rel

ated

Torn

ado

Dam

pers

Tra

in 4

MM

ESSI

SC/

NM

Y(5)

UH

S M

akeu

p W

ater

Tra

velin

g Sc

reen

Was

h Pu

mp

Scre

en W

ash

Isol

atio

n Va

lve

Trai

n 4

MM

(See

Not

e 6)

NS

AQ

C/N

MY(

5)

UH

S M

akeu

p W

ater

Tra

velin

g Sc

reen

Was

h Pu

mp

Scre

en W

ash

Isol

atio

n Va

lve

Act

uato

r Tra

in 4

MM

?(S

ee N

ote

6)N

SA

QC/

NM

Y(5)

UH

S M

akeu

p W

ater

Tra

velin

g Sc

reen

Was

h Pu

mp

Scre

en W

ash

Alte

rnat

e Su

pply

Val

ve T

rain

4M

M?

(See

Not

e 6)

NS

AQ

C/N

MY(

5)

UH

S M

akeu

p W

ater

Tra

velin

g Sc

reen

Tra

in 4

MM

(See

Not

e 6)

NS

AQ

C/N

MY(

5)

UH

S M

akeu

p W

ater

Inta

ke S

truc

ture

Lev

elM

easu

rem

ent (

All)

Tra

in 4

MM

ESSI

SY(

5)

Fir

e P

rote

cti

on

Sy

ste

m

Fire

Pro

tect

ion

Die

sel E

ngin

e(s)

/Die

sel E

ngin

ePu

mp(

s)

30U

SGM

M

SIIS

SEN

SA

Q

Y (5

)

Fire

Pro

tect

ion

Die

sel E

ngin

e(s)

/Pum

p(s)

Inst

rum

ent(

s)

30U

SGM

M

SIIS

SEN

SA

Q

Y (5

)

Fire

Pro

tect

ion

Die

sel E

ngin

e(s)

/Pum

p(s)

Val

ve(s

)

30U

SGM

M

SIIS

SEN

SA

Q

Y (5

)

Fire

Pro

tect

ion

Syst

em Is

olat

ion

Valv

e(s)

30

USG

MM

SI

ISSE

NS

AQ

Y

(5)

Fire

Pro

tect

ion

Syst

em C

heck

Val

ve(s

)

30U

SGM

M

SIIS

SEN

SA

Q

Y (5

)

Fire

Pro

tect

ion

Syst

em P

ress

ure

Relie

f Val

ve(s

)

30U

SGM

M

SIIS

SEN

SA

Q

Y (5

)

Fire

Pro

tect

ion

Wat

er S

tora

ge T

anks

Isol

atio

nVa

lve(

s)

M

M

SIIS

SEN

SA

Q

Y (5

)

FSAR: Chapter 3.0 Seismic and Dynamic Qualification of Mechanical And Electrical Equipment


COPYRIGHT PROTECTED

Rev 8


Page 19 of 38

CS

Ta

ble

3.1

0-1

— {

Se

ism

ic a

nd

Dy

na

mic

Qu

ali

fic

ati

on

s o

f M

ec

ha

nic

al

an

d E

lec

tric

al

Eq

uip

me

nt}

(Pag

e 14

of 1

5)

Na

me

Ta

g (

Eq

uip

me

nt

De

scri

pti

on

)T

ag

Nu

mb

er

Lo

ca

l A

rea

KK

S I

D (

Ro

om

Lo

ca

tio

n)

EQ

En

vir

on

me

nt

(No

te 1

)

Ra

dia

tio

n

En

vir

on

me

nt

Zo

ne

(N

ote

2)

EQ

De

sig

na

ted

Fu

nc

tio

n

(No

te 3

)

Sa

fety

Cla

ss

(No

te 4

)

EQ

Pro

gra

m

De

sig

na

tio

n

(No

te 5

)

Fire

Pro

tect

ion

Syst

em P

ost I

ndic

ator

Val

ve(s

)

30U

ZTM

M

SIIS

SEN

SA

Q

Y (5

)

Fire

Pro

tect

ion

Syst

em H

ydra

nt Is

olat

ion

Valv

e(s)

30

UZT

MM

SI

ISSE

NS

AQ

Y

(5)

Hyd

rant

s Su

pply

ing

Prot

ectio

n to

SSE

Bui

ldin

gs

30U

ZTM

M

SIIS

SEN

SA

Q

Y (5

)

UH

S M

akeu

p W

ater

Inta

ke S

truc

ture

Hos

eSt

atio

n(s)

30

UPF

MM

SI

ISSE

NS

AQ

Y

(5)

Fans

/Mot

ors

30

USG

MM

SI

ISSE

NS

AQ

Y

(5)

Elec

tric

Hea

ters

30

USG

MM

SI

ISSE

NS

AQ

Y

(5)

Duc

twor

k

30U

SGM

M

SIIS

SEN

SA

Q

Y (5

)

Dam

per M

otor

s

30U

SGM

M

SIIS

SEN

SA

Q

Y (5

)

Cla

ss 1

E E

me

rge

nc

y P

ow

er

Su

pp

ly (

EP

SS

)

31BM

T05

6.9

kV to

480

V (X

FMR)

31BM

T05G

T0

MM

ESSI

S

Y (5

)

32BM

T05

6.9

kV to

480

V (X

FMR)

32BM

T05G

T0

MM

ESSI

S

Y (5

)

33BM

T05

6.9

kV to

480

V (X

FMR)

33BM

T05G

T0

MM

ESSI

S

Y (5

)

34BM

T05

6.9

kV to

480

V (X

FMR)

34BM

T05G

T0

MM

ESSI

S

Y (5

)

31BN

G 1

E 48

0 V

Bus

(MCC

)31

BNG

01G

W0

M

MES

SIS

Y

(5)

32BN

G 1

E 48

0 V

Bus

(MCC

)32

BNG

01G

W0

M

MES

SIS

Y

(5)

33BN

G 1

E 48

0 V

Bus

(MCC

)33

BNG

01G

W0

M

MES

SIS

Y

(5)

34BN

G 1

E 48

0 V

Bus

(MCC

)34

BNG

01G

W0

M

MES

SIS

Y

(5)

Ess

en

tia

l S

erv

ice

Wa

ter

Sy

ste

m (

ES

WS

)

UH

S To

wer

Bas

in L

evel

Indi

cato

r30

PEB1

0CL0

0131

URB

0100

3M

MES

PA

MSI

S 1E

EMC

Y

(5) Y

(6)

UH

S To

wer

Bas

in L

evel

Indi

cato

r30

PEB2

0CL0

0132

URB

0100

3M

MES

PA

MSI

S 1E

EMC

Y

(5) Y

(6)

UH

S To

wer

Bas

in L

evel

Indi

cato

r30

PEB3

0CL0

0133

URB

0100

3M

MES

PA

MSI

S 1E

EMC

Y

(5) Y

(6)



COPYRIGHT PROTECTED

Rev 8


Page 20 of 38

CS CS

Ta

ble

3.1

0-1

— {

Se

ism

ic a

nd

Dy

na

mic

Qu

ali

fic

ati

on

s o

f M

ec

ha

nic

al

an

d E

lec

tric

al

Eq

uip

me

nt}

(Pag

e 15

of 1

5)

Na

me

Ta

g (

Eq

uip

me

nt

De

scri

pti

on

)T

ag

Nu

mb

er

Lo

ca

l A

rea

KK

S I

D (

Ro

om

Lo

ca

tio

n)

EQ

En

vir

on

me

nt

(No

te 1

)

Ra

dia

tio

n

En

vir

on

me

nt

Zo

ne

(N

ote

2)

EQ

De

sig

na

ted

Fu

nc

tio

n

(No

te 3

)

Sa

fety

Cla

ss

(No

te 4

)

EQ

Pro

gra

m

De

sig

na

tio

n

(No

te 5

)

UH

S To

wer

Bas

in L

evel

Indi

cato

r30

PEB4

0CL0

0134

URB

0100

3M

MES

PA

MSI

S 1E

EMC

Y

(5) Y

(6)

Not

es:

1. E

Q E

nviro

nmen

t (M

= M

ild, H

= H

arsh

)

2. R

adia

tion

Envi

ronm

ent Z

one

(M=

Mild

, H=

Har

sh)

3. R

T (R

eact

or T

rip),

ES (E

ngin

eere

d Sa

fegu

ards

), PA

M (P

osta

ccid

ent M

onito

ring)

, SI (

Seis

mic

I), S

II (S

eism

ic II

), SI

ISSE

(Sei

smic

IIFi

re P

rote

ctio

n Sy

stem

pip

ing,

val

ves,

and

equ

ipm

ent

supp

lyin

g fir

e su

ppre

ssio

n w

ater

to s

yste

ms

requ

ired

for s

afe

shut

dow

n ar

e re

quire

d to

ope

rate

follo

win

g a

Safe

Shu

tdow

n Ea

rthq

uake

(SSE

))

4. S

afet

y Cl

ass:

S (S

afet

yRe

late

d (i.

e., Q

A L

evel

I)),

NS

AQ

(Sup

plem

enta

l Gra

de N

onSa

fety

(i.e

., Q

A L

evel

II)),

1E

(Cla

ss 1

E), E

MC

(Ele

ctro

mag

netic

Com

patib

ility

), C/

NM

(Con

sum

able

s/ N

onM

etal

ics)

5. Y

es (1

) = F

ull E

Q E

lect

rical

, Yes

(2) =

EQ

Rad

iatio

n H

arsh

Elec

tric

al, Y

es (3

) = E

Q R

adia

tion

Har

shCo

nsum

able

s, Y

es (4

) = E

Q fo

r Con

sum

able

s, Y

es (5

) = E

Q S

eism

ic, Y

es (6

) = E

Q E

MC.

6. T

he U

HS

Mak

eup

dual

flow

trav

elin

g sc

reen

s ar

e de

sign

ed to

with

stan

d de

sign

bas

is s

eism

ic lo

ads

with

out a

loss

of t

heir

mec

hani

cal f

unct

ion

and

are

desi

gned

to p

erm

it m

anua

lop

erat

or ro

tatio

n an

d cl

eani

ng o

f the

scr

een

pane

ls.



COPYRIGHT PROTECTED

Rev 8


Page 21 of 38

CS

(Con

vent

iona

lSei

smic

)

Ta

ble

3.1

1-1

— {

Sit

e-S

pe

cif

ic E

nv

iro

nm

en

tall

y Q

ua

lifi

ed

Ele

ctr

ica

l/I&

C E

qu

ipm

en

t}(P

age

7 of

9)

Na

me

Ta

g (

Eq

uip

me

nt

De

scri

pti

on

)T

ag

Nu

mb

er

Lo

ca

l A

rea

KK

S

ID (

Ro

om

Lo

ca

tio

n)

EQ

En

vir

on

me

nt

(No

te 1

)

Ra

dia

tio

n

En

vir

on

me

nt

Zo

ne

(N

ote

2)

EQ

De

sig

na

ted

Fu

nc

tio

n

(No

te 3

)S

afe

ty C

lass

(N

ote

4)

EQ

Pro

gra

m

De

sig

na

tio

n

(No

te 5

)

UH

S M

akeu

p W

ater

Bui

ldin

gA

CC F

an M

otor

Tra

in 4

30U

PF03

008

MM

ESSI

S1E

EMC

Y(5)

Y(6)

UH

S M

akeu

p W

ater

Bui

ldin

gA

CC C

ompr

esso

r Mot

or T

rain

430

UPF

0300

8M

MES

SIS

1EEM

CY(

5)Y(

6)

UH

S M

akeu

p W

ater

Bui

ldin

gPu

mp

Room

AH

U Δ

P A

cros

sFi

lter M

easu

rem

ent

Inst

rum

ent T

rain

4

MM

ESSI

S1E

EMC

Y(5)

Y(6)

UH

S M

akeu

p W

ater

Bui

ldin

gA

HU

Sup

ply

Side

Flo

wM

easu

rem

ent I

nstr

umen

t Tra

in4

MM

ESSI

S1E

EMC

Y(5)

Y(6)

UH

S M

akeu

p W

ater

Bui

ldin

gTe

mpe

ratu

re M

easu

rem

ent

Inst

rum

ents

(All)

Tra

in 4

MM

ESSI

S1E

EMC

Y(5)

Y(6)

UH

S M

akeu

p W

ater

Inta

keSt

ruct

ure

Leve

l Mea

sure

men

t(A

ll) T

rain

4

MM

ESSI

S1E

EMC

Y(5)

Y(6)

Fir

e P

rote

cti

on

Sy

ste

m

Fire

Pro

tect

ion

Die

sel

Engi

ne(s

)/D

iese

l Eng

ine

Pum

p(s)

30

USG

MM

SI

ISSE

NS

AQ

EM

CY(

5)Y(

6)

Fire

Pro

tect

ion

Die

sel E

ngin

eBa

tter

ies

30

USG

MM

SI

ISSE

NS

AQ

EM

CY(

5)Y(

6)

Fire

Pro

tect

ion

Die

sel

Engi

ne(s

)/Pu

mp(

s)In

stru

men

t(s)

(loc

al)

30

USG

MM

SI

ISSE

NS

AQ

EM

CY(

5)Y(

6)

Fire

Pro

tect

ion

Die

sel

Engi

ne(s

)/Pu

mp(

s) V

alve

(s)

30

USG

MM

SI

ISSE

NS

AQ

EM

CY(

5)Y(

6)

Fire

Pro

tect

ion

Syst

emIs

olat

ion

Valv

e(s)

30

USG

MM

SI

ISSE

NS

AQ

EM

C**

Y(5)

Y(6)

FSAR: Chapter 3.0 Environmental Qualification Of Mechanical And Electrical Equipment


COPYRIGHT PROTECTED

Rev 8


Page 22 of 38

CS

Ta

ble

3.1

1-1

— {

Sit

e-S

pe

cif

ic E

nv

iro

nm

en

tall

y Q

ua

lifi

ed

Ele

ctr

ica

l/I&

C E

qu

ipm

en

t}(P

age

8 of

9)

Na

me

Ta

g (

Eq

uip

me

nt

De

scri

pti

on

)T

ag

Nu

mb

er

Lo

ca

l A

rea

KK

S

ID (

Ro

om

Lo

ca

tio

n)

EQ

En

vir

on

me

nt

(No

te 1

)

Ra

dia

tio

n

En

vir

on

me

nt

Zo

ne

(N

ote

2)

EQ

De

sig

na

ted

Fu

nc

tio

n

(No

te 3

)S

afe

ty C

lass

(N

ote

4)

EQ

Pro

gra

m

De

sig

na

tio

n

(No

te 5

)

Fire

Pro

tect

ion

Wat

er S

tora

geTa

nks

Isol

atio

n Va

lve(

s)

M

M

SIIS

SEN

SA

Q

EMC*

*Y(

5)Y(

6)

Fire

Pro

tect

ion

Syst

em P

ost

Indi

cato

r Val

ve(s

)

30U

ZTM

M

SIIS

SEN

SA

Q

EMC*

*Y(

5)Y(

6)

Fire

Pro

tect

ion

Syst

emH

ydra

nt Is

olat

ion

Valv

e(s)

30

UZT

MM

SI

ISSE

NS

AQ

EM

C**

Y(5)

Y(6)

Fans

/Mot

ors

30

USG

MM

SI

ISSE

NS

AQ

Y (5

)Y

(6)

Cla

ss 1

E E

me

rge

nc

y P

ow

er

Su

pp

ly (

EP

SS

)

31BM

T05

6.9

kV to

480

V(X

FMR)

31BM

T05G

T030

UPF

0300

2M

MES

SIS

1EEM

CY(

5)Y(

6)

32BM

T05

6.9

kV to

480

V(X

FMR)

32BM

T05G

T030

UPF

0300

5M

MES

SIS

1EEM

CY(

5)Y(

6)

33BM

T05

6.9

kV to

480

V(X

FMR)

33BM

T05G

T030

UPF

0300

7M

MES

SIS

1EEM

CY(

5)Y(

6)

34BM

T05

6.9

kV to

480

V(X

FMR)

34BM

T05G

T030

UPF

0300

9M

MES

SIS

1EEM

CY(

5)Y(

6)

31BN

G 1

E 48

0 V

Bus

(MCC

)31

BNG

01G

W0

30U

PF20

01M

MES

SIS

1EEM

CY(

5)Y(

6)

32BN

G 1

E 48

0 V

Bus

(MCC

)32

BNG

01G

W0

30U

PF20

04M

MES

SIS

1EEM

CY(

5)Y(

6)

33BN

G 1

E 48

0 V

Bus

(MCC

)33

BNG

01G

W0

30U

PF20

06M

MES

SIS

1EEM

CY(

5)Y(

6)

34BN

G 1

E 48

0 V

Bus

(MCC

)34

BNG

01G

W0

30U

PF20

08M

MES

SIS

1EEM

CY(

5)Y(

6)

Sit

e S

pe

cif

ic S

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ty R

ela

ted

Ele

ctr

ica

l P

ow

er

Ca

ble

Ty

pe

s

Med

ium

Vol

tage

Pow

er C

able

vario

usm

ultip

leM

MES

SIS

1EEM

CY(

5)Y(

6)

Low

Vol

tage

Pow

er C

able

vario

usm

ultip

leM

MES

SIS

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CY(

5)Y(

6)

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Vol

tage

Con

trol

Cab

le(6

00V)

vario

usm

ultip

leM

MES

SIS

1EEM

CY(

5)Y(

6)

Shie

lded

Inst

rum

enta

tion

Cabl

e (6

00V)

vario

usm

ultip

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MES

SIS

1EEM

CY(

5)Y(

6)

Ther

moc

oupl

e Ex

tens

ion

Cabl

eva

rious

mul

tiple

MM

ESSI

S1E

EMC

Y(5)

Y(6)



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CS

Ta

ble

3.1

1-1

— {

Sit

e-S

pe

cif

ic E

nv

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ua

lifi

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En

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me

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(No

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Ra

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Ess

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Wa

ter

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UH

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PEB1

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Y(5)

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UH

S To

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PEB2

0CL0

0132

URB

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Y(5)

Y(6)

UH

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in L

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PEB3

0CL0

0133

URB

0100

3M

MES

PAM

SI

S1E

EMC

Y(5)

Y(6)

UH

S To

wer

Bas

in L

evel

Indi

cato

r30

PEB4

0CL0

0134

URB

0100

3M

MES

PAM

SI

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EMC

Y(5)

Y(6)

Not

es:

1. E

Q E

nviro

nmen

t: M

(Mild

), H

(Har

sh)

2. R

adia

tion

Envi

ronm

ent Z

one:

M (M

ild),

H (H

arsh

)

3. E

Q D

esig

nate

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T (R

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or T

rip),

ES (E

ngin

eere

d Sa

fegu

ards

), PA

M (P

osta

ccid

ent M

onito

ring)

, SI (

Seis

mic

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II (S

eism

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), SI

ISSE

(Sei

smic

II

Fire

Pro

tect

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Syst

em p

ipin

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(Ele

ctro

mag

netic

Com

patib

ility

), C/

NM

(Con

sum

able

s/N

on M

etal

lics)

.

5. Y

es(1

)=Fu

ll EQ

Ele

ctric

al, Y

es(2

)=EQ

Rad

iatio

n H

arsh

Elec

tric

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)=EQ

Rad

iatio

n H

arsh

Cons

umab

les,

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(4)=

EQ fo

r Con

sum

able

s, Y

es(5

)=EQ

Sei

smic

, Yes

(6)=

EQ E

MC.

** F

ire P

rote

ctio

n Sy

stem

isol

atio

n va

lves

are

equ

ippe

d w

ith ta

mpe

r sw

itche

s, h

ence

iden

tifie

d fo

r EM

C.



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CS

(Con

vent

iona

lSei

smic

)

9.4.16 FIRE PROTECTION BUILDING VENTILATION SYSTEM

This section was added as a supplement to the U.S. EPR FSAR.

The Fire Protection Building Ventilation System provides an environment suitable for theoperation of the Fire Protection System pumps. This system provides an ambient air flowquantity to maintain a safe and satisfactory indoor environment for the operation of the fireprotection pumps as well as to support personnel access to the three pump rooms.

9.4.16.1 Design Bases

The Fire Protection Building Ventilation System, located in the two, 100% capacity dieselengine driven pump rooms, is an augmented quality system designed to meet SeismicCategory II SSE requirements. The ventilation system in the electric motor driven pump roomis a non seismic, augmented quality system.

The Fire Protection Building Ventilation System maintains acceptable ambient conditions forthe fire protection system diesel engine driven pumps, diesel fuel oil tanks, electric motordriven pump, jockey pump, pump drivers and controllers. The diesel engine driven pumps andassociated equipment are required to operate after a seismic event.

The Fire Protection Building Ventilation System maintains a minimum temperature of 40°F,based on an ambient temperature of 10°F, and a maximum temperature of 120°F, based onan outside ambient temperature of 100°F. This system will support operation of the FireProtection System pumps and drivers, as well as to support personnel access to these spaces.

Components of the Fire Protection Building Ventilation System are located inside the twodiesel engine driven pump rooms and one electric motor driven pump room. Each pumproom contains components of the ventilation system to modulate the temperature in thererespective rooms.

9.4.16.2 System Description

9.4.16.2.1 General Description

The Fire Protection Building Ventilation System ventilates the two diesel engine driven pumprooms and the electric motor driven pump room, using outside air as the cooling medium.Wall mounted outside air intake louvers with motor operated dampers, electric unit heatersand exhaust fans service the Fire Protection Building. Each pump room has a separate andindependent heating and ventilation system.

The heating and ventilation systems for each of the diesel engine driven pump rooms areidentical. Each diesel pump room is supplied with wall mounted outside air intake louvers,with motor operated dampers, electric unit heaters, exhaust fans, engine combustion air inletductwork with air intake filter, and combustion gas exhaust ductwork for proper pumpperformance.

The electric motor driven pump room is supplied with wall mounted outside air intake louverswith motor operated dampers, electric unit heaters and an exhaust fan.

Ventilation of the Diesel Engine Driven Pump Rooms

During normal operating conditions the diesel engine driven pump rooms’ ventilation systemwill use two 50% wall mounted intake air louvers for room ventilation air and ventilation airshall be exhausted by one 100% exhaust fan. The intake air louvers and exhaust fan are

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9.5 OTHER AUXILIARY SYSTEMS

This section of the U.S. EPR FSAR is incorporated by reference with the following supplements.

9.5.1 Fire Protection


9.5.1.1 Design Basis

Appendix 9B of this COL FSAR supplements Appendix 9A of the U.S. EPR FSAR.

9.5.1.2 Program Description

9.5.1.2.1 General Description

For all aspects of the site specific Fire Protection Program (FPP), the same codes and standardsand applicable edition years apply for fire protection as listed in Section 9.5.1.7 of the U.S. EPRFSAR.

Table 9.5-1 provides supplemental information for select items/statements in U.S. EPR FSAR Table 9.5.1 1 identified as requiring COL Applicant input. The supplemental information is in acolumn headed {”CCNPP Unit 3 Supplement”} and addresses {CCNPP Unit 3} conformance tothe identified requirement of Regulatory Guide 1.189 (NRC, 2007).

The U.S. EPR includes the following COL item in Section 9.5.1.2.1:

A COL applicant that references the U.S. EPR design certification will provide adescription and simplified Fire Protection System piping and instrumentationdiagrams for site specific systems.

This COL item is addressed as follows:

{Figure 9.5-1, Figure 9.5-2 and Figure 9.5-3 each provide a schematic piping andinstrumentation diagram of the fire water distribution system specific to CCNPPUnit 3. These figures supplement the generic piping and instrumentation diagramprovided in Figure 9.5.1 1 of the U.S. EPR FSAR.

Figure 9.5-1 illustrates the site specific fire main yard loop supplying the CoolingTower area. This non seismic loop supplies the sprinkler system protecting theWater Treatment Building as well as the yard fire hydrants.

Figure 9.5-2 illustrates the site specific fire main yard loop supplying the IntakeStructure area. The Seismic Category II SSE loop supplies fire water to the aboveground manual and automatic suppression systems identified in Figure 9.5-3. Thisfigure illustrates the Seismic Category II SSE standpipe and hose stations and theSeismic Category II sprinkler systems specified for the UHS Makeup Water IntakeStructure.}

Plant Fire Prevention and Control Features

Plant Arrangement

{The site building layout is shown in Figure 2.1-1. An enlargement of the power block area isprovided in Figure 2.1-5.} Details of the arrangement of the Turbine Building, SwitchgearBuilding, Auxiliary Power Transformer Area, Generator Transformer Area (the remaining power

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Fig

ure

9.5

-2—

{C

CN

PP

Un

it 3

Fir

e W

ate

r D

istr

ibu

tio

n S

yst

em

– I

nta

ke

Str

uc

ture

Lo

op

}



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II

Figure 9.5-3— {CCNPP Unit 3 UHS Makeup Water Intake Structure}



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II

II

Table 2.4-1— {Structural Fill and Backfill Under Seismic Category I and Seismic Category II-SSE

Structures Inspections, Tests, Analyses, and Acceptance Criteria}

Commitment Wording

Inspection, Test, or

Analysis Acceptance Criteria

1 Structural fill material under Seismic Category Iand Category II SSE structures is installed tomeet a minimum of 95 percent of the ModifiedProctor density.

Testing will be performedduring the placement ofthe structural fill material.

A report exists that concludes theinstalled structural fill material underSeismic Category I and II SSE structuresmeets a minimum of 95 percentModified Proctor density.

2 Shear wave velocity of structural fill materialbeneath the Emergency Power GenerationBuildings (EPGB) is greater than or equal to 630ft/sec at the bottom of the foundation andbelow.

Field measurements andanalyses of shear wavevelocity in structural fillwill be performed whenstructural fill placement isat the elevation of thebottom of the foundationand at finish grade.

An engineering report exists thatconcludes that the shear wave velocitywithin the structural fill material placedunder the EPGB at its foundation depthand below is greater than or equal to630 ft/sec.

3 Shear wave velocity of structural fill materialbeneath the Essential Service Water Buildings(ESWB) is greater than or equal to 720 ft/sec atthe bottom of the foundation and below.


An engineering report exists thatconcludes that the shear wave velocitywithin the structural fill material placedunder the ESWB at its foundationdepth and below is greater than orequal to 720 ft/sec.

4 Shear wave velocity of structural fill materialbeneath the Fire Protection Buildings (FPB) andassociated Fire Protection Tanks (FPT) is greaterthan or equal to 630 ft/sec at the bottom of thefoundation and below.


An engineering report exists thatconcludes that the shear wave velocitywithin the structural fill material placedunder the FPB & FPT at theirfoundation depths and below isgreater than or equal to 630 ft/sec.

5 Shear wave velocity of structural fill materialbeneath the Nuclear Island (NI) CommonBasemat Structures is greater than or equal to860 ft/sec at the bottom of the foundation andbelow.


An engineering report exists thatconcludes that the shear wave velocitywithin the structural fill material placedunder the NI Common BasematStructures at their foundation depthsand below is greater than or equal to860 ft/sec.

6 Shear wave velocity of structural fill materialbeneath the Seismic Category II SSE structuresthat can impact Seismic Category I structures isgreater than or equal to 630 ft/sec at a depth of6 ft, 720 ft/sec at a depth of 22 ft, and 860 ft/secat a depth of 41.5 ft.


An engineering report exists thatconcludes that the shear wave velocitywithin the structural fill material placedunder the Seismic Category IIstructures that can impact SeismicCategory I structures is greater than orequal to 630 ft/sec at a depth of 6 ft,720 ft/sec at a depth of 22 ft, and 860ft/sec at a depth of 41.5 ft.

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Structural fillmaterial

is installed to meeta minimum of 95percent of theModified Proctordensity

Testing will beperformed duringthe placement ofthe structural fillmaterial.

A report exists thatconcludes that theinstalled structuralfill material underthe FPB and FPTmeets a minimumof 95 percentModified Proctordensity

Table 2.4-9— {Fire Protection Building Inspections, Tests, Analyses, and Acceptance Criteria}

Commitment Wording



1 The Fire Protection Building will house thefollowing equipment:

a. Diesel Driven Fire Pumps, Drivers, andassociated piping, valves, equipment,instruments and controls.

b. Diesel Fuel Oil Supply Day Tank andassociated piping, valves, equipment,instruments, and controls.

An inspection of theas built structure will beconducted.

The as built Fire Protection Buildinghouses the:

a. Diesel Driven Fire Pumps, Driversand associated piping, valves,equipment, instruments andcontrols.

b. Diesel Fuel Oil Supply Day Tankand associated piping, valves,equipment, instruments, andcontrols.

2 The Fire Protection Building is classified asSeismic Category II SSE that can withstand theapplicable structural design basis loads withouta loss of structural integrity and remainfunctional during and after an SSE.

a. Type tests, analyses,or a combination oftype tests andanalyses will beperformed on the FireProtection Building,using analyticalassumptions, orunder conditionswhich bound theSeismic CategoryII SSE designrequirements and todetermine that it canwithstand theapplicable structuraldesign basis loadswithout losing itsstructural integrityand will remainfunctional during andafter an SSE.

b. An inspection will beperformed of the FireProtection Building,and deviations fromthe approved designwill be analyzed fordesign basis loads,and will be reconciledto the seismicqualification reports(SQDP, EQDP, oranalyses).

a. Seismic qualification reports(SQDP, EQDP, or analyses) existand conclude that the FireProtection Building can withstandthe applicable structural designbasis loads without loss ofstructural integrity and will remainfunctional during and after an SSE.

b. Inspection reports exist whichreconcile deviations duringconstruction and conclude thatthe as built Fire ProtectionBuilding conforms to theapproved design and willwithstand design basis loadswithout loss of structural integrityand will remain functional duringand after an SSE.

3 For the Fire Protection Building’s concretefoundation and walls exposed to ground water,a low water to cement ratio concrete mixturewill be utilized.

Tests, inspections, or acombination of tests andinspections will beconducted to ensure theconcrete meets the lowwater to cement ratio limit.

A report exists that concludes theconcrete utilized to construct theas built Fire Protection Building’sbelow grade concrete foundation andwalls have a maximum water tocementitious materials ratio of 0.45.

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ConventionalSeismic

Table 2.4-21— {Fire Protection Building Ventilation System Inspections, Tests, Analyses, and

Acceptance Criteria}(Page 1 of 2)

Commitment Wording



1 a. The Fire Protection Building VentilationSystem equipment identified as SeismicCategory II SSE in the part (e) analysis canwithstand seismic design basis loadswithout loss of function.

b. The Fire Protection Building VentilationSystem equipment are designated SeismicCategory II SSE in the part (e) analysis, andcan withstand seismic design basis loadswithout loss of the safety function.

c. Portions of the UHS Fire ProtectionBuilding System piping and ductingidentified as Seismic Category I identifiedin the part (e) analysis can withstandseismic design basis loads without loss ofsafety function.

d. Portions of the UHS Fire ProtectionBuilding System piping and ductingidentified as Seismic Category I identifiedin the part (e) analysis can withstandseismic design basis loads without loss ofsafety function.

e. The Fire Protection Building VentilationSystem equipment, piping, and ductingidentified as Seismic Category II SSE canwithstand seismic design basis loadswithout loss of function.

a. Type tests, analyses,or a combination oftype tests andanalyses will beperformed on the FireProtection BuildingVentilation Systemequipment, identifiedas Seismic CategoryII SSE in the part (e)analysis usinganalyticalassumptions, orunder conditionswhich bound theSeismic Category Idesign requirements.

b. Inspections will beperformed of theas built SeismicCategory II SSE FireProtection BuildingVentilation Systemequipment identifiedin the part (e) analysisto verify that theequipment, includinganchorage, areinstalled as specifiedon the constructiondrawings anddeviations will bereconciled to theseismic qualificationreports (SQDP, EQDP,or analyses).

c. Type tests, analyses ora combination of typetests and analyses willbe performed on thepiping and ductingidentified as SeismicCategory I identifiedin the part (e) analysisusing analyticalassumptions, orunder conditions,which bound theSeismic Category Idesign requirements.

a. Seismic qualification reports(SQDP, EQDP, or analyses) existand conclude that the FireProtection Building VentilationSystem equipment identified asSeismic Category II SSE in the part(e) analysis can withstand seismicdesign basis loads without loss offunction.

b. Inspection reports exist andconclude that the as built SeismicCategory IISSE Fire ProtectionBuilding Ventilation Systemequipment identified in the part(e) analysis, including anchorage,are installed as specified on theconstruction drawings anddeviations have been reconciledto the seismic qualification reports(SQDP, EQDP, or analyses).

c. Seismic qualification reports(SQDP, EQDP, or analyses) existand conclude that the UHS FireProtection Building System pipingand ducting identified as SeismicCategory I identified in the part (e)analysis can withstand seismicdesign basis loads without loss ofsafety function.

d. Inspection reports exist andconclude that the as built SeismicCategory I UHS Fire ProtectionBuilding System piping andducting identified in the part (e)analysis, including anchorage, areinstalled as specified on theconstruction drawings anddeviations have been reconciledto the seismic qualification reports(SQDP, EQDP, or analyses).

e. A report exists indicating theCategory II SSE equipment,piping, and ducting of the FireProtection Building VentilationSystem.

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ConventionalSeismic Conventional

Seismic

Table 2.4-21— {Fire Protection Building Ventilation System Inspections, Tests, Analyses, and

Acceptance Criteria}(Page 2 of 2)

Commitment Wording



d. Inspections will beperformed of theSeismic Category IUHS Fire ProtectionBuilding Systempiping and ductingidentified in the part(e) analysis to verifythat the piping andducting, includinganchorage, areinstalled as specifiedon the constructiondrawings anddeviations will bereconciled to theseismic qualificationreports (SQDP, EQDP,or analyses).

e. An analysis to identifythe Category II SSEequipment, piping,and ducting of theFire ProtectionBuilding VentilationSystem will beperformed.

2 The Fire Protection Building Ventilation Systemmaintains the environment of the FireProtection Building within the most limitingoperating requirements for the diesel driven firepumps, and its supporting equipment.

Tests, analyses, or acombination of tests andanalyses will beperformed.

The as built Fire Protection BuildingVentilation System maintains thetemperature within a range thatsupports operation of the diesel drivenfire pumps, and its supportingequipment.

3 The Fire Protection Building Ventilation Systemstarts upon receipt of a simulated automaticinitiation signal.

A test of the as builtsystem will be conductedby supplying a simulatedautomatic signal to thesystem.

The as built Fire Protection BuildingVentilation System starts upon receiptof a simulated automatic initiationsignal.

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Table 2.4-24— {Fire Water Distribution System Inspections, Tests, Analyses, and Acceptance

Criteria}(Page 1 of 4)

Commitment Wording


Analysisign Acceptance Criteria

1 The fire protection storage tanks are inclose proximity to the fire protectionbuilding.

An inspection of the as builtlocation of the tanks will beconducted.

An inspection report exists that verifiesthe as built fire protection storage tanksare located within 50 ft of the as builtFire Protection Building, as measuredfrom the closest outside surfaces of thestructures.

2 a. The Fire Water Distribution Systemequipment identified as SeismicCategory II SSE in the part (e) analysiscan withstand seismic design basisloads without loss of safety function.

b. The Fire Water Distribution Systemequipment are designated SeismicCategory II SSE in the part (e) analysis,and can withstand seismic designbasis loads without loss of the safetyfunction.

c. Portions of the Fire Water DistributionSystem piping identified as SeismicCategory II SSE in the part (e) analysiscan withstand seismic design basisloads without loss of safety function.

a. Type tests, analyses, or acombination of typetests and analyses will beperformed on Fire WaterDistribution Systemequipment identified inthe part (e) analysis usinganalytical assumptions,or under conditionswhich bound the SeismicCategory II SSE designrequirements.

b. Inspections will beperformed of the SeismicCategory II SSE FireWater DistributionSystem equipmentidentified in the part (e)analysis, includinganchorage, anddeviations from theapproved design will beanalyzed for design basisloads, and will bereconciled to the seismicqualification reports(SQDP, EQDP, oranalyses).

a. Seismic qualification reports (SQDP,EQDP, or analyses) exist andconclude that the Fire WaterDistribution System equipmentidentified in the part (e) analysis asSeismic Category II SSE canwithstand seismic design basis loadswithout loss of safety function.

b. Inspection reports exist whichreconcile deviations duringconstruction and conclude that theas built Seismic Category II SSE FireWater Distribution Systemequipment identified in the part (e)analysis, including anchorage,conforms to the approved design,and can withstand seismic designbasis loads without loss of safetyfunction.

c. Seismic qualification reports (SQDP,EQDP, or analyses) exist andconclude that the Fire WaterDistribution System pipingidentified as Seismic Category II SSEin the part (e) analysis can withstandseismic design basis loads withoutloss of safety function.

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Commitment Wording



d. Portions of the Fire Water DistributionSystem piping identified as SeismicCategory II SSE in the part (e) analysiscan withstand seismic design basisloads without loss of safety function.

e. The Fire Water Distribution Systemequipment and piping identified asSeismic Category II SSE can withstandseismic design basis loads without lossof safety function.

c. Type tests, analyses or acombination of typetests and analyses will beperformed on the pipingidentified as SeismicCategory II SSE in thepart (e) analysis usinganalytical assumptions,or under conditions,which bound the SeismicCategory I designrequirements.

d. Inspections will beperformed of the SeismicCategory II SSE FireWater DistributionSystem piping identifiedin the part (e) analysis,including anchorage, anddeviations from theapproved design will beanalyzed for design basisloads, and will bereconciled to the seismicqualification reports(SQDP, EQDP, oranalyses).

e. An analysis to identifythe Category II SSEequipment and piping ofthe Fire WaterDistribution System willbe performed.

d. Inspection reports exist whichreconcile deviations duringconstruction and conclude that theas built Seismic Category II SSE FireWater Distribution System pipingidentified in the part (e) analysis,including anchorage, conforms tothe approved design, and canwithstand seismic design basis loadswithout loss of safety function.

e. A report exists indicating theCategory II SSE equipment andpiping of the Fire Water DistributionSystem.

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either ConventionalSeismic or SeismicCategory II



Commitment Wording



3 a. The Fire Water Distribution Systemequipment that could impact thecapability of Seismic Category Istructures, systems, or components toperform its safety function aredesignated as Seismic Category II SSEin the part (e) analysis , and canwithstand seismic design basis loadswithout impacting the capability ofequipment designated as SeismicCategory I from performing its safetyfunction.

b. The Fire Water Distribution Systemequipment that could impact thecapability of Seismic Category Istructures, systems, or components toperform its safety function aredesignated as Seismic Category II SSEin the part (e) analysis , and canwithstand seismic design basis loadswithout impacting the capability ofequipment designated as SeismicCategory I from performing its safetyfunction.

c. Fire Water Distribution System pipingthat could impact the capability ofSeismic Category I structures, systems,or components to perform its safetyfunction are identified as SeismicCategory II SSE in the part (e) analysis,and can withstand seismic designbasis loads without impacting thecapability of equipment designated asSeismic Category I from performing itssafety function.

a. Type tests, analyses, or acombination of typetests and analyses will beperformed on the FireWater DistributionSystem equipmentidentified in the part (e)analysis using analyticalassumptions, or underconditions, which boundthe Seismic CategoryII SSE designrequirements to verifythe equipment canwithstand seismic designbasis loads withoutimpacting the capabilityof equipment designatedSeismic Category I fromperforming its safetyfunction.

b. Inspections will beperformed of the SeismicCategory II SSE FireWater DistributionSystem equipmentidentified in the part (e)analysis, includinganchorage, anddeviations from theapproved design will beanalyzed for design basisloads, and will bereconciled to the seismicqualification reports(SQDP, EQDP, oranalyses).

a. Seismic qualification reports (SQDP,EQDP, or analyses) exist andconclude that the Fire WaterDistribution System equipmentidentified as Seismic Category II SSEin the part (e) analysis can withstandseismic design basis loads withoutimpacting the capability ofequipment designated SeismicCategory I from performing its safetyfunction.

b. Inspection reports exist whichreconcile deviations duringconstruction and conclude that theas built Seismic Category II SSE FireWater Distribution Systemequipment identified in the part (e)analysis, conforms to the approveddesign, and can withstand seismicdesign basis loads withoutimpacting the capability ofequipment designated as SeismicCategory I from performing its safetyfunction.

c. Seismic qualification reports (SQDP,EQDP, or analyses) exist andconcludes that the as designed FireWater Distribution System pipingidentified as Seismic Category II SSEin the part (e) analysis can withstandseismic design basis loads withoutimpacting the capability ofequipment designated SeismicCategory I from performing its safetyfunction.

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Commitment Wording



d. Fire Water Distribution System pipingthat could impact the capability ofSeismic Category I structures, systems,or components to perform its safetyfunction are identified as SeismicCategory II SSE in the part (e) analysis,and can withstand seismic designbasis loads without impacting thecapability of equipment designated asSeismic Category I from performing itssafety function.

e. The Fire Water Distribution Systemequipment and piping that couldimpact the capability of SeismicCategory I structures, systems, orcomponents to perform its safetyfunction are designated as SeismicCategory II SSE and can withstandseismic design basis loads withoutimpacting the capability of equipmentdesignated as Seismic Category I fromperforming its safety function.

c. Type tests, analyses or acombination of typetests and analyses will beperformed on the pipingidentified as SeismicCategory II SSE in thepart (e) analysis usinganalytical assumptions,or under conditions,which bound the SeismicCategory I designrequirements.

d. Inspections will beperformed of the as builtSeismic Category II SSEFire Water DistributionSystem piping identifiedin the part (e) analysis,including anchorage, anddeviations from theapproved design will beanalyzed for design basisloads, and will bereconciled to the seismicqualification reports(SQDP, EQDP, oranalyses).

e. An analysis to identifythe Category II SSEequipment and piping ofthe Fire WaterDistribution System willbe performed.

d. Inspection reports exist whichreconcile deviations duringconstruction and conclude that theas built Seismic Category II SSE FireWater Distribution System pipingidentified in the part (e) analysis,conforms to the approved design,and can withstand seismic designbasis loads without impacting thecapability of equipment designatedas Seismic Category I fromperforming its safety function.

e. A report exists indicating theCategory II SSE equipment andpiping of the Fire Water DistributionSystem.

4 The Fire Water Distribution System utilizingthe diesel driven fire pumps can beinitiated manually.

Tests of the as built systemwill be conducted.

Fire Water Distribution System utilizingthe diesel driven fire pumps starts uponreceipt of a manual initiation signal.

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Table 2.4-25— {Fire Suppression Systems Inspections, Tests, Analyses, and Acceptance Criteria}(Page 1 of 4)

Commitment Wording Inspection, Test, or Analysis Acceptance Criteria

1 a. The Standpipe and Hose Stationcomponents for the UHS MakeupWater Intake Structure aredesignated Seismic Category II SSEin the part (c) analysis and canwithstand seismic design basis loadswithout a loss of the function listedin the part (c) analysis.

b. The Standpipe and Hose Stationcomponents for the UHS MakeupWater Intake Structure aredesignated Seismic Category II SSEin the part (c) analysis and canwithstand seismic design basis loadswithout a loss of the function listedin the part (c) analysis.

c. The Standpipe and Hose Stationcomponents for the UHS MakeupWater Intake Structure aredesignated Seismic Category II SSEand can withstand seismic designbasis loads without a loss of thefunction listed.

a. Type tests, analyses, or acombination of type testsand analyses will beperformed on the UHSMakeup Water IntakeStructure Standpipe andHose Station componentsidentified as SeismicCategory II SSE in the part(c) analysis usinganalytical assumptions, orunder conditions whichbound the SeismicCategory II SSE designrequirements.

b. Inspections will beperformed of the as builtSeismic Category II SSEUHS Makeup Water IntakeStructure Standpipe andHose Station componentsidentified in the part (c)analysis to verify that theas built components,including anchorage, areinstalled as specified onthe construction drawingsand deviations will bereconciled to the seismicqualification reports(SQDP, EQDP, oranalyses).

a. Seismic qualification reports (SQDP,EQDP, or analyses) exist andconclude that the Seismic CategoryII SSE UHS Makeup Water IntakeStructure Standpipe and HoseStation components identified in thepart (c) analysis can withstandseismic design basis loads without aloss of the function listed in the part(c) analysis.

b. Inspection reports exist and concludethat the as built Seismic CategoryII SSE UHS Makeup Water IntakeStructure Standpipe and HoseStation components identified in thepart (c) analysis , includinganchorage, are installed as specifiedon the construction drawings anddeviations have been reconciled tothe seismic qualification reports(SQDP, EQDP, or analyses).

c. A report exists indicating theCategory II SSE components of theStandpipe and Hose Station for theUHS Makeup Water Intake Structure.

c. An analysis to identify theCategory II SSEcomponents of theStandpipe and HoseStation for the UHSMakeup Water IntakeStructure will beperformed.

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Table 2.4-25— {Fire Suppression Systems Inspections, Tests, Analyses, and Acceptance Criteria}(Page 2 of 4)

Commitment Wording Inspection, Test, or Analysis Acceptance Criteria

2 a. The Standpipe and Hose Stationcomponents for the UHS MakeupWater Intake Structure aredesignated Seismic Category II SSEin the part (c) analysis , and canwithstand seismic design basis loadswithout impacting the capability ofequipment designated as SeismicCategory I from performing its safetyfunction.

b. The Standpipe and Hose Stationcomponents for the UHS MakeupWater Intake Structure aredesignated Seismic Category II SSEin the part (c) analysis , and canwithstand seismic design basis loadswithout impacting the capability ofequipment designated as SeismicCategory I from performing its safetyfunction.

c. The Standpipe and Hose Stationcomponents for the UHS MakeupWater Intake Structure aredesignated Seismic Category II SSEand can withstand seismic designbasis loads without impacting thecapability of equipment designatedas Seismic Category I fromperforming its safety function.

a. Type tests, analyses, or acombination of type testsand analyses will beperformed on the SeismicCategory II SSE UHSMakeup Water IntakeStructure Standpipe andHose Station componentsidentified in the part (c)analysis using analyticalassumptions, or underconditions which boundthe Seismic CategoryII SSE designrequirements to verify thecomponents canwithstand seismic designbasis loads withoutimpacting the capabilityof equipment designatedSeismic Category I fromperforming its safetyfunction.

b. Inspections will beperformed of the SeismicCategory II SSE UHSMakeup Water IntakeStructure Standpipe andHose Station componentsidentified in the part (c)analysis to verify that theas built components,including anchorage, areinstalled as specified onthe construction drawingsand deviations will bereconciled to the seismicqualification reports(SQDP, EQDP, oranalyses).

a. Seismic qualification reports (SQDP,EQDP, or analyses) exist andconclude that the Seismic CategoryII SSE UHS Makeup Water IntakeStructure Standpipe and HoseStation components identified in thepart (c) analysis can withstandseismic design basis loads withoutimpacting the capability ofequipment designated SeismicCategory I from performing its safetyfunction.

b. Inspection reports exist and concludethat the as built Seismic CategoryII SSE UHS Makeup Water IntakeStructure Standpipe and HoseStation components identified in thepart (c) analysis, includinganchorage, are installed as specifiedon the construction drawings anddeviations have been reconciled tothe seismic qualification reports(SQDP, EQDP, or analyses).

c. A report exists indicating theCategory II SSE components of theStandpipe and Hose Station for theUHS Makeup Water Intake Structure.

c. An analysis to identify theCategory II SSEcomponents of theStandpipe and HoseStation for the UHSMakeup Water IntakeStructure will beperformed.

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2012/06/27 CCNPP3 COLA - UN12-055 RAI 253 - NRC

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