lar 14-05 s2 license amendment and exemption request: … · 2015-01-12 · nnd-14-0633 enclosure...

April R. Rice Manager

Nuclear Licensing

SCE&G New Nuclear Deployment ● P. O. Box 88 ● MC 846 ● Jenkinsville, South Carolina 29065 ● www.sceg.com

January 5, 2015 NND-14-0633

10 CFR 50.90 10 CFR 52.63

ATTN: Document Control Desk U.S. Nuclear Regulatory Commission Document Control Desk Washington, DC 20555 Virgil C. Summer Nuclear Station (VCSNS) Units 2 and 3 Combined License Nos. NPF-93 and NPF-94 Docket Nos. 52-027 & 52-028 Subject: LAR 14-05 S2 License Amendment and Exemption Request: Containment

Internal Structural Wall Module Design Details Reference: 1. Southern Nuclear Operating Company, ND-14-0748, Vogtle Electric Generating Plant

Units 3 and 4 LAR-14-001 R0: Containment Internal Structural Wall Module Design Details

2. South Carolina Electric & Gas Company (SCE&G) LAR 14-05 Request for License Amendment: Containment Internal Structural Wall Module Design Details July 17, 2014 (NND-14-0390) [ML14202A088]

3. South Carolina Electric & Gas Company (SCE&G) PAR 14-05-A Request for Preliminary Amendment: Containment Internal Structural Wall Module Design Details September 25, 2014 (NND-14-0582) [ML14268A535]

4. South Carolina Electric & Gas Company (SCE&G) LAR 14-05 S1 Request for License Amendment: Containment Internal Structural Wall Module Design Details September 25, 2014 (NND-14-0449) [ML14268A554]

5.

South Carolina Electric & Gas Company (SCE&G) PAR 14-05-A R1 Request for Preliminary Amendment: Containment Internal Structural Wall Module Design Details October 07, 2014 (NND-14-0622) [ML14280A587]

6. Southern Nuclear Operating Company, ND-14-1351, Vogtle Electric Generating Plant Units 3 and 4 Supplement LAR-14-001S: Containment Internal Structural Wall Module Design Details

7. Southern Nuclear Operating Company, ND-14-1466, Vogtle Electric Generating Plant Units 3 and 4 Supplement LAR-14-001S2: Containment Internal Structural Wall Module Design Details

8. Southern Nuclear Operating Company, ND-14-1811, Vogtle Electric Generating Plant Units 3 and 4 Supplement LAR-14-001S3: Containment Internal Structural Wall Module Design Details

9 Southern Nuclear Operating Company, ND-14-2007, Vogtle Electric Generating Plant Units 3 and 4 Supplement LAR-14-001S4: Containment Internal Structural Wall Module Design Details

Document Control Desk NND-14-0633 of 4

In accordance with the provisions of 10 CFR 50.90, South Carolina Electric & Gas Company (SCE&G) requests an amendment to the Virgil C. Summer Nuclear Station (VCSNS) Units 2 and 3 combined licenses (COLs) numbers NPF-93 and NPF-94, respectively. Pursuant to the provisions of 10 CFR 52.63(b)(1), an exemption from elements of the design as certified in the 10 CFR Part 52, Appendix D, design certification rule is also requested for the plant-specific DCD Tier 1 material departures.

The purpose of this letter is to notify the NRC of a change of scope for this LAR and Exemption Request with respect to the supplemental submittal in letter NND-14-0449 dated September 25, 2014 (Reference 4). The requested change reverts back to the original scope by adding the CA02 containment internal structural wall module to the scope of this LAR and Exemption Request as previously depicted in letter NND-14-0390 dated July 17, 2014 (Reference 2).

This change in scope is supported by the completion of calculation APP-1100-S3C-777 “Containment Internal Structures Design Calculation - CA01, CA02 and CA05 Walls and Connections”. The analysis was performed to qualify the containment internal structural wall modules for all load cases, including thermal and pressure loads from postulated flood cases and was completed on December 13, 2014. With the completion of this calculation, and the already completed APP-CA02-S3C-004, “CA02 Module Detailed Analysis and Qualification Report,” which qualified the out-of-plane shear loadings on the module; SCE&G has obtained the necessary design bases information to support the “Structural Module Out-of-Plane Reinforcement” changes originally requested in Reference 2.

The aforementioned design bases information effectively enables SCE&G to evaluate the out-of-plane shear loadings on the in-containment CA02 structural wall module in order to determine the size of the steel plates, structural shapes, reinforcement bars, or tie bars and their embedment lengths needed to meet the applicable requirements of ACI 349 and AISC N690.

This letter also supplements LAR 14-05 and Exemption Request for conformance with Reference 6, 7, 8 and 9. Reference 6, 7 and 8 provide Southern Nuclear Operating Company’s responses to NRC RAIs concerning Reference 1. Enclosure 5A and 5B have been added to provide the RAI responses as they apply to LAR 14-05 and Exemption Request. Furthermore, Enclosure 5C has been added to reflect the change in scope pertaining to CA02 as well as the completion of calculation APP-1100-S3C-777, the enclosure aligns the LAR and Exemption request with Reference 9 (SNC LAR-14-001S4, Letter ND-14-2007) dated December 23, 2014. This supplemental letter does not impact the conclusions of the technical evaluation, regulatory evaluation (including significant hazards consideration determination), or environmental considerations of the original LAR or Exemption request.

The scheduled concrete placement date around CA05 has changed such that approval of the license amendment and associated exemption will be needed by March 30, 2015. Approval by this date will allow sufficient time to implement the licensing basis changes prior to affected construction activities. SCE&G expects to implement the proposed amendment within 7 days of approval.

This letter contains no regulatory commitments.

In accordance with 10 CFR 50.91, SCE&G is notifying the State of South Carolina of this LAR by transmitting a copy of this letter and enclosures to the designated State Official.


Should you have any questions, please contact Mr. Justin R. Bouknight by telephone at (803) 941-9828, or by email [email protected].

I declare under penalty of perjury that the foregoing is true and correct.

MMD/ARR/mmd

-\-"'-Executed on this ~ day of :SCA.o1'\V q,7 ,2015.

Sincerely,

~~ :tRice Manager Nuclear licensing

Enclosure 5A: Supplemental Information Part A - Containment Internal Structural Wall Module Design Details (LAR 14-05 S2)

Enclosure 58: Supplemental Information Part B - Containment Internal Structural Wall Module Design Details (LAR 14-05 S2)

Enclosure 5C: Supplemental Information Part C - Containment Internal Structural Wall Module Design Details (LAR 14-05 S2)


copy (with enclosures): Denise McGovern Chandu Patel David Jaffe Ruth Reyes [email protected]

copy (without enclosures):

Patrick Donnelly Victor McCree Jim Reece Stephen A. Byrne Jeffrey B. Archie Ronald A. Jones Alvis J. Bynum Kathryn M. Sutton April R. Rice Justin R. Bouknight Bryan Barwick Dean Kersey Matthew Presson Matthew Kunkle Mohamed Mory Diané Margaret Felkel Cynthia Lanier Kristin Seibert Neil Haggerty Wes Sparkman Christopher Levesque Pat Young Tom Geer Michael Frankle AJ Marciano Sean Burk Joel Hjelseth Brian Bedford Brian McIntyre Joseph Cole Zach Harper Chuck Baucom Curt Castell Ken Hollenbach Susan E. Jenkins William M. Cherry Rhonda O’Banion VCSummer2&[email protected] vcsummer2&[email protected]

South Carolina Electric and Gas Company Virgil C. Summer Nuclear Station (VCSNS) Units 2 and 3

NND-14-0633

Enclosure 5A

Supplemental Information Part A –

Containment Internal Structural Wall Module Design Details

(LAR 14-05 S2)

NND-14-0633 Enclosure 5A: Supplemental Information Part A – Containment Internal Structural Wall Module Design Details (LAR 14-05 S2)

Page 2 of 22

Below are the NRC questions to Southern Nuclear Operating Company (SNC) per Vogtle eRAI Tracking No. 7645 (ML14210A265) pertaining to Reference 1 (SNC LAR-14-001). The responses below were submitted by SNC via Reference 6 (SNC LAR-14-001S) and are modified by SCE&G in green text to conform with Reference 2 (SCE&G LAR 14-05).

The UFSAR markups in Reference 6 were depicted in various purple/blue tones for additions and various red strikeout tones for deletions, in this enclosure; they have been unified in 1 purple tone for additions and 1 red strikeout tone for deletions.

Note also that information provided in Enclosure 5B supplements the respective information from this enclosure.

Question 1:

Cover Letter: The second paragraph states in part, the amendment proposes to depart from Tier 2* and it involves Tier 2 information. Whereas Summery [sic] of Description (Enclosure 1, second paragraph) states that the proposed changes to UFSAR Tier 2 information and it involves Tier 2* information. These two sentences are not consistent. Please clarify. Also, it is also not clear which Tier 2 changes involve Tier 2* and Tier 1 information. Please identify those Tier 2 changes (See licensing Basis Change Description starting on page 7 of 23 of Enclosure 1).

Response to Question 1:

Note: SNC LAR-14-001 Enclosure 1 2nd paragraph mentioned above corresponds to the 3rd paragraph of SCE&G LAR 14-05 Enclosure 1. Similarly page 7 of 23 in SNC LAR-14-001 Enclosure 1 corresponds to page 7 of 24 in SCE&G LAR 14-05 Enclosure 1.

In accordance with 10 CFR 52, Appendix D, “Design Certification Rule for the AP1000 Design,” Section VIII, paragraph B.5.a, a licensee who references Appendix D may depart from Tier 2 information without prior NRC approval unless the proposed departure involves a change to or departure from Tier 1 information, Tier 2* information, or the TS, or requires a license amendment under paragraphs B.5.b or B.5.c of Appendix B. In accordance with these requirements, some of the proposed changes included in LAR 14-05 are to Tier 2 information. These changes have been included in LAR 14-05 because it has determined that these changes involve changes to Tier 2* information.

The characterization of the relationship of the proposed changes to Tier 2 information included in LAR 14-05 can be clarified. Thus, the following changes to the LAR 14-05 (Reference 2) cover letter, and Enclosure 1 as well as LAR 14-05 S1 (Reference 4) cover letter are proposed.


Page 3 of 22

The following paragraph replaces the 2nd and 5th paragraph respectively of the LAR 14-05 and LAR 14-05 S1 cover letter:

“The requested amendment proposes to depart from Tier 2* information incorporated in the Updated Final Safety Analysis Report (UFSAR), plant-specific Tier 1 and corresponding COL Appendix C information, and involved UFSAR Tier 2 information that involves Tier 2* information to address changes in the UFSAR and design documents related to containment internal structural wall module design details.”

The following replaces the first two sentences of the third paragraph of LAR 14-05, Enclosure 1, Section 1, “Summary Description”:

“The proposed changes to UFSAR Tier 2 information and the involved Tier 2* and plant-specific Tier 1 and associated COL Appendix C information allow for the use of thicker than nominal faceplates to accommodate local demand or connection loads in certain areas without the use of overlay plates or additional backup structures. Additional proposed changes to Tier 2 Tier 2* and involved Tier 2* Tier 2 information that involves Tier 2* information allow:”

LAR-14-05 does not propose any changes to Tier 2 information that involve Tier 1 information. The proposed changes to Tier 2 information that involve Tier 2* information are as follows:

Structural Wall Module Out-Of-Plane Reinforcement Proposed Tier 2 Changes

UFSAR Subsection 3.8.3.1.3

LAR Enclosure 3, Page 4

– Steel plates, structural shapes, reinforcement bars, or tie bars are installed between the structural wall module faceplates and embedded in the concrete as additional structural elements that support out-of plane loads and structural integrity. This reinforcement is designed to the applicable requirements of ACI 349 and AISC N690.

UFSAR Subsection 3.8.3.5.3.5

LAR Enclosure 3,

– As described in subsection 3.8.3.1.3, additional structural capacity is provided between the module faceplates in some areas to support localized loads. The trusses, connecting steel plates, structural shapes, reinforcement bars, and tie bars, are designed according to the applicable requirements of AISC N690 and ACI 349.


Page 4 of 22

Structural Wall Module Out-Of-Plane Reinforcement Involved Tier 2* Information

UFSAR Subsection 3.8.3.5.8.1


– The design implemented in fabrication and construction drawings and instructions may have alternative structural shapes or reinforcement arrangements if they provide equal or better load capacity. As described in subsection 3.8.3.1.3, steel plates, structural shapes, reinforcement bars, or tie bars are used in other locations between the structural module faceplates to address local out-of-plane loads.

Structural Module Connection to the Base Concrete Proposed Tier 2 Changes



– The structural wall modules are anchored to the concrete base by reinforcing steel dowels or other types of connections mechanically connected or welded to the modules and embedded in the reinforced concrete below or adjacent to the module.



– Typical design details of the structural modules are shown in Figures 3.8.3‐2 and 3.8.3‐8. Shear-friction reinforcement may be included in construction joints at the transition between the base concrete and concrete in the modules and is not part of the mechanical connection between the module and base concrete described above. The shear-friction reinforcement at the construction joints is spaced and sized in accordance with ACI 349 requirements and is not connected to the module faceplates.



– Figure 3.8.3-8 shows the typical design details of the structural modules, typical configuration of the wall modules, typical anchorages of the wall modules to the reinforced base concrete, and connections between adjacent modules. Variations in the module design details and design elements used are described in the Figure 3.8.3-8 notes and in subsections 3.8.3.1 and 3.8.3.1.3.



– The steel plate modules are anchored to the reinforced concrete basemat by mechanical connections welded to the steel plate. Loads are transferred directly from the faceplates to the base concrete using reinforcing bars, structural shapes, and shear studs connected directly to the modules with mechanical connectors, or welds. The reinforcing steel used to anchor the modules to the concrete has a development that satisfies the requirements of ACI 349.


Page 5 of 22

Structural Module Connection to the Base Concrete Involved Tier 2* Information:



– [Shear studs, structural shapes, or horizontally oriented reinforcement bars mechanically connected or welded to the module faceplates may be used to anchor the CA01 and CA05 structural modules to the base concrete. Shear lugs designed in accordance with ACI 349 may also be used to transfer loads at the connection. Where horizontal bars are attached perpendicular to the faceplate, they function like shear studs to provide for faceplate development. Where additional reinforcement is required for detailing base concrete at module walls with offsets in faceplate elevation, the reinforcement is developed in accordance with ACI 349. Where horizontal bars are attached to the edge of a faceplate at an elevation offset, the bars are designed for a combination of applicable demand and developed in accordance with ACI 349.]*



– [The reinforcing steel used to anchor the modules to the concrete may be oriented horizontally or vertically and has a development that satisfies the requirements of ACI 349.]*

UFSAR Figure 3.8.3-8 (Sheet 1 of 3)


– Figure 3.8.3-8, [Structural Modules – Typical Design Details]* showing in-containment structural wall module “typical design details.”

UFSAR Figure 3.8.3-8 (Sheet 2 of 3) LAR Enclosure 3, Page 20

– Figure 3.8.3-8, [Structural Modules – Typical Design Details]* showing in-containment structural wall module “typical design details.”


Page 6 of 22

Question 2:

Enclosure 1 of the LAR describes the scope and applicability of the UFSAR changes. Specifically, it states that the proposed changes are for Modules CA01, CA02, and CA05. It is our understanding that there are other structural modules inside containment and the information provided in UFSAR Subsections 3.8.3.1, 3.8.3.5.3, and 3.8.3.5.8.1 is for all Structural Wall Modules (inside containment). Once NRC approves this LAR, It could be construed that these changes are also applicable for other structural wall modules inside containment. Therefore, please clarify which portions of the description included in these Subsections are for CA01, CA02 and CA05.


As identified in the applicability table included in Virgil C. Summer Nuclear Station (VCSNS) Units 2 and 3 License Amendment Request LAR 14-05, Enclosure 1, Section 2, “Detailed Description,” the proposed changes are limited to in-containment structural wall modules CA01, CA02, and CA05. There are additional structural modules inside containment; however the proposed changes are limited to “structural wall modules,” as defined in UFSAR Subsection 3.8.3.1.3.

As defined in UFSAR Subsection 3.8.3.1.3, in the first sentence of the second paragraph, “structural wall modules” are defined as consisting of “steel faceplates connected by steel trusses.” Additionally, UFSAR Subsection 3.8.3.1.3, in the first sentence of the first paragraph, identifies that “structural wall modules” are used for:

• “the primary shield wall around the reactor vessel” (CA01),

• “the wall between the vertical access and the CVS room” (CA05),

• “secondary shield walls around the steam generators and pressurizer” (CA01),

• “for the east side of the in-containment refueling water storage tank” (CA02), and

• “for the refueling cavity” (CA01).

Other in-containment structural modules reside within containment, but are not configured with “steel faceplates connected by steel trusses,” and thus do not constitute “structural wall modules.” These include:

Structural Module CA03 – As shown in UFSAR Figure 3.8.3-1 (Sheet 4 of 7), CA03 is an arc-shaped in-containment structural module that forms a portion of the perimeter of the In-Containment Refueling Water Storage Tank (IRWST). As described in UFSAR Subsection 3.8.3.5.3, CA03 is essentially a stiffened steel shell, and is not comprised of steel faceplates connected by steel trusses, and does not contain any concrete fill. Thus, CA03 is defined as an in-containment “structural module,” but not an in-containment “structural wall module.”


Page 7 of 22

Structural Module CA04 – As shown in UFSAR Figure 3.8.3-1 (Sheet 2 of 7), CA04 is the in-containment structural module that forms the liner of the reactor vessel cavity. CA04 is not a wall module, but a stiffened steel cavity liner, anchored to the concrete placed around its circumference, with integral plant component supports and associated reinforcement and anchorage.

Other modules are depicted in UFSAR Figure 3.8.3-1, that in accordance with the figure, are not “structural wall modules” as defined in UFSAR Subsection 3.8.3.1.3. These include modules CB65 and CB66, shown in UFSAR Figure 3.8.3-1, Sheet 1 of 7, which are concrete “form” modules and module CA31, shown in UFSAR Figure 3.8.3-1, Sheets 4, 5, 6, and 7, which is a floor module.

These differences are depicted in UFSAR Figure 3.8.3-1. The UFSAR Figure 3.8.3-1 key identifies the nomenclature used to depict the structural modules for each elevation depicted. “Structural wall modules” are depicted as wall sections with dual faceplates connected by trusses. “Structural modules with single surface plate” are depicted as a single bold line with angles to represent a single faceplate with shear studs/steel. As discussed in UFSAR Subsection 3.8.3.1.3, a “structural module with single surface plate” nomenclature identifies a structural wall module at a location where an offset occurs in the structural module faceplates; thus, a single faceplate is depicted. In contrast, in-containment structural modules CA03 and CA04 are shown as heavy bold lines with additional detail that approximate their configurations. Likewise, modules CA31, CB65, and CB66 are depicted uniquely.

Where applicable, the proposed changes requested were qualified, in the licensing basis markups, to identify their applicability. The table below identifies each change proposed in UFSAR Subsections 3.8.3.1, 3.8.3.5.3, and 3.8.3.5.8.1, the applicability of each change, and how the applicability of each change is identified within the proposed licensing basis changes.


Page 8 of 22

Applicability of LAR 14-05 Proposed Changes

Item

UFSAR Subsect

(Encl. 3 Page) Change App Justification

1 3.8.3.1.3

(4 of 21)

[In some locations within the CA01 and CA05 structural wall modules, the faceplate thickness is greater than the nominal thickness to support local demand. For areas subject to these high out-of-plane loads, the faceplate thickness may be increased up to a thickness of 1.5 inches. To support loading associated with the steam generator lateral supports, the faceplate thickness is increased to 3.0 inches.]*

CA01

CA05

Applicability stated in proposed change.

2 3.8.3.1.3

(4 of 21)

Steel plates, structural shapes, reinforcement bars, or tie bars are installed between the structural wall module faceplates and embedded in the concrete as additional structural elements that support out-of plane loads and structural integrity. This reinforcement is designed to the applicable requirements of ACI 349 and AISC N690.

CA01

CA02

CA05

Applicability based on inclusion in Subsection 3.8.3.1.1 which applies only to in-containment structural wall modules.

3 3.8.3.1.3

(5 of 21)

[Shear studs, structural shapes, or horizontally oriented reinforcement bars mechanically connected or welded to the module faceplates may be used to anchor the CA01 and CA05 structural modules to the base concrete. Shear lugs designed in accordance with ACI 349 may also be used to transfer loads at the connection. Where horizontal bars are attached perpendicular to the faceplate, they function like shear studs to provide for faceplate development. Where additional reinforcement is required for detailing base concrete at module walls with offsets in faceplate elevation, the reinforcement is developed in accordance with ACI 349. Where horizontal bars are attached to the edge of a faceplate at an elevation offset, the bars are designed for a combination of applicable demand and developed in accordance with ACI 349.]*

CA01

CA05


4 3.8.3.1.3

(5 of 21)

As shown in Figure 3.8.3-1, Sheets 2 and 4, some CA01 and CA05 wall thicknesses are different than the wall thicknesses listed in Figure 3.8.3-8. Wall thickness increase due to local faceplate thickness increase is below the level of detail depicted in Figure 3.8.3-1. The module wall thicknesses are determined based on radiation protection considerations and are designed to the applicable requirements of AISC N690 and ACI 349.

CA01

CA05



Page 9 of 22


Item

UFSAR Subsect


5 3.8.3.1.3

(6 of 21)

The structural wall modules are anchored to the concrete base by reinforcing steel dowels or other types of connections mechanically connected or welded to the modules and embedded in the reinforced concrete below or adjacent to the module. [The reinforcing steel used to anchor the modules to the concrete may be oriented horizontally or vertically and has a development that satisfies the requirements of ACI 349.]*

CA01

CA02

CA05

Applicability based on inclusion in Subsection 3.8.3.1.3 which applies only to in-containment structural wall modules. However, as this is stated as a connection option or permissive, and the CA02 design does not require or use horizontal rebar in its base connection, it is not expected for this option or permissive to be used for CA02.


Page 10 of 22


Item

UFSAR Subsect


6 3.8.3.1.3

(6 of 21)

Typical design details of the structural modules are shown in Figures 3.8.3‐2 and 3.8.3‐8. Shear-friction reinforcement may be included in construction joints at the transition between the base concrete and concrete in the modules and is not part of the mechanical connection between the module and base concrete described above. The shear-friction reinforcement at the construction joints is spaced and sized in accordance with ACI 349 requirements and is not connected to the module faceplates.

CA01

CA02

CA05

Applicability based on inclusion in Subsection 3.8.3.1.3 which applies only to in-containment structural wall modules. Although shear friction reinforcement is not required or used in CA02, use of additional reinforcement meeting ACI 349 should not be limited in the licensing basis to only CA01 and CA05, if determined to be required in the future to address unanticipated loads.

7 3.8.3.5.3

(6 of 21)

Variations in the module design details and design elements used are described in the Figure 3.8.3-8 notes and in subsections 3.8.3.1 and 3.8.3.1.3.

CA01

CA02

CA05

Applicable to structural wall modules only, since paragraph makes reference to Figure 3.8.3-8 which illustrates only structural wall modules. This is only an internal reference.


Page 11 of 22


Item

UFSAR Subsect


8 3.8.3.5.3

(6 of 21)

Loads are transferred directly from the faceplates to the base concrete using reinforcing bars, structural shapes, and shear studs connected directly to the modules with mechanical connectors, or and welds. The reinforcing steel used to anchor the modules to the concrete has a development that satisfies the requirements of ACI 349.

CA01

CA02

CA05

Applicable to structural wall modules only, since paragraph makes reference to Figure 3.8.3-8 which illustrates only structural wall modules.

9 3.8.3.5.3.5

(7 of 21)

The trusses provide a structural framework for the modules, maintain the separation between the faceplates, support the modules during transportation and erection, and act as "form ties" between the faceplates when concrete is being placed. After the concrete has cured, the trusses are not required to contribute to the strength or stiffness of the completed modules. However, they do provide additional shear capacity between the steel plates and concrete as well as additional strength similar to that provided by stirrups in reinforced concrete. As described in subsection 3.8.3.1.3, additional structural capacity is provided between the module faceplates in some areas to support localized loads. The trusses, connecting steel plates, structural shapes, reinforcement bars, and tie bars are designed according to the applicable requirements of AISC - N690 and ACI 349.

CA01

CA02

CA05

Applicable to structural wall modules only, since paragraph is discussing trusses and additional structural capacity between structural wall module faceplates. This proposed change addresses additional reinforcement to address out-of-plane loads, applicable to CA01, CA02, and CA05.


Page 12 of 22


Item

UFSAR Subsect


10 3.8.3.5.8.1

(7 of 21)

Plate thickness, structural shape size, and reinforcement provided may be increased due to locally higher loads. The design implemented in fabrication and construction drawings and instructions may have alternative structural shapes or reinforcement arrangements if they provide equal or better load capacity. As described in Subsection 3.8.3.1.3, steel plates, structural shapes, reinforcement bars, or tie bars are used in other locations between the structural module faceplates to address local out-of-plane loads.]* The structural analyses are described in Subsection 3.8.3.4 and summarized in Table 3.8.3-2. The design procedures are described in Subsection 3.8.3.5.3.

CA01

CA02

Applicability based on UFSAR Subsection 3.8.3.5.8.1 first sentence, identifying section addresses the critical sections comprising 1) the south west wall of the refueling cavity (CA01), 2) the south wall of the west steam generator cavity (CA01), and 3) the northeast wall of the IRWST (CA02).

To remove potential ambiguity in the licensing basis concerning the differentiation of an in‐containment “structural wall module” versus an in‐containment “structural module,” it is proposed that the first sentence of the first paragraph of UFSAR Subsection 3.8.3.5.3, Structural Wall Modules be revised, as follows:

Structural wall modules without concrete fill, such as the west wall of the in-containment refueling water storage tank, are designed as steel structures, according to the requirements of AISC‐N690.

The above proposed revision is a Tier 2 change that involves each of the Tier 2* changes proposed in this request for the “structural wall modules” since it is related to an appropriate understanding of the applicability of those changes.


Page 13 of 22

Question 3:

Enclosure 1, Page 4 provides a table which describes the applicability of changes to the affected modules. For location, ‘Structural Module Faceplate Thickness’, it states that it is applicable only to CA01 and CA05. However, one before last sentence in ‘Structural Module Faceplate Thickness’ paragraph on page 5 of 23 implies that the change is also applicable to CA02. In addition, CA02 changes are described in Technical Evaluation sections for “structural Module Connection to the Base Concrete”. Please clarify.


Note: The table mentioned above is found on page 4 of 24 of SCE&G LAR 14-05 Enclosure 1. Similarly page 5 of 23 in SNC LAR-14-001 Enclosure 1 corresponds to page 5 of 24 in SCE&G LAR 14-05 Enclosure 1.

As identified in the applicability table provided in Enclosure 1, page 4, and as identified in the proposed changes to UFSAR Figure 3.8.3-8, Sheets 1 and 2, variation of the in-containment structural wall module faceplate thicknesses from the nominal 0.5 faceplate thickness is limited to in-containment structural wall modules CA01 and CA05 only. The “second-to-last” sentence in the above referenced paragraph from LAR 14-05 (Reference 2) states, “Overlay plates are used in the CA01, CA02, and CA05 structural modules.” Overlay plates are not attached to, and thus are not considered part of the in-containment structural wall module faceplates. The overlay plates are anchored to the concrete of the in-containment structural wall module independently from the faceplates. Accordingly, the use of overlay plates does not constitute an increase in faceplate thickness. See the response to Question 7 for more information on the configuration of the overlay plates.


Page 14 of 22

Question 4:

Structural Module Out-of Plane Reinforcement (page 7 of 23 and page 15 of 23 of Enclosure 1). It states that these changes are applicable for CA01, CA02 and CA05. Are there any calculations/ evaluations preformed to support changes to CA02? If so, please provide a summary of calculations/ evaluation performed to support changes to Module CA02.


Note: The above references to “Structural Module Out-of Plane Reinforcement” pertain to Page 7 of 24 and 15 & 16 of 24 in SCE&G LAR 14-05 Enclosure 1.

LAR 14-05 proposes that to support out-of-plane loads and structural integrity, steel plates, structural shapes, reinforcement bars, or tie bars be installed between the structural wall module faceplates and embedded in the concrete as additional structural elements. This reinforcement is designed to the applicable requirements of ACI 349 and AISC N690. As identified in LAR 14-05 (Reference 2), Enclosure 1, Section 2, “Detailed Description,” the proposed changes to support the addition of steel reinforcement to in-containment structural wall modules applies to in-containment structural wall module CA02 as well as in-containment structural wall modules CA01 and CA05.

Calculation APP-CA02-S3C-004, “CA02 Module Detailed Analysis and Qualification Report,” which evaluates the out-of-plane shear loadings on the CA02 in-containment structural wall module has been completed. This calculation addresses mechanical loading only; a separate analysis APP-1100-S3C-777 “Containment Internal Structures Design Calculation - CA01, CA02 and CA05 Walls and Connections”, was also performed to qualify the containment internal structural wall modules for all load cases, including thermal and pressure loads from postulated flood cases in accordance with the methodology previously provided. These analyses evaluate the out-of-plane shear loadings on the in-containment CA02 structural wall module that will determine the size of the steel plates, structural shapes, reinforcement bars, or tie bars and their embedment lengths needed to meet the applicable requirements of ACI 349 and AISC N690.


Page 15 of 22

Question 5:

In Enclosure 3, on Pages 6 and 7, the description of Note #4 (page 6) is inconsistent with Note #4 described in Table 3.8.3-3 (Page 7). Enclosure 3, changes to Table 3.8.3-3: Note 4 is added to the Table 3.8.3-3. Note 4 (proposed) of Table 3.8.3-3 includes reference to Note 3 (embedded reference). By referring Note 3 (tier 2) into Note 4 (this is Tier 2* information), note 3 (Tier 2 information) will be become Tier 2* and will be subject to the change process provided in 10 CFR 52 Appendix D § VIII.B.6. Please Clarify.


Note: The described Note#4 as mentioned above can be found on page 7 and 8 of 21 of SCE&G LAR 14-05 Enclosure 3. Similarly the Note#4 mentioned above with respect to the markup changes to Table 3.8.3-3 can be found on page 9 of 21 of SCE&G LAR 14-05 Enclosure 3.

The markup adding new “Note 4” to UFSAR Table 3.8.3-3, “Definition of Critical Locations and Thicknesses for Containment Internal Structures,” in LAR 14-05, Enclosure 3, page 9 contains an error which was incurred during the assembly of the final LAR package for submittal. The Enclosure 3, page 9 markup identifies Note 4 as:

[4. Portions of the module faceplate may have a design thickness ranging from the nominal 0.5 inches to 1.5 inches to provide additional strength for localized loads due to attachments or connections beyond the operating and design basis loads addressed in Note 3]*

As identified in LAR 14-05, Enclosure 3, page 7 and 8, the UFSAR Table 3.8.3-3 Note 4 on Enclosure 3, page 9 should read:

[4. As described in subsection 3.8.3.1.3, some CA01 and CA05 module wall faceplate thicknesses are greater than the 0.5-inch nominal faceplate thickness.]*

Correction of this markup will resolve the issue concerning Tier 2* information referencing Tier 2 information.

Corrected Table 3.8.3-3 is shown on the following page and replaces Table 3.8.3-3 shown on page 9 of 21 of Enclosure 3.


Page 16 of 22

Table 3.8.3-3 Definition of Critical Locations and Thicknesses for Containment Internal Slructures{I )H}

Wa ll Description Required Thickness

(see detail in 01 Surface PIOItes [Thiclrness of subsection ApplicOIble Column (inches)Pf Surface Plates 3.8.3.5.8.1) Lines Applicab le Elevation Range [Concrete ThiCknessf'!)· ! Ma~ imlolm ) Provirkfl (lnchesn ·

Containment Structures

MOOuleWail Wesf wall 01 refueling Wal separamg IRWST and [4'.{)" coraete-Iflled structural waf '''' [0.5 - .0.01 +D.W

""" refueling cavity from elevation module Mr/l D. 5-in. --/hie/( steel plate on 103' to 135'-3" inside and 0UfsK1e 01 waIiJ'

MOOuieWal2 SouItJ wall of wesl Wal separatilg IRWST and west [2'--6 ' coraete-nJled structural waf ,.'" [0.5 - ..0.01 +D.I] '

-., ''''''"'',, stean generalor cavity from module Mr/l D. 5-in. --/hie/( steel plate on

""" elevation 103' to 135'-3" inside and 0UfsK1e 01 waJJ] ' CA02 Module North east boundary Wal separamg IRWST and [2'--6" coraete-Iflled structural waf 0.37 [0.5 - .0.01 +D.W W"' wall of IRWST maintenance IIoor from elevation module Mr/l D. 5-in. --/hie/( steel plare on

103' to 135'-3" inside and 0UfsK1e 01 waIiJ'

~ I. The appkable coUm lines :nI elevation levels are idefllilie<l aoo -.." in fi9ln>s 1.2-9. 3.12- 12 (sheets 1 through 12), 3.1.2-'9 (sheets 1 Ihrough 3) :nI en Table '2- 1. (2. The concrete IIIidcJIeM inckJ6e:; rhe SleeI face plate:;. T1IidaIe.ssll""'lef /han 3".q' have a COBSII'lICIion 1<tIerance or . ,', -3'4 ·. T1IickneM ~ !han Of e<)ua/IO 3'.q' />ave a

consrn.oa.iDtllOleiance of *1rr. -.Mr'.I ' 3. These pb!e thicknesses representthe Ihiclu"ess required roo-~ and design b:nis Ic.a!:s except roo- designed openinrJs or peootr:otions. These values :apply for e3Ch bee of

the :IPPk3I>Ie ....... unless Sj)I!CirIc:oIly indic3ted en the I3b1e. f or Io3d ccmbin:llicns with 1termaItoads, !he evakl.1ticn ~ performed as desaibed in Subsedicn 3.8.3.5.3 .•. 14 A§ _!led in w~" 3 ~ 3 1.3 wme CA!)1 and CAo;! modlJle wi!!' focepla!e /hici",e~ i!'f grear{'( /han /lie !)!Cinch fI9lT!mai faceplate rll>cJrn<= r

'NRC Stall:opproval is required priof k> implementing 3 ct\at>;Ie in this inIormatioo.


Page 17 of 22

Question 6:

Enclosure 1, Page 4 provides a table which describes the applicability of changes to the affected modules. For location, ‘Structural Module Faceplate Thickness’, it states that it is applicable only to CA01 and CA05. On page 8 of 23 of Enclosure 1 (Structural Module Faceplate Thickness), the licensee describes changes to Appendix C of the COL Table 3.3-1, Note 3. However, Enclosure 2, Exemption request, Section-Purpose, fourth paragraph implies that note 3 is also applicable to CA02. Please clarify.


Note: The table mentioned above is found on page 4 of 24 of SCE&G LAR 14-05 Enclosure 1. Similarly the above reference to “Structural Module Faceplate Thickness” pertains to Page 8 of 24 in SCE&G LAR 14-05 Enclosure 1.

LAR 14-05 (Reference 2), Enclosure 2, “Request for Exemption Regarding Containment Internal Structural Wall Module Design Details (LAR 14-05),” Section 1.0, “Purpose,” states in the fourth and fifth paragraphs:

The use of thicker than nominal faceplates permits larger attachment or connection loads without the use of overlay plates. Structural modules CA01 and CA05 use thicker faceplates in some locations. In addition, overlay plates are attached in some locations to structural modules CA01, CA02, and CA05 to support equipment attachment. A thicker faceplate is also used in the area inside the northeast corner of the CA05 structural module where it transitions at lower elevations from 2′-0″ (where the wall thickness is reduced to accommodate equipment) to 4′-6″.

The additional thickness from the use of thicker faceplates or overlay plates is applicable to the outer surface of the module and, as a result, the overall module wall thickness is greater in these areas. This change affects dimensions specified in plant-specific DCD Tier 1, Table 3.3-1 and requires a revision to a note to the table.

As discussed in the response to Question 3, the use of overlay plates does not result in thicker faceplates at the location of their use. As described in more detail in the response to Question 7, the overlay plates are not attached to the in-containment structural wall module faceplates where used. Rather, they are anchored to the in-containment structural wall module concrete independently of the faceplates. Thus, the overlay plates are not integral to, or considered part of the in-containment structural module faceplates where used.

The proposed change to Tier 1 Table 3.3‐1, Note 3 included in the previously submitted LAR 14‐05 reads as follows:

3. For walls that are part of structural modules, the concrete thickness also includes the steel face plates. Where faceplates with a nominal thickness of 0.5 inches are used in the construction of the wall modules, the wall thicknesses in this column apply. Where faceplates thicker than the nominal 0.5 inches or overlay plates are used in the construction of the structural wall


Page 18 of 22

modules, the wall thicknesses in the area of the thicker faceplates and overlay plates are greater than indicated in this column by the amount of faceplate and/or overlay plate thickness increase over the nominal 0.5 inches.

The reference to overlay plates in this Note 3 is important, because even though the overlay plates are not part of the faceplates, they will be in place following setting of the structural wall modules and placement of the structural wall module concrete. Therefore, while the change described in LAR 14-05 regarding increased faceplate thickness does not apply to in-containment structural wall module CA02, the conditional Note 3 of Table 3.3-1 concerning overlay plates does apply to CA02.

To provide greater clarity concerning the relationship of overlay plates to structural wall module faceplates and wall thicknesses, the following replaces the proposed change to Tier 1 Table 3.3‐1, Note 3 included in LAR 14‐05 and the revised table is shown on the following page of this enclosure:

3. For walls that are part of structural modules, the concrete thickness also includes the steel face plates. Where faceplates with a nominal thickness of 0.5 inches are used in the construction of the wall modules, the wall thicknesses in this column apply. Where faceplates thicker than the nominal 0.5 inches are used in the construction of the structural wall modules, the wall thicknesses in the area of the thicker faceplates are greater than indicated in this column by the amount of faceplate thickness increase over the nominal 0.5 inches. Overlay plates are not considered part of the faceplates, and thus are not considered in the wall thicknesses identified in this column.

Additionally, LAR 14‐05, Enclosure 2, Section 1.0, “Purpose,” fifth paragraph will be revised as follows:

The additional thickness from the use of thicker faceplates or overlay plates is applicable to the outer surface of the module and, as a result, the overall module wall thickness is greater in these areas. This change affects dimensions specified in plant‐specific DCD Tier 1, Table 3.3‐1 and requires a revision to a note to the table. Overlay plates are not considered part of the structural wall module faceplates, and thus are not considered in the determination of wall thicknesses identified in Tier 1, Table 3.3‐1.


Page 19 of 22

Table 3.3-1 Definition of Wall Thicknesses for Nuclear Island Buildings, Turbine Building, and Annex Building(1)

Wall or Section Description

Column Lines(7)

Floor Elevation or Elevation Range(7)(8)

Concrete Thickness(2)(3)(4)(5)(9)

Applicable Radiation Shielding Wall

(Yes/No)

Containment Building Internal Structure

Shield Wall between Reactor Vessel Cavity and RCDT Room

E-W wall parallel with column line 7 (Inside face is 3'-0" north of column line 7. Width of wall section with stated thickness is defined by inside wall of reactor vessel cavity.)

From 71'-6" to 83'-0" 3'-0" Yes

West Reactor Vessel Cavity Wall N-S wall parallel with column line N (Width of wall section with stated thickness is defined by inside wall of reactor vessel cavity).

From 83'-0" to 98'-0" 7'-6" Yes

North Reactor Vessel Cavity Wall E-W wall parallel with column line 7 (Width of wall section with stated thickness is defined by inside wall of reactor vessel cavity).

From 83'-0" to 98'-0" 9'-0" Yes

1. The column lines and floor elevations are identified and included on Figures 3.3-1 through 3.3-13. 2. These wall (and floor) thicknesses have a construction tolerance of ±1 inch, except for exterior walls below grade where the tolerance is +12 inches, -1 inch. These tolerances are not applicable

to the nuclear island basemat. 3. For walls that are part of structural modules, the concrete thickness also includes the steel face plates. Where faceplates with a nominal thickness of 0.5 inches are used in the construction of

the wall modules, the wall thicknesses in this column apply. Where faceplates thicker than the nominal 0.5 inches are used in the construction of the structural wall modules, the wall thicknesses in the area of the thicker faceplates are greater than indicated in this column by the amount of faceplate thickness increase over the nominal 0.5 inches. Overlay plates are not considered part of the faceplates, and thus are not considered in the wall thicknesses identified in this column.

4. For floors with steel surface plates, the concrete thickness also includes the plate thickness. 5. Where a wall (or a floor) has openings, the concrete thickness does not apply at the opening. 6. The elevation ranges for the shield building items are rounded to the nearest inch. 7. The Wall or Section Description, Column Line information, and Floor Elevation or Elevation Ranges are provided as reference points to define the general location. The concrete thickness of

an item intersecting other walls, roofs or floors at a designated location (e.g., column line) is not intended to be measured to the stated column line, but only to the point where the intersection occurs.

8. Where applicable, the upper wall portions extend to their associated roofs, which may vary in elevation, e.g., sloped roofs. 9. From one wall/floor section to another, the concrete thickness transitions from one thickness to another, consistent with the configurations in Figures 3.3-1 through 3.3-14 .

Tier 1 Material


Page 20 of 22

Question 7:

On Page 5 of 23, in paragraph “Structural Module Faceplate Thickness”, the overlay plate embedded inside the wall module has effect on reduction of concrete is not described or evaluated in Technical Evaluation section. Licensee needs to provide clarification the meaning of the words ‘embedded inside the wall module’.


Note: The above reference to “Structural Module Faceplate Thickness” pertains to Page 5 of 24 in SCE&G LAR 14-05 Enclosure 1.

Overlay plates, where used on in-containment wall structural modules, consist of plate steel with deformed bar welded or mechanically attached perpendicular to the plate on one side. Where overlay plates are to be used, holes are drilled into the in-containment structural wall module faceplates to accept the deformed bar overlay plate anchors. The overlay plate, with attached deformed bar are aligned with the holes and tack-welded to the outside of the structural wall module faceplate to hold it in place for concrete placement. Following placement and curing of the structural wall module concrete, the overlay plate tack welds are removed. Thus, the overlay plate anchors are embedded within the structural wall module concrete, fully developed in accordance with ACI 349, but not attached to the faceplates. The result is that the overlay plates are allowed to move independently of the faceplates, do not result in a stiffening of the structural wall module faceplates, and do not result in a reduction of concrete thickness at the location where they are used.


Page 21 of 22

Question 8:

The proposed change (On page 3 of 18 of Enclosure 3) is provided as, ‘In some locations within the CA01 and CA05 structural wall modules, the faceplate thickness is greater than the nominal thickness to support local demand.’ Staff review finds that the term ‘some’ does not provide an indication of the extent of the plate thickness increases (e.g., entire face of a module or relatively small portion of a module face). Staff requests the licensee to quantify amount of coverage.


Note: Page 3 of 18 in SNC LAR-14-001 Enclosure 3 corresponds to page 4 of 21 in SCE&G LAR 14-05 Enclosure 3.

In the previously submitted LAR 14-05, Enclosure 3, page 4 of 21, the following addition to UFSAR Subsection 3.8.3.1.3 is proposed:

[In some locations within the CA01 and CA05 structural wall modules, the faceplate thickness is greater than the nominal thickness to support local demand. For areas subject to these high out-of-plane loads, the faceplate thickness may be increased up to a thickness of 1.5 inches. To support loading associated with the steam generator lateral supports, the faceplate thickness is increased to 3.0 inches.]*

This change is proposed to qualify the preceding statement which indicates that the nominal thickness of the in-containment structural wall module steel faceplates is 0.5 inch, and correspond with similarly qualifying notes proposed to be added to UFSAR Figure 3.8.3-8. The proposed change characterizes the range of thickness increase (up to 1.5 inches, and for the steam generator lateral supports, to 3.0 inches), and the reason for the thickness increase (to support loading associated with local demand).

In LAR 14-05, Enclosure 1, page 13, “Structural Module Faceplate Thickness,” additional information was provided identifying where thicker faceplates are used (in the wall thickness transition region of CA05), and characterizing the extent of the use of thicker faceplates in CA01:

For the CA01 structural module, approximately 10 percent of the faceplate area has a faceplate thickness of 1.0 inch, approximately 5 percent of the faceplate area has a faceplate thickness of 1.5 inches, and less than 0.5 percent of the faceplate area has a thickness of 3.0 inches.

Including the above information in the proposed UFSAR changes was considered, but a decision was made not to for the following reasons:

1. It was concluded that placing the above “extent of use” of thicker faceplate verbiage in licensing basis would result in requirements that are not sufficiently defined to enable objective verification of compliance,


Page 22 of 22

2. The alternative of incorporating figures or text to identify specifically where thicker faceplates are used is significantly below the level of detail currently in the licensing basis, and

3. The additional detail is not necessary to sufficiently describe the facility, or present the design bases and limits on its operation as required in 10 CFR 52.79. The design basis is established via the commitment to meet ACI 349 and AISC N690, considering the site-specific and plant-specific loads.

However, it was determined that two changes to the information concerning faceplate thickness added to UFSAR Subsection 3.8.3.1.3 should be made to 1) remove ambiguity associated with the use of the language “some locations,” and 2) to clarify that for the steam generator lateral supports, the faceplate thickness may be increased “up to” 3.0 inches, as only the upper steam generator lateral supports are supported by faceplates with a thickness of 3.0 inches. Other steam generator lateral supports are supported by faceplates with a thickness of 1.5 inches. Therefore, it is proposed to change UFSAR Subsection 3.8.3.1.3 included in LAR 14‐05 as follows:

[In some locations within the CA01 and CA05 structural wall modules, the faceplate thickness is greater than the nominal thickness where required to support local demand. For areas subject to these high out-of-plane loads, the faceplate thickness may be increased up to a thickness of 1.5 inches. To support loading associated with the steam generator lateral supports, the faceplate thickness is may be increased up to a thickness of 3.0 inches.]*


NND-14-0633

Enclosure 5B

Supplemental Information Part B –


(LAR 14-05 S2)

NND-14-0633 Enclosure 5B: Supplemental Information Part B – Containment Internal Structural Wall Module Design Details (LAR 14-05 S2)

Page 2 of 8

Below are the NRC follow-up questions to SNC (September 3, 2014 NRC Email) with respect to SNC’s response to Vogtle eRAI Tracking No. 7645 (ML14210A265) as captured in Reference 6 (SNC LAR-14-001S). The responses below were submitted by SNC via Reference 7 (SNC LAR-14-001S2) and modified by SCE&G in green for conformance with Reference 2 (SCE&G LAR 14-05). Also the information herein supplements the respective information provided earlier in Enclosure 5A.

Question 1:

Response to Question 2 (pages 7 -11 of 20): Table identifies each change proposed in various UFSAR section, the applicability of each change and how the applicability of each change is identified within the proposed licensing basis changes. Changes included in Items 2, 5, 6, 7, 8, 9 and 10 indicate that those changes are applicable for Module CA02. In the applicability table provided in Enclosure 1, Page 4 of LAR 14-001, dated July 3, 2014 (ML14187A533) and page 10 of 23 indicates that changes to Sections 3.8.3.1.3, 3.8.3.5.3.5 and 3.8.3.5.8.1 are related to Module CA02. We could not find section 3.8.3.5.3.5 in the table included in the response. It may be helpful if you walk us through your response and show how that relates to the original LAR applicability table.


Note: The mention of the Response to Question 2 pages refers to pages of SNC LAR-14-001S, for the SCE&G response to Question 2 please refer to Enclosure 5A. Also the above reference to the Sections 3.8.3.1.3, 3.8.3.5.3.5 and 3.8.3.5.8.1 pertains to page 4 and 10 SCE&G LAR 14-05 Enclosure 1.

UFSAR Subsection 3.8.3.5.3.5 was addressed in the applicability table, but it was incorrectly referenced in the SNC LAR-14-001S. This was subsequently corrected in SNC LAR-14-001S2. Accordingly the second column, “UFSAR Subsect (Encl. 3 Page)” in the applicability table shown in Enclosure 5A Item 9, already correctly references the UFSAR Subsection as 3.8.3.5.3.5.


Page 3 of 8

Question 2:

Response to Question 4 (page 12 and 13 of 20): It states that this calculation addresses mechanical loading only; a separate analysis is being performed to address the thermal stresses on the module in accordance with the methodology previously provided. When do you expect to complete the analysis? When was the methodology provided? (Provide the date of the docketed correspondence). On one hand you are stating the analysis is not complete but the last sentence states that these analyses are not needed to support the LAR proposal. Please clarify.


The mention of the Response to Question 4 pages refers to pages of SNC LAR-14-001S, for the SCE&G response to Question 4 please refer to Enclosure 5A.

As identified in the response to RAI Question 4, Calculation APP-CA02-S3C-004, “CA02 Module Detailed Analysis and Qualification Report,” which evaluates the mechanical out-of-plane shear loadings on the CA02 in-containment structural wall module has been completed. SCE&G indicated that a separate analysis was performed to evaluate the thermal loads on the CA02 module. The calculation which evaluates the thermal load for CA02, APP-1100-S3C-777 “Containment Internal Structures Design Calculation - CA01, CA02 and CA05 Walls and Connections”, was completed on December 13, 2014. SNC made the methodology document available to the NRC audit team during its June 23, 2014 review of selected calculations supporting the implementation of changes within the scope of LAR 14-001 (Reference 1). This methodology was not audited at that time and has not been docketed.

Question 3:

Response to Question 4: Staff noted on page 12 of 20, Enclosure 5 that the overlay plates are used for Module CA02 and that may have out of plane loading. Therefore, staff believe that calculation of CA02 to be completed for all loadings and loading combinations. Please clarify.


The mention of the Response to Question 4 pages refers to pages of SNC LAR-14-001S, for the SCE&G response to Question 4 please refer to Enclosure 5A.

As discussed in the response to Question 2 above, the thermal load calculation was completed December 13, 2014. This calculation addresses all CA02 load combinations. The load combination tables contained in UFSAR Subsection 3.8.3 have been revised and the UFSAR markups are provided in Enclosure 5C of this LAR to align with SNC LAR-14-001S4 letter ND-14-2007 (Reference 9) dated December 23, 2013.


Page 4 of 8

Question 4:

Table 3.8.3-3 (page 14 of 20 of Enclosure 5): The revised note states in part, “Some CA01 and CA05 module wall faceplates are greater than the 0.5 inch normal faceplate thickness.” Whereas the original note in LAR for Table 3.8.3-8 states in part, “The module faceplates may have a design thickness ranging from nominal 0.5 inches to 1.5 inches.” The new revised note does not have upper bound number. The staff requests SNC to put upper bound value based on the analysis.


Note: The mention of page 14 of 20 refers to a page of SNC LAR-14-001S, for SCE&G the markup for Table 3.8.3-3 can be found in response to Question 5 in Enclosure 5A.

No response required, clarification was presented by SNC in the September 4, 2014 NRC public call.

Question 5:

On Page 18, Enclosure 5, the design and use of the overlay plate is unclear to the staff. If overlay plate is not attached to the face plate after concrete placement, how bending of the attached rebar to the plate is addressed? What is minimum gap between the overlay plate and face plate so that the overlay plate does not impose any loads on the face plate? The staff requests that SNC provide a sketch/figure for better/clear understanding.


Note: The mention of page 18 refers to a page of SNC LAR-14-001S, for SCE&G the content of that page can be found in response to Question 7 in Enclosure 5A.

Sketches of a standard in-containment wall structural modules overlay plate configuration are shown in Figures 1 and 2 below. As identified in the response to RAI Question 7, and as explained further by SNC in the September 4, 2014 NRC clarification meeting, the overlay plates are placed against, and tack-welded to the structural wall module faceplates prior to the concrete pour. Following placement and curing of the structural wall module concrete, the overlay plate tack welds are removed. Thus, standard overlay plates are set prior to the wall module with a minimum gap of 0” and a maximum gap of 1/4" between the overlay plates and structural wall module faceplates. As illustrated in Figure 2 below, a gap is maintained between the overlay plate rebar couplers and the faceplate. Since overlay plates are designed with a minimum rebar “grid” of two rows by two columns, by design the configuration provides a resistance to bending moment via the overlay plate such that the upper row(s) of rebar are primarily in tension, and the lower row(s) in compression. Based on configuration of the overlay plates and associated rebar anchors, and design in accordance with AISC N690, any loads induced on the faceplate by the overlay plate are insignificant, and well within the overlay plate loads calculated for the composite structural wall modules.


Page 5 of 8

Figure 1 Example of Overlay Plate Configuration (Elevation View)


Page 6 of 8

Figure 2 Example of Overlay Plate Configuration (Section View)

GAP


Page 7 of 8

Follow-up Comment:

The response to Question 6 of Enclosure 5A should have included a change to the last two paragraphs on page 4 of 9 in Enclosure 2 of LAR 14-05. The last two paragraphs currently read:

Supports for piping, electrical raceways, equipment, and components are attached to the module structures by welding the supports directly to the structural module faceplate, or to overlay plates welded to the structural module faceplates. The loads from the supports are transferred through the overlay plates, where used; to the structural wall module faceplates and shear studs or backup structure elements into the concrete. The UFSAR identifies the nominal thickness of the structural wall module faceplates as 0.5 inch in text, figures, and tables. In some cases the support loads require more capacity than that provided by the 0.5 inch faceplates and shear studs. Where faceplates thicker than the nominal 0.5 inches or overlay plates are used in the construction of the structural wall modules, the wall thicknesses in the area of the thicker faceplates and overlay plates are greater than indicated in Tier 1 Table 3.3.1 by the amount of faceplate and/or overlay plate thickness increase over the nominal 0.5 inches. Therefore, it is proposed to add following two sentences to Note 3 of Tier 1 Table 3.3.1:

“Where faceplates with a nominal thickness of 0.5 inches are used in the construction of the wall modules, the wall thicknesses in this column apply. Where faceplates thicker than the nominal 0.5 inches or overlay plates are used in the construction of the structural wall modules, the wall thicknesses in the area of the thicker faceplates and overlay plates are greater than indicated in this column by the amount of faceplate and/or overlay plate thickness increase over the nominal 0.5 inches”.

The last two paragraphs on page 4 of 9 in Enclosure 2 of LAR 14-05 are replaced with the following:

Supports for piping, electrical raceways, equipment, and components are attached to the module structures by welding the supports directly to the structural module faceplate, or to overlay plates welded to the structural module faceplates. The loads from the supports are transferred through the overlay plates, where used; to the structural wall module faceplates and shear studs or backup structure elements into the concrete. Where overlay plates are to be used, holes are drilled into the in-containment structural wall module faceplates to accept the deformed bar overlay plate anchors. The overlay plate, with attached deformed bar are aligned with the holes and tack-welded to the outside of the structural wall module faceplate to hold it in place for concrete placement. Following placement and curing of the structural wall module concrete, the overlay plate tack welds are removed. Thus, the overlay plate anchors are embedded within the structural wall module concrete, fully developed in accordance with ACI 349, but not attached to the faceplates. The result is that the overlay plates are allowed to move independently of the faceplates, do not result in a stiffening of the structural wall module faceplates, and do not result in a reduction of concrete thickness at the location where they are used. The UFSAR identifies the nominal thickness of the structural wall module faceplates as 0.5 inch in text, figures, and tables. In some cases the support loads require more capacity than that provided by the 0.5 inch faceplates and shear studs. Where faceplates thicker than the nominal 0.5 inches or overlay plates are used in the construction of the structural wall modules, the wall thicknesses in the area of the thicker faceplates and overlay plates are greater than indicated in Tier 1 Table 3.3.-1 by the amount


Page 8 of 8

of faceplate and/or overlay plate thickness increase over the nominal 0.5 inches. Therefore, it is proposed to add the following two sentences to Note 3 of Tier 1 Table 3.3.-1:

“Where faceplates with a nominal thickness of 0.5 inches are used in the construction of the wall modules, the wall thicknesses in this column apply. Where faceplates thicker than the nominal 0.5 inches or overlay plates are used in the construction of the structural wall modules, the wall thicknesses in the area of the thicker faceplates and overlay plates are greater than indicated in this column by the amount of faceplate and/or overlay plate thickness increase over the nominal 0.5 inches. Overlay plates are not considered part of the faceplates, and thus are not considered in the wall thicknesses identified in this column.”

of 24


NND-14-0633

Enclosure 5C

Supplemental Information Part C –


(LAR 14-05 S2)

NND-14-0633 Enclosure 5C: Supplemental Information Part C – Containment Internal Structural Wall Module Design Details (LAR 14-05 S2)

Page 2 of 24

Below are the revisions to LAR-14-05 as captured in Reference 9 (SNC LAR-14-001S4) and modified by SCE&G in green for conformance with Reference 2 (SCE&G LAR 14-05).

Revision to the Containment Internal Structures Evaluations and Structural Analyses

As part of the effort to complete the detailed design of the in-containment structural wall modules, additional analysis was determined to be required to adequately address the thermal and pressure loadings from flooding cases postulated inside containment, and to add a mass model to address additional masses and commodities. In-containment structural wall modules CA01, CA02, and CA05 were reanalyzed to evaluate the flooding cases.

Summary of CA01, CA02, and CA05 Structural Evaluations

• Comprehensive structural analyses of containment internal structures including CA01, CA02, and CA05 using detailed design loads have been performed: o These calculations numerically combine all loads as described in the UFSAR Tables

3.8.3-4, 3.8.3-5, and 3.8.3-6, including SSE + Thermal o The revised calculations address thermal and pressure loadings from flooding cases

inside containment that had not been previously considered (CIS) o The thermal analyses take into account concrete cracking in developing the thermal

demand

• ACI 349 and AISC N690 structural qualification of CA01, CA02, and CA05 is complete and contained the following assumptions and evaluations. These calculations are available for review immediately upon NRC Staff request: o Conservative evaluations were performed because in the structural qualification, the

faceplate yield strength is limited to 36 ksi o Faceplate qualification is based on ½ʺ steel faceplate thickness o Comparison of out-of-plane shear demand to the shear strength of the concrete for

both one-way and two-way action o Wall corner and tee evaluation o Wall transition-of-thickness evaluation o Wall to CIS basemat connection o Welds of structural elements

• In summary, CA01, CA02, and CA05 remain structurally adequate for all design basis

load combinations, including SSE + thermal events o Required plate thickness and stress intensity range reported in UFSAR Tables 3.8.3-3,

3.8.3-4, 3.8.3-5, and 3.8.3-6 remain representative for module walls o The Design Margin reported in the UFSAR remains unchanged; the margin for 1ʹ-6ʺ

walls and walls thicker than 4ʹ-0ʺ is larger than margin reported in the UFSAR o While the calculated design load values for the locations described by UFSAR Tables

3.8.3-3, 3.8.3-4, and 3.8.3-5 have changed, the “Required Thickness of Surface Plates” values in UFSAR Table 3.8.3-3 remain bounding


Page 3 of 24

While the revisions to the CIS evaluation model affect the final calculated loads for in-containment structural wall modules CA01, CA02, and CA05, the licensing basis changes associated with this change apply only to CA01 and CA02, as these are the two in-containment structural wall modules containing the critical locations identified in UFSAR Table 3.8.3-3 and the revisions thereto. Changes to Enclosure 1 of LAR 14-05 Change the second paragraph on page 3 of 24 in Enclosure 1 of LAR 14-05, as shown below:

The purpose of this License Amendment Request (LAR) is to address proposed changes related to the design details of the in-containment structural wall modules (CA01, CA02, and CA05). These design changes are a result of design finalization of the modules, fabrication experience in the shop environment, and the comparison of text and figures presented in the Updated Final Safety Analysis Report (UFSAR). These changes include the following: 1) providing additional detail to describe the mechanical connections between the internal containment structural module steel faceplates and the base concrete, 2) allowing for increases in the thickness of the structural wall module faceplates, 3) identifying changes to the wall thicknesses for portions of some internal containment structural wall modules, and 4) identifying the use of steel plates, structural shapes, reinforcement bars, or tie bars between the faceplates of the structural wall modules, where needed to meet applicable code requirements, 5) revision to containment internal structure (CIS) evaluations, and 6) clarification to the definition of in-containment “structural wall modules,” clarifying that the west wall of the In-containment Refueling Water Storage Tank (IRWST) is not considered a “structural wall module,” that the CIS critical sections identified in UFSAR Subsection 3.8.3.5.8.1 present design summaries for areas of “large” demand in lieu of areas of “largest” demand, and revising the UFSAR in several places to provide consistency in terminology used to identify the structural wall modules.

Change the third paragraph on page 3 of 24 in Enclosure 1 of LAR 14-05, as shown below:

The proposed changes to UFSAR Tier 2 information and the involved Tier 2* and plant-specific Tier 1 and associated COL Appendix C information allow for the use of thicker than nominal faceplates to accommodate local demand or connection loads in certain areas without the use of overlay plates or additional backup structures. Additional proposed changes to Tier 2* and involved Tier 2* information that involves Tier 2* information allow: 1) a means of connecting the structural wall modules to the base concrete via use of structural shapes, reinforcement bars, and shear studs extending horizontally from the structural module faceplates and embedded during concrete placement as an alternative to the use of embedment plates and vertically oriented reinforcement bars, 2) a variance in structural module wall thicknesses from the thicknesses identified in UFSAR Figure 3.8.3-8, “Structural Modules – Typical Design Details,” for some walls that separate equipment spaces from personnel access areas, and 3) the use of steel plates, structural shapes, reinforcement bars, or tie bars between the module faceplates, as needed to support localized loads and ensure compliance with applicable codes., and 4) provision of updated analysis results for the three CIS critical locations.


Page 4 of 24

Change the first paragraph on page 4 of 24 in Enclosure 1 of LAR 14-05, as shown below: The proposed revisions to the UFSAR are needed to reflect proposed design changes related to the internal containment structural wall module faceplate nominal thickness and wall thicknesses, to the mechanical connection between the in-containment structural module steel faceplate and the base concrete, and to the use of steel plates, structural shapes, reinforcement bars, or tie bars between the faceplates to address out-of-plane loads. Additional changes are proposed to reflect an update to the CIS evaluations to address additional load cases. These proposed changes are described below. The Tier 2 text changes identified in this document include involved Tier 2* changes in Subsections 3.8.3.1.3, “Structural Wall Modules,” 3.8.3.5.8.1, “Structural Wall Modules,” and 3.8.3.8, “Construction Inspection,” in Table 3.8.3-3, “Definition of Critical Locations and Thicknesses for Containment Internal Structures,” Table 3.8.3-4, “Design Summary of South West Wall of Refueling Canal Design Loads, Load Combinations, and Comparison to Acceptance Criteria Mid-Span at Mid-Height,”and Table 3.8.3-5, “Design Summary of South Wall of Steam Generator Compartment Design Loads, Load Combinations, and Comparison to Acceptance Criteria Mid-Span at Mid-Height,” and Table 3.8.3-6, “Design Summary of North East Wall of IRWST Design Loads, Load Combinations, and Comparison to Acceptance Criteria Mid-Span at Mid-Height,” and in Figure 3.8.3-1, “Structural Modules in Containment Internal Structures,” Figure 3.8.3-8, “Structural Modules – Typical Design Details,” and Figure 3.8.3-18, “Location of Structural Wall Modules.”

Change the first sentence before the table on page 4 of 24 in Enclosure 1 of LAR 14-05, as shown below:

The applicability of these physical changes to the affected modules is as shown in the table below.

Change the “Structural Module Faceplate Thickness” section on page 5 of 24 in Enclosure 1 of LAR 14-05, as shown below:

Supports for piping, electrical raceways, equipment, and components are attached to the module structures by welding the supports directly to the structural module faceplate, or to overlay plates if needed to support local demand embedded inside the module walls. The loads from the welded supports are transferred to the structural module faceplates and shear studs or backup structure elements into the concrete. Where overlay plates are to be used, holes are drilled into the in-containment structural wall module faceplates to accept the deformed bar overlay plate anchors. The overlay plate, with attached deformed bar are aligned with the holes and tack-welded to the outside of the structural wall module faceplate to hold it in place for concrete placement. Following placement and curing of the structural wall module concrete, the overlay plate tack welds are removed. Thus, the overlay plate anchors are embedded within the structural wall module concrete, fully developed in accordance with ACI 349, but not attached to the faceplates. The result is that the overlay plates are allowed to move independently of the faceplates, do not result in a stiffening of the structural wall module faceplates, and do not result in a reduction of concrete thickness at the location where they are used. Overlay plates, where used, transmit loads from attached commodities directly to the concrete inside the module wall. The UFSAR identifies the nominal thickness of the structural module faceplates as 0.5 inch in text, figures, and tables.


Page 5 of 24

In the CA01 and CA05 structural wall modules, the faceplate thickness is greater than the nominal thickness where required to support local demand. For areas subject to these high out-of-plane loads, the faceplate thickness may be increased up to a thickness of 1.5 inches. To support loading associated with the steam generator lateral supports, the faceplate thickness may be increased up to a thickness of 3.0 inchesIn some locations in the CA01 and CA05 structural modules, faceplates with thicknesses up to 1.5 inches are used to support local demand or connection loads without the use of overlay plates. In several areas within the upper portions of the CA01 steam generator compartments, 3.0 inch faceplates are used in local areas to support steam generator lateral support loads. In some locations, overlay plates are used. The overlay plates are not considered part of the structural module faceplates, and thus are not considered to contribute to the wall thicknesses defined in Tier 1 Table 3.3-1. Faceplates with thicknesses greater than nominal are used on the CA01 structural module (UFSAR Figure 3.8.3-14, Sheet 1), as well as CA05. Overlay plates are used in the CA01, CA02, and CA05 structural modules. Thus, the UFSAR is revised in several places, as detailed below, to identify these variations in structural module faceplate thickness.

Delete the third bullet in the “Structural Module Wall Thickness” section on page 6 of 24 in Enclosure 1 of LAR 14-05, as shown below:

• Identify that the affected module wall thicknesses are determined based on radiation protection considerations, and

Add the following paragraph above the second sentence shown on page 7 of 24 in Enclosure 1 of LAR 14-05:

Additionally, the proposed revisions include a change to UFSAR Subsection 3.8.3.1.3 to identify that the affected module wall thicknesses are determined based on radiation protection considerations.

After the “Structural Module Out-of-Plane Reinforcement” section on page 7 of 24 in Enclosure 1 of LAR 14-05, add the following two sections:

Revision to the CIS Evaluations and Structural Analyses As part of the effort to complete the detailed design of the in-containment structural wall modules, additional analysis was determined to be required to adequately address the thermal and pressure loadings from flooding cases postulated inside containment, and to add a mass model to address additional masses and commodities.

The inclusion of the seismic, pressure, and thermal loads due to flooding in the load combinations used in the CIS design resulted in an updated CIS structural wall module demand. Accordingly, CA01, CA02, and CA05 have been qualified in accordance with ACI 349 and AISC N690 using the updated demand.

The additional analysis results in proposed changes to the calculated loads and stresses, the required structural wall module plate thicknesses reported in UFSAR Tables 3.8.3-4, 3.8.3-5, and 3.8.3-6, and the required structural wall module faceplate thicknesses reported in UFSAR Table 3.8.3-3. Revisions to UFSAR Subsection 3.8.3.5.8.1 are also proposed to


Page 6 of 24

identify that the critical sections are portions of the structural modules that experience “large demand,” in lieu of the current verbiage, indicating that the critical sections are portions of the structural modules that experience “the largest demand.” This proposed change and the associated basis for the change is discussed further in Section 3, “Technical Evaluation,” below. While the revisions to the CIS evaluation model affect the final calculated loads for in-containment structural wall modules CA01, CA02, and CA05; the proposed licensing basis changes associated with this change apply only to CA01 and CA02, as these are the two in-containment structural wall modules containing the critical locations identified in UFSAR Table 3.8.3-3 and the proposed revisions thereto.

Clarification Change

UFSAR Subsection 3.8.3.5.3, “Structural Wall Modules,” is changed to clarify that the west wall of the in-containment refueling water storage tank is not considered a “structural wall module” as defined in UFSAR Subsection 3.8.3.1.3. This change ensures consistency within the licensing basis concerning the definition of in-containment “structural wall modules,” and is considered a Tier 2 change that involves Tier 2* changes, as it is important to ensure an understanding of the scope of this amendment request. This change clarifies that the scope of the amendment request is limited to in-containment structural wall modules CA01, CA02, and CA05, and is not applicable to CA03.

Additional clarification changes are proposed to Tier 1 Table 3.3-7, “Nuclear Island Critical Structural Sections,” UFSAR Subsection 3.8.3.5.8.1, UFSAR Table 3.8.3-3, “Definition of Critical Locations and Thicknesses for Containment Internal Structures,” the title of Table 3.8.3-4 revised as “Design Summary of South West Wall of Refueling Cavity Design Loads, Load Combinations, and Comparison to Acceptance Criteria Mid-Span at Mid-Height,” the title of Table 3.8.3-5 revised as “Design Summary of South Wall of West Steam Generator Compartment Design Loads, Load Combinations, and Comparison to Acceptance Criteria Mid-Span at Base,” and one of the callouts on Figure 3.8.3-18, “Location of Structural Wall Modules,” to provide consistency in terminology. Specifically, these changes align the terminology to make the names of the structural wall module critical sections consistent with the names of the structures provided in Tier 1 Table 3.3-7, with the exception that in Tier 1 Table 3.3-7 and UFSAR Subsection 3.8.3.5.8.1, the “South wall of the west steam generator ‘cavity’” is changed to “South wall of the west steam generator ‘compartment,’” to make it consistent with the terminology used in Figure 3.8.3-18 and the balance of the UFSAR. While the proposed changes to UFSAR Table 3.8.3-3 and Table 3.8.3-4 impact Tier 2 information contained within these tables, these changes are considered changes to Tier 2 information that involve changes to Tier 1 information contained in Tier 1 Table 3.3-7, and Tier 2* information contained in Figure 3.8.3-18, and important to ensure clarity in the licensing basis.


Page 7 of 24

Change the fourth paragraph of the “Structural Module Faceplate Thickness” section on page 8 of 24 in Enclosure 1 of LAR 14-05, as shown below:

4. Plant-specific Tier 1 and associated COL Appendix C Table 3.3-1, Note 3 is revised to add that where structural wall module faceplates thicker than the nominal 0.5 inches or overlay plates are used in the construction of the structural wall modules, the wall thicknesses in the area of the thicker faceplates and overlay plates are larger than indicated in the table, by the amount of faceplate and/or overlay plate thickness increase over the nominal 0.5 inches. Note 3 also clarifies that overlay plates are not considered part of the faceplates, and thus are not considered in the wall thicknesses identified in this column.

At the end of the third paragraph in the “Structural Module Out-of-Plane Reinforcement” section on page 10 of 24 in Enclosure 1 of LAR 14-05, make the following changes:

3. UFSAR Tier 2* Subsection 3.8.3.5.8.1 is revised to add that steel plates, structural shapes, reinforcement bars, or tie bars are used in other locations as needed between the structural module faceplates to address out-of-plane loads as described in subsection 3.8.3.1.3. In the second bullet, change “cavity” to “compartment” for consistency with related UFSAR sections.

After the “Structural Module Out-of-Plane Reinforcement” section on page 10 of 24 in Enclosure 1 of LAR 14-05, add the following two sections:

Revision to the CIS Evaluations and Structural Analyses

1. UFSAR Table 3.8.3-3 is revised to change the required faceplate thicknesses for the containment internal structures critical locations.

2. UFSAR Tables 3.8.3-4, 3.8.3-5, and 3.8.3-6 are revised to reflect, for the identified

structural wall module locations: 1) the new load results for the identified load cases, 2) the required faceplate thicknesses, 3) maximum principle stresses, and 4) maximum stress intensity ranges.

3. UFSAR Subsection 3.8.3.5.8.1, immediately following the bullets identifying the critical sections is revised to identify that the critical sections are portions of the structural wall module experiencing “large demand,” in lieu of “largest demand."

(Note: The markup for the revision described in item 2 above can be found on page 13 and is slightly different than the markup presented in the SNC LAR-14-001S4, in this package it more closely aligns with the description in item 2.) Clarification Change 1. Plant-specific Tier 1 and associated COL Appendix C Table 3.3-7, are revised to

change an entry in the list of “Containment Internal Structures,” from “South wall of


Page 8 of 24

the west steam generator cavity,” to “South wall of the west steam generator compartment.”

2. UFSAR Tier 2 Subsection 3.8.3.5.3 is revised to clarify that steel structures such as the west wall of the in-containment refueling water storage tank are not considered “structural wall modules.”

3. The bulleted list at the beginning of UFSAR Subsection 3.8.3.5.8.1, and the identifying information contained in UFSAR Table 3.8.3-3 are revised to change “South wall of the west steam generator cavity,” to “South wall of the west steam generator compartment.”

4. Identifying information contained in UFSAR Table 3.8.3-3 is revised to change the “Applicable Column Lines” description of “Module Wall 1” from “West wall of refueling cavity,” to “South west wall of refueling cavity,” and the “Applicable Column Lines” and “Applicable Elevation Range” information for “Module Wall 2” to identify the area as “steam generator compartment” in lieu of “steam generator cavity.”

5. The title of UFSAR Table 3.8.3-4 and the applicable callout on UFSAR Figure 3.8.3-18 are revised to refer to the corresponding critical section as “South West Wall of Refueling Canal Cavity.”

6. The title of UFSAR Table 3.8.3-5 is revised to refer to the corresponding critical section as “South Wall of West Steam Generator Compartment.”

(Note: The markup for the clarification change described in item 2 above can be found on page 12 of 22 in Enclosure 5A.)

Change the fourth paragraph in the “Structural Module Out-of-Plane Reinforcement” section on page 14 of 24 in Enclosure 1 of LAR 14-05, as shown below: Because the thicker faceplates are used only in local regions, they do not have an adverse effect on the structural or seismic analysis of the structural modules. Evaluations were performed to assess the impact of the increase in faceplate thickness in the applicable areas of the affected structural modules. These evaluations determined that the impact on the calculated loads for the critical locations for the in-containment structural modules documented in UFSAR Table 3.8.3-53 is insignificant, the critical locations as defined in Table 3.8.3-3 have not changed, and the required thickness of the surface plates is not affected. Thus, no changes to the values in these tables are proposed with this LAR. An assessment was also performed to determine the impact of increasing the faceplate thickness on the Global seismic model. It has been confirmed that the changes in faceplate thickness for the affected structural modules have an insignificant impact on the global seismic model, and thus no changes to that model are proposed with this LAR. The use of thicker faceplates is in compliance with the applicable code requirements contained in AISC N690 and ACI 349, including the applicable acceptance criteria.


Page 9 of 24

After the “Structural Module Out-of-Plane Reinforcement” section on page 15 of 24 in Enclosure 1 of LAR 14-05, add the following section:

Revision to the CIS Evaluations and Structural Analyses As part of the effort to complete the detailed design of the in-containment structural wall modules, additional analysis was determined to be required to adequately address the thermal and pressure loadings from flooding cases postulated inside containment and to add a mass model to address additional masses and commodities.

The additional analysis included:

• The effects of seismic, pressure, and thermal loads under containment flooding conditions in the load combinations used in the CIS design,

• Performance of thermal analysis for IRWST heat-up and CIS flooding with reduced stiffness coefficients developed as described in UFSAR Subsection 3.8.3.4, “Analysis Procedures,” to account for concrete cracking in CIS concrete structures, and

• The addition of a mass model to include additional commodities and miscellaneous masses on the CA walls and floors.

The inclusion of the seismic, pressure, and thermal loads due to flooding in the load combinations used in the CIS design result in an updated CIS structural wall module demand. Accordingly, CA01, CA02, and CA05 have been qualified in accordance with ACI 349 and AISC N690 using the updated demand. The results of the structural evaluation demonstrate that the faceplates are adequate for combined flexure, axial, and in-plane demand. Out-of-plane shear capacity is adequate to resist out-of-plane demand. The evaluation of the individual structural features, including corners, tees, transitions, welds, and base connection details demonstrates adequate structural performance under design basis demand conditions. In summary, CA01, CA02, and CA05 remain structurally adequate for all design basis load combinations, including SSE and thermal events.

These changes do not constitute a change to a method of evaluation described in the UFSAR. The re-analysis of the in-containment structural wall modules using the updated demand constitutes a refinement of the CIS analysis inputs. The additional analysis is consistent with the methods of evaluation described in UFSAR Subsection 3.8.3.4, and uses the applicable load combinations identified in UFSAR Subsection 3.8.3.3, “Loads and Load Combinations.” The use of reduced stiffness coefficients in the structural modules to account for concrete cracking in thermal analyses is consistent with UFSAR Subsection 3.8.3.4.3, “Thermal Analyses.”

The additional analysis results in proposed changes to the calculated loads and stresses, the required structural wall module plate thicknesses reported in UFSAR Tables 3.8.3-4, 3.8.3-5, and 3.8.3 6, and the required structural wall module faceplate thicknesses reported in UFSAR Table 3.8.3-3.


Page 10 of 24

Additionally, a revision is proposed to UFSAR Subsection 3.8.3.5.8.1, “Structural Wall Modules,” to clarify that the three critical sections identified in the bullets, namely, the “South west wall of the refueling cavity,” the “South wall of west steam generator cavity,” (proposed to be renamed to “South wall of west steam generator compartment”), and the “North east wall of in-containment refueling water storage tank,” are not the “…portions of the structural wall modules experiencing the largest demand.” Rather, as documented in the Westinghouse response to NRC Request for Information No. 220.89 received during the AP600 design certification proceedings, these “critical sections” were selected for presentation of design summary results as they were representative of the structural design. Accordingly, the critical sections identified in Tier 1 Table 3.3-7, UFSAR Subsection 3.8.3.5.8.1, and UFSAR Figure 3.8.3-18, were initially selected during the AP600 design certification proceedings and later adopted into the AP1000 design, as sections representative of various structural design configurations, and/or for which a high demand was expected relative to the balance of the containment internal structure sections. Since these locations are not the portions of the containment internal structures experiencing the highest demand, the text in Section 3.8.3.5.8.1 is revised as stated.

Notwithstanding this change, the in-containment structural wall modules have been qualified to the requirements of ACI 349 and AISC N690. This qualification determined that the maximum required plate thicknesses for each analyzed location are within the thicknesses provided at those locations, and principle stresses and stress intensities are well within the allowables. The supporting calculation has been completed and will be made available to the NRC for review if required.

Clarification Changes The clarification changes proposed in this amendment request are fully described above in Section 2, “Detailed Description;” no further technical information applies to these proposed changes.

There is no change to the last paragraph in response to question 4.3.1 of the “Significant Hazards Consideration” section on page 19 of 24 in Enclosure 1 of LAR 14-05. The paragraph remains as is and as shown below (green text denotes existing text which was inadvertently shown as new text in SNC LAR-14-001S4):

The changes to the design details for the structural modules do not have an adverse impact on the response of the nuclear island structures to safe shutdown earthquake ground motions or loads due to anticipated transients or postulated accident conditions, nor do they change the seismic Category I classification. Evaluations have been performed which determined that the proposed changes do not have a significant impact on the calculated loads for the affected structural modules, or critical locations, and no significant impact on the global seismic model. The changes to the design details for the structural modules do not impact the support, design, or operation of mechanical and fluid systems. There is no change to plant systems or the response of systems to postulated accident conditions. There is no change to the predicted radioactive releases due to postulated accident conditions. The plant response to previously evaluated accidents or external events is not adversely affected, nor does the change described create any new accident precursors.


Page 11 of 24

Changes to Enclosure 2 of LAR 14-05 In the second paragraph of the “Purpose” section on page 3 of 9 in Enclosure 2 of LAR 14-05, the following sentence is added:

This request for exemption will apply the requirements of 10 CFR 52, Appendix D, Section VIII.A.4 to allow departures from generic Tier 1 information due to the proposed additions to the non-system based design descriptions and Inspections, Tests, Analyses, and Acceptance Criteria (ITAAC) as identified in Note 3 of Table 3.3-1, Definition of Wall Thicknesses for Nuclear Island Buildings, Turbine Building, and Annex Building. In addition, in Tier 1 Table 3.3-7, “Nuclear Island Critical Structural Sections,” the “South wall of the west steam generator ‘cavity’” is changed to “South wall of the west steam generator ‘compartment,’” to make it consistent with the terminology used in Figure 3.8.3-18 and the balance of the UFSAR.

After the first sentence of the “Conclusion” section on page 9 of 9 in Enclosure 2 of LAR 14-05, the following changes are proposed:

The proposed changes to Tier 1 are necessary to revise Note 3 in plant-specific Tier 1 Table 3.3-1 to add that where thicker faceplates or overlay plates are used in the construction of the structural wall modules, the wall thicknesses in the area of the thicker faceplates and overlay plates are larger than indicated in the table. In addition, in Tier 1 Table 3.3-7, “Nuclear Island Critical Structural Sections,” the “South wall of the west steam generator ‘cavity’” is changed to “South wall of the west steam generator ‘compartment,’” to make it consistent with the terminology used in Figure 3.8.3-18 and the balance of the UFSAR.


Page 12 of 24

Changes to Enclosure 3 of LAR 14-05 Plant-Specific Tier 1 Table 3.3-7 and corresponding COL Appendix C Table 3.3-7, Nuclear Island Critical Structural Sections – Revise as shown below and add to Enclosure 3 of LAR 14-05 as page 2a of 21:

Table 3.3-7 Nuclear Island Critical Structural Sections

Containment Internal Structures South west wall of the refueling cavity South wall of the west steam generator compartmentavity North east wall of the in-containment refueling water storage tank In-containment refueling water storage tank steel wall Column supporting the operating floor Auxiliary and Shield Building South wall of auxiliary building (column line 1), elevation 66'-6" to elevation 180'-0" Interior wall of auxiliary building (column line 7.3), elevation 66'-6" to elevation 160'-6" West wall of main control room in auxiliary building (column line L), elevation 117'-6" to elevation 153'-0" North wall of MSIV east compartment (column line 11 between lines L and M), elevation 117'-6" to

elevation 153'-0" Roof slab at elevation 180'-0" adjacent to shield building cylinder Floor slab on metal decking at elevation 135'-3" 2'-0" slab in auxiliary building (tagging room ceiling) at elevation 135'-3" Finned floor in the main control room at elevation 135'-3" Shield building roof, exterior wall of the PCS water storage tank Shield building roof, interior wall of the PCS water storage tank Shield building roof, tension ring and air inlets Divider wall between the spent fuel pool and the fuel transfer canal Shield building SC cylinder Shield building SC to RC connection

Nuclear Island Basemat Below Auxiliary Building Bay between reference column lines 9.1 and 11, and K and L Bay between reference column lines 1 and 2 and K-2 and N

Tier 1 Material


Page 13 of 24

Change the first paragraph on page 7 of 21 in Enclosure 3 of LAR 14-05, as shown below:

[This subsection summarizes the design of the following critical sections:

• South west wall of the refueling cavity (4′ 0″ thick) • South wall of west steam generator compartmentavity (2′ 6″ thick) • North east wall of in-containment refueling water storage tank (2′ 6″ thick)

The thicknesses and locations of these walls which are part of the boundary of the in-containment refueling water storage tank are shown in Figure 3.8.3-18. They are the portions of the structural wall modules experiencing the largest demand. The structural configuration and typical details are shown in Figures 3.8.3-1, 3.8.3-2, 3.8.3-8, 3.8.3-14, 3.8.3-15, and 3.8.3-17. The details shown in Figure 3.8.3-17 are representative of connections between floors in containment and walls constructed using steel plate concrete composite construction. Plate thickness, structural shape size, and reinforcement provided may be increased due to locally higher loads. The design implemented in fabrication and construction drawings and instructions may have alternative structural shapes or reinforcement arrangements if they provide equal or better load capacity. As described in Subsection 3.8.3.1.3, steel plates, structural shapes, reinforcement bars, or tie bars are used in other locations between the structural module faceplates to address local out-of-plane loads.]* The structural analyses are described in Subsection 3.8.3.4 and summarized in Table 3.8.3-2. The design procedures are described in Subsection 3.8.3.5.3.


Page 14 of 24

On page 9 of 21 in Enclosure 3 of LAR 14-05, replace UFSAR Table 3.8.3-3 with the following table:

Table 3.8.3-3

Definition of Critical Locations and Thicknesses for Containment Internal Structures(1)(4)

Wall Description (see detail in subsection 3.8.3.5.8.1)

Applicable Column Lines

Applicable Elevation Range

[Concrete Thickness(2)]*

Required Thickness of Surface Plates

(inches)(3)

(Maximum)

[Thickness of Surface Plates

Provided (inches)]* Containment Structures

Module Wall 1 South west West wall of refueling cavity

Wall separating IRWST and refueling cavity from elevation 103′ to 135′-3″

[4′-0" concrete-filled structural wall module with 0.5-in.-thick steel plate on inside and outside of wall]*

0.1230

[0.5 - . 0.01 +0.1]*

Module Wall 2 South wall of west steam generator compartmentavity

Wall separating IRWST and west steam generator compartment avity from elevation 103′ to 135′-3″

[2′-6" concrete-filled structural wall module with 0.5-in.-thick steel plate on inside and outside of wall ]*

0.43 4 [0.5 - . 0.01 +0.1]*

CA02 Module Wall

North east boundary wall of IRWST

Wall separating IRWST and maintenance floor from elevation103′ to 135′-3″

[2′-6" concrete-filled structural wall module with 0.5-in.-thick steel plate on inside and outside of wall]*

0.36 7

[0.5 - . 0.01 +0.1]*

Notes: 1. The applicable column lines and elevation levels are identified and included in Figures 1.2-9, 3.7.2-12 (sheets 1 through 12), 3.7.2-19 (sheets 1 through 3) and on Table 1.2-1. [2. The concrete thickness includes the steel face plates. Thickness greater than 3'-0" have a construction tolerance of +1", -3/4".Thickness less than or equal to 3'-0" have a

construction tolerance of +1/2", -3/8".]* 3. These plate thicknesses represent the thickness required for operating and design basis loads except for designed openings or penetrations. These values apply for each face of

the applicable wall unless specifically indicated on the table. For load combinations with thermal loads, the evaluation is performed as described in Subsection 3.8.3.5.3.4. [4 As described in subsection 3.8.3.1.3, some CA01 and CA05 module wall faceplate thicknesses are greater than the 0.5-inch nominal faceplate thickness.]*

*NRC Staff approval is required prior to implementing a change in this information.


Page 15 of 24

Revise UFSAR Table 3.8.3-4 (Sheet 1 of 3) as shown below. These changes will replace the proposed changes for UFSAR Table 3.8.3-4 (Sheet 1 of 3) on page 10 of 21 of LAR 14-05, Enclosure 3:

Table 3.8.3-4 (Sheet 1 of 3)

Design Summary of South West Wall of Refueling Cavity Canal Design Loads, Load Combinations, and Comparison to Acceptance Criteria Mid-

Span at Mid-Height

Load/Comb.

TX TY TXY MX MY MXY NX NY Comments k/ft k/ft k/ft kft/ft kft/ft kft/ft k/ft k/ft

Dead (D) 1 0 -2018 1 0 1 2 1 0 0 0 1 –

Hydro (F) 2 3 0 4 1 24 22 30 28 -2 0 0 0 1 –

Live (L) 0 1 -7 9 0 3 4 2 0 0 1 During refueling

Live (Lo) 0 -2 0 1 1 0 0 0 0 During operation

ADS 2 0 7 6 6 4 19 19 21 -4 3 0 1 –

Es 13 14 49 31 56 75 41 29 40 33 15 9 1 2 8 4 During operation

Thermal (T0) -74 193 -34 165 -47 21 141 435 113 404 0 -15 4 8 -1 16 During operation

LC (1) 8 4 -18 13 14 8 70 68 76 -8 5 0 3 5 [1.4D+1.4F+1.7Lo+1.7ADS]* LC (2) 5 6 -40 35 3 1 41 40 46 44 -2 0 0 2 5 [1.4D+1.4F+1.7Lr]*

LC (3) 8 4 -15 9 14 8 69 66 76 -8 5 0 3 5 [1.4D+1.4F+1.7ADS]* LC (4) 18 17 35 21 65 80 87 73 90 83 17 12 1 2 10 7 [D+F+Lo +|ADS|+Es]*

LC (5) -12 11 -78 53 -60 78 -3423 -28 25 -20 12 -1 2 -8 3 [D+F+Lo -|ADS|- Es]*

LC (6) -56 176 0 -144 18 59 228508 203 487 17 -3 5 10 9 -9 [D+F+Lo +|ADS|+T0+Es]*

LC (7) -86 204 -112 218 -108 99 107412 85 379 -19 27 3 6 -9 19 [D+F+Lo -|ADS|+T0-Es]*

LC (8) 18 17 39 25 65 80 86 72 90 83 17 6 1 2 10 7 [0.9D+1.0F+1.0|ADS|+1.0Es]*

Notes: x-direction is horizontal; y-direction is vertical. Element number 101870 Plate thickness required for load combinations excluding thermal: 0.1200 inches (Maximum)

[Plate thickness provided: 0.50 inches -0.01 +0.10]*

As described in subsection 3.8.3.1.3, some CA01 and CA05 module wall faceplate thicknesses are greater than the

0.5-inch nominal faceplate thickness.]*

Maximum principal stress for load combinations including thermal: 12.923.37 ksi

[Yield stress at temperature: 65.0 ksi (Minimum)]* Maximum

stress intensity range for load combinations including thermal: 19.623.37 ksi

Allowable stress intensity range for load combinations including thermal: 130.0 ksi (Minimum) *NRC Staff approval is required prior to implementing a change in this information.


Page 16 of 24



Design Summary of South West Wall of Refueling Cavity Canal Loads, Load Combinations, and Comparison to Acceptance Criteria Mid-Span at Base

Load/Com TX TY TXY MX MY MXY NX NY

Comments k/ft k/ft k/ft kft/ft kft/ft kft/ft k/ft k/ft Dead (D) -1 -31 27 1 0 -1 -4 3 0 0 1 –

Hydro (F) 3 6 1 7 2 1 -2 5 -41 50 -1 0 -1 0 17 –

Live (L) -1 0 -6 8 0 0 -3 5 0 0 1 During refueling

Live (Lo) 0 -2 0 0 -1 0 0 0 During operation

ADS 2 6 6 15 7 4 -2 5 -32 41 -1 -1 10 –

Es 11 14 55 44 65 85 12 14 87 96 3 3 18 11 During operation

Thermal (T0) -189 417 -31 157 -76 98 165 522 86 619 -2 14 -5 13 0 -24 During operation

LC (1) 7 17 -35 6 16 8 -8 17 11846 -3 2 -3 2 41 42 [1.4D+1.4F+1.7Lo+1.7ADS]*

LC (2) 2 7 -53 42 5 1 -5 8 -68 83 -2 0 -1 0 25 27 [1.4D+1.4F+1.7Lr]*

LC (3) 7 17 -32 16 8 -8 17 117144 -3 2 -3 2 41 42 [1.4D+1.4F+1.7ADS]*

LC (4) 15 25 29 37 75 90 11 13 73 83 3 4 4 45 39 [D+F+Lo +|ADS|+Es]*

LC (5) -11 15 -93 81 -68 88 -17 25 16591 -6 4 -5 4 -10 3 [D+F+Lo -|ADS|- Es]*

LC (6) -174 392 -2 120 -1 8 175 535 160 702 1 -10 -1 9 44 15 [D+F+Lo +|ADS|+T0+Es]*

LC (7) -200 432 12438 14486 147 497 78 428 -8 18 -10 17 -11 27 [D+F+Lo -|ADS|+T0-Es]*

LC (8) 16 25 34 42 74 90 11 3 74 2 3 2 4 2 45 39 [0.9D+1.0F+1.0|ADS|+1.0Es]*






[Yield stress at temperature: 65.0 ksi (Minimum)]*

Maximum stress intensity range for load combinations including thermal: 24.828.0 ksi

Allowable stress intensity range for load combinations including thermal: 130.0 ksi (Minimum)



Page 17 of 24



Design Summary of South West Wall of Refueling Cavity Canal Design Loads, Load Combinations, and Comparison to Acceptance Criteria North End Bottom Corner

Load/Comb.


Dead (D) -2 -29 24 -7 6 0 -3 2 0 0 0 –

Hydro (F) 3 4 1 0 4 5 -10 8 -16 4 3 1 2 3 -During operation

Live (L) -1 0 -4 13 0 -3 0 -1 0 0 0 During refueling

Live (Lo) 0 -12 0 0 0 0 0 0 During operation

ADS 3 7 -2 4 7 -75 -18 19 21 12 2 –

Es 23 24 43 64 92 14 13 681 6 65 73 During operation

Thermal (T0) -173 294 -88 311 -42 104 138 423 94 360 -15 24 -30 32 13 47 During operation

LC (1) 6 15 -44 8 11 -27 20 -57 58 8 6 4 6 7 8 [1.4D+1.4F+1.7Lo+1.7ADS]* LC (2) 0 3 -46 56 -47 -16 11 -287 54 3 4 [1.4D+1.4F+1.7Lr]*

LC (3) 615 -420 911 -270 -578 86 46 78 [1.4D+1.4F+1.7ADS]* LC (4) 2633 1621 698 10 662 110 9 118 [D+F+Lo +|ADS|+Es]*

LC (5) -259 -743 -74100 -3226 -10498 -4 -65 -52 [D+F+Lo -|ADS|- Es]*

LC (6) -147261 -73290 26202 148433 160422 -14 -213 255 [D+F+Lo +|ADS|+T0+Es]*

LC (7) -198323 -162384 -1164 106397 -11262 -208 -367 845 [D+F+Lo -|ADS|+T0-Es]*

LC (8) 2633 197 969 110 6724 110 9 118 [0.9D+1.0F+1.0|ADS|+1.0Es]*





Maximum principal stress for load combinations including thermal: 2811.1 ksi


stress intensity range for load combinations including thermal: 21.3 35.26 ksi



Page 18 of 24


Table 3.8.3-5 (Sheet 1 of 3) Design Summary of South Wall of West Steam Generator Compartment Design Loads, Load Combinations, and Comparison to Acceptance Criteria Mid-Span at Mid-Height

Load/Comb.


Dead (D) -1 -230 0 1 10 0 0 0 –

Hydro (Fo) -2 3 -57 2019 22 0 0 -1 –

Live (L) 0 -710 -10 12 0 0 0 0 During refueling


ADS -1 912 -106 175 16 -10 0 1 –

Es 711 6542 578 3028 2631 53 13 43 During operation

Thermal (T0) -42136 -53139 19-13 69221 59217 26 -13 -15 During operation

LC (1) -56 -179 -2437 594 598 -20 10 0 [1.4D+1.4F+1.7Lo+1.7ADS]* LC (2) -4 -3941 -710 321 321 -10 10 -1 [1.4D+1.4F+1.7Lr]*

LC (3) -56 -13 -2437 594 598 -20 10 0 [1.4D+1.4F+1.7ADS]* LC (4) 69 5234 6487 693 659 53 23 43 [D+F+Lo +|ADS|+Es]*

LC (5) -115 -9674 -73101 -263 -1925 -63 -13 -65 [D+F+Lo -|ADS|- Es]*

LC (6) -36127 -105 8374 138284 124286 89 10 3-2 [D+F+Lo +|ADS|+T0+Es]*

LC (7) -53151 -149213 -5114 43198 4192 -43 -26 -710 [D+F+Lo -|ADS|+T0-Es]*

LC (8) 67 5639 6455 683 649 53 23 43 [0.9D+1.0F+1.0|ADS|+1.0Es]*

Notes: x-direction is horizontal; y-direction is vertical. Element number 104228

Plate thickness required for load combinations excluding thermal: 0.1500 inches (Maximum)




Maximum principal stress for load combinations including thermal: 16.5 23.0 ksi





Page 19 of 24


Table 3.8.3-5 (Sheet 2 of 3) Design Summary of South Wall of West Steam Generator Compartment Design Loads,

Load Combinations, and Comparison to Acceptance Criteria Mid-Span at Base

Load/Comb.


Dead (D) -3 -284 -10 0 20 0 0 0 –

Hydro (F) 3 4 -912 -45 -3841 0 0 15 –

Live (L) -1 -59 -1 0 -12 0 0 0 During refueling


ADS 2 104 -105 -34 -30 0 0 9 –


Thermal (T0) -136300 -1340 433 79240 65266 57 48 -16 During operation

LC (1) 3 -209 -342 -104 -1028 -10 -10 36 [1.4D+1.4F+1.7Lo+1.7ADS]* LC (2) -2 -43 -169 -57 -5261 -10 0 21 [1.4D+1.4F+1.7Lr]*

LC (3) 43 -174 -342 -104 -1028 -10 -10 36 [1.4D+1.4F+1.7ADS]* LC (4) 1620 5841 5274 93 5521 12 1 387 [D+F+Lo +|ADS|+Es]*

LC (5) -1720 -11087 -7398 -163 -12803 -2 -21 -87 [D+F+Lo -|ADS|- Es]*

LC (6) -120280 451 95107 88243 120287 69 59 371 [D+F+Lo +|ADS|+T0+Es]*

LC (7) -152320 -1227 -3065 63227 -163 35 37 -913 [D+F+Lo -|ADS|+T0-Es]*

LC (8) 1620 6246 5244 9-5 55-39 12 1 387 [0.9D+1.0F+1.0|ADS|+1.0Es]*











Page 20 of 24


Table 3.8.3-5 (Sheet 3 of 3) Design Summary of South Wall of West Steam Generator Compartment Design Loads, LoadCombinations, and Comparison to Acceptance Criteria West End Bottom Corner

Load/Comb.


Dead (D) -6 -374 3 -1 63 10 -1 -3 –

Hydro (F) 56 146 -102 -65 -141 3 2 43 –

Live (L) -23 -115 12 0 1 0 0 -1 During refueling

Live (Lo) -1 -45 0 0 1 0 0 -10 During operation

ADS 913 3655 -106 -32 -153 2 23 45 –


Thermal (T0) -125314 -61139 91179 26170 64341 -412 -427 -123 During operation

LC (1) 1420 2160 -2840 -152 -342 98 57 79 [1.4D+1.4F+1.7Lo+1.7ADS]* LC (2) -45 -521 -89 -108 -810 64 01 -12 [1.4D+1.4F+1.7Lr]*

LC (3) 1522 2768 -2840 -152 -353 98 57 89 [1.4D+1.4F+1.7ADS]* LC (4) 576 25625 5785 62 8032 109 13 351 [D+F+Lo +|ADS|+Es]*

LC (5) -598 -31271 -71103 -2014 -9346 -23 -121 -361 [D+F+Lo -|ADS|- Es]*

LC (6) -67258 19586 147264 1732 144373 621 -134 13-92 [D+F+Lo +|ADS|+T0+Es]*

LC (7) -184372 -372410 2076 7156 -29295 -69 -3958 -58154 [D+F+Lo -|ADS|+T0-Es]*

LC (8) 598 26433 563 6-2 795 109 143 361 [0.9D+1.0F+1.0|ADS|+1.0Es]*











Page 21 of 24

Revise UFSAR Table 3.8.3-6 (Sheet 1 of 3) as shown below and add to Enclosure 3 of LAR 14-05 as page 12a of 21:

Table 3.8.3-6 (Sheet 1 of 3) Design Summary of North-East Wall of IRWST Design Loads,

Load Combinations, and Comparison to Acceptance Criteria Mid-Span at Mid-Height

Load/Comb.


Dead (D) -1 -183 -13 0 13 -1 -21 -2 –

Hydro (F) 0-5 1 -10 168 175 31 2 02 –

Live (L) 0 -132 -13 51 58 -14 -2 -13 During refueling

Live (Lo) 0 -42 -12 42 59 -14 -2 -13 During operation

ADS -27 34 03 168 143 52 2 13 –


Thermal (T0) -3284 -1365 483 49208 51218 -28 -510 -312 During operation

LC (1) -520 -2613 -313 258 5832 813 01 -30 [1.4D+1.4F+1.7Lo+1.7ADS]* LC (2) -28 -4637 -49 3013 3325 010 -32 -5 [1.4D+1.4F+1.7Lr]*

LC (3) -520 -190 -19 5125 4816 106 35 -15 [1.4D+1.4F+1.7ADS]* LC (4) 165 2417 456 7237 7652 1723 117 14 [D+F+Lo +|ADS|+Es]*

LC (5) -1927 -6745 -4936 -3117 -3118 -161 -159 -210 [D+F+Lo -|ADS|- Es]*

LC (6) -1669 11-48 9389 121245 127270 1531 6-3 112 [D+F+Lo +|ADS|+T0+Es]*

LC (7) -5111 -80110 -17 18191 200 -183 -2019 -2432 [D+F+Lo -|ADS|+T0-Es]*

LC (8) 16 290 464 6835 7143 189 139 167 [0.9D+1.0F+1.0|ADS|+1.0Es]*








Page 22 of 24

Revise UFSAR Table 3.8.3-6 (Sheet 2 of 3) as shown below and add to Enclosure 3 of LAR 14-05 as page 12b of 21:

Table 3.8.3-6 (Sheet 2 of 3) Design Summary of North-East Wall of IRWST Design Loads, Load Combinations, and

Comparison to Acceptance Criteria Mid-Span at Bottom-Elevation 107’-2"

Load/Comb.


Dead (D) -10 -196 13 0 02 0 0 0-1 –

Hydro (F) -1 2 -1 20 -8 21 0 119 –

Live (L) -10 -711 01 0 -32 0 0 -1 During refueling

Live (Lo) -10 -14 01 0 -21 0 0 -1 During operation

ADS 0-2 4 13 20 -76 32 0 86 –


Thermal (T0) -9220 -58163 7180 64212 63213 -1 04 -16 During operation

LC (1) 0-6 -20 310 70 -217 85 -10 320 [1.4D+1.4F+1.7Lo+1.7ADS]* LC (2) 1-3 -378 15 30 -165 31 -10 180 [1.4D+1.4F+1.7Lr]*

LC (3) 1-6 -1813 38 60 -2419 85 0 3021 [1.4D+1.4F+1.7ADS]* LC (4) 2418 3917 496 176 4559 132 56 3824 [D+F+Lo +|ADS|+Es]*

LC (5) -232 -7753 -470 -126 -659 -810 -76 -130 [D+F+Lo -|ADS|- Es]*

LC (6) -68202 -1846 1206 81228 108272 123 510 370 [D+F+Lo +|ADS|+T0+Es]*

LC (7) -114242 -134216 2440 52196 -2144 -9 -72 -14 [D+F+Lo -|ADS|+T0-Es]*

LC (8) 2514 4223 495 176 476 132 6 3725 [0.9D+1.0F+1.0|ADS|+1.0Es]*





stress intensity range for load combinations including thermal: 221.98 ksi



Page 23 of 24

Revise UFSAR Table 3.8.3-6 (Sheet 3 of 3) as shown below and add to Enclosure 3 of LAR 14-05 as page 12c of 21:

Table 3.8.3-6 (Sheet 3 of 3) Design Summary of North-East Wall of IRWST Design Loads, Load Combinations, and

Comparison to Acceptance Criteria North End Bottom Corner – Elevation 107’-2"

Load/Comb.


Dead (D) -1 -219 13 0 -40 0 0 0 –

Hydro (F) -32 127 69 510 103 121 -76 -116 –

Live (L) 0 -105 12 -10 -40 10 10 10 During refueling

Live (Lo) 0 -36 01 0 -20 10 0 0 During operation

ADS -30 1927 711 79 167 110 -5 -116 –


Thermal (T0) 38-49 28-42 6072 -392 24173 -1140 17-19 3449 During operation

LC (1) 2-11 1730 2137 1629 3147 352 -17 -3350 [1.4D+1.4F+1.7Lo+1.7ADS]* LC (2) 2-6 -2831 120 14 218 175 -8 -1322 [1.4D+1.4F+1.7Lr]*

LC (3) 2-11 2140 2136 1729 3547 342 -187 -3350 [1.4D+1.4F+1.7ADS]* LC (4) 105 14415 5261 3753 11869 4052 123 532 [D+F+Lo +|ADS|+Es]*

LC (5) -713 -1635 -385 -2933 -11043 -1630 -25 -5284 [D+F+Lo -|ADS|- Es]*

LC (6) -484 17273 11133 -285 3142 2912 29-6 66101 [D+F+Lo +|ADS|+T0+Es]*

LC (7) 31-62 -1377 2237 -681 -8630 -270 -844 -1935 [D+F+Lo -|ADS|+T0-Es]*

LC (8) -10 14923 5160 3753 12069 3952 123 320 [0.9D+1.0F+1.0|ADS|+1.0Es]*



[Plate thickness provided: 0.50 inches -0.01 +0.10]* Maximum

principal stress for load combinations including thermal: 29.532.3 ksi

[Yield stress at temperature: 36.0 ksi (Minimum)]* Maximum stress

intensity range for load combinations including thermal: 30.332.4 ksi



Page 24 of 24

Replace UFSAR Figure 3.8.3-18, Location of Structural Wall Modules on page 21 of 21 in Enclosure 3 of LAR 14-05 with a revised UFSAR Figure 3.8.3-18 shown below:


lar 14-05 s2 license amendment and exemption request: … · 2015-01-12 · nnd-14-0633 enclosure...

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