DCL-10-102, Response to NRC Request for Additional Information Regarding License Amendment Request 10-03, Damping Values for the Seismic Design and Analysis of the Reactor Vessel Integrated Head Assembly

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Response to NRC Request for Additional Information Regarding License Amendment Request 10-03, Damping Values for the Seismic Design and Analysis of the Reactor Vessel Integrated Head Assembly
ML102230075
Person / Time
Site: Diablo Canyon  Pacific Gas & Electric icon.png
Issue date: 08/09/2010
From: Becker J
Pacific Gas & Electric Co
To:
Document Control Desk, Office of Nuclear Reactor Regulation
References
DCL-10-102, LAR-10-03, OL-DPR-080, OL-DPR-082, TAC ME4056, TAC ME4057
Download: ML102230075 (22)
v • d • e


Text

Pacific Gas and Electric Company James R. Becker Diablo Canyon Power Plant Site Vice President Mail Code 104/ 5/ 601

p. O. Box 56 Avila Beach, CA 93424 805.545.3462 August 9, 2010 Internal: 691.3462 Fax: 805.545.6445 PG&E Letter DCL-10-1 02 10 CFR 50.90 U.S. Nuclear Regulatory Commission ATTN: Document Control Desk Washington, D.C. 20555-0001 Diablo Canyon Units 1 and 2 Docket No. 50-275, OL-DPR-80 Docket No. 50-323, OL-DPR-82 Response to NRC Request for Additional Information Regarding License Amendment Request 10-03, "Damping Values for the Seismic Design and Analysis of the Reactor Vessel Integrated Head Assembly"

References:

1. PG&E Letter DCL-1 0-066, "License Amendment Request 10-03, Damping Values for the Seismic Design and Analysis of the Reactor Vessel Integrated Head Assembly," dated June 14,2010, (Adams Accession Number ML101660039)
2. NRC Request for Additional Information Regarding Integrated Head Assembly (ME4056 and ME4057), dated July 28, 2010, (Adams Accession Number ML102090540)

Dear Commissioners and Staff:

By letter dated June 14,2010, (Reference 1), Pacific Gas and Electric Company (PG&E) submitted a license amendment request (LAR) to revise the licensing basis and the Final Safety Analysis Report Update (FSARU) to include damping values for the seismic design and analysis of the integrated head assembly (I HA) that are consistent with the recommendations of Regulatory Guide (RG) 1.61, "Damping Values for Seismic Design of Nuclear Power Plants," Revision 1.

On July 28,2010, PG&E received a request for additional information (RAI)

(Reference 2), which the staff needs for their review of the LAR. PG&E's response to the RAI is enclosed .

This information does not affect the results of the technical evaluation or the no significant hazards consideration determination previously transmitted in Reference 1.

PG&E makes no regulatory commitments (as defined by NEI 99-04) in this letter.

This letter includes no revisions to existing regulatory commitments. .

A member of the STARS (Strategic Teaming and Resource Sharing) Alliance Callaway

  • Comanche Peak
  • Diablo Canyon
  • Palo Verde . San Onofre
  • Wolf Creek

Document Control Desk PG&E Letter DCL-1 0-1 02 August 9, 2010 Page 2 If you have any questions or require additional information, please contact Mr. Tom Baldwin at 805-545-4720.

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

Executed on August 9,2010.

Sincerely, Site Vice President Imp/3386 SAPN 50329696 Enclosure cc: Diablo Distribution cc/enc: Gary W. Butner, Acting Branch Chief, California Dept of Public Health Elmo E. Collins, NRC Regional Administrator, Region IV Michael S. Peck, NRC, Senior Resident Inspector Alan B. Wang, NRC Project Manager, Nuclear Reactor Regulation A member of the STARS (Strategic Teaming and Resource Sharing) Alliance Callaway. Comanche Peak. Diablo Canyon

  • Palo Verde. San Onofre
  • Wolf Creek

Enclosure PG&E Letter DCL-1 0-1 02 PG&E Response To NRC Request For Additional Information Regarding License Amendment Request (LAR) 10-03 "Damping Values for the Seismic Design and Analysis of the Reactor Vessel Integrated Head Assembly"

RAI-1

In Section 3 of enclosure 1 (page 2, System Description) to PG&E letter dated June 14, 2010, the licensee stated that the IHA is a new structure that does not have an existing equivalent design, and the IHA incorporates the functions of the former Control Rod Drive Mechanism (CRDM) seismic support structure, the CRDM ventilation cooling system, and the head lift rig.

The licensee stated that the duct work forms part of the IHA structure and is not traditional round or rectangular sheet steel ducts. Provide a description of the geometric shape or cross section of the duct work.

RAI-1 Response:

The integrated head assembly (IHA) employs two duct areas to route air from the CRDM assembly locations (above the reactor head insulation), through the middle shroud, and up to the plenum area where fans exhaust the air to the containment atmosphere. Figure 1, as provided in PG&E Letter DCL-1 0-066, is also shown as Figure 1 in this letter with the two duct areas, plenum, and middle shroud identified. Figure 2 shows a cutaway view of the middle shroud to show the geometric shape of the two duct areas. The duct area shape, as shown on Figure 2, is representative of the duct area shape from the bottom of the IHA up to the bottom of the plenum, except that openings in the middle shroud area change the cross-section area as indicated in Figure 1.

Page 1 of 20

Enclosure PG&E Letter DCL-1 0-1 02

RAI-2

In Section 3 of Enclosure 1 (page 5, IHA Seismic Analysis) to PG&E letter dated June 14, 2010, the licensee discusses the finite element structural analysis of the IHA, and notes that the seismic response of the various components of the IHA were obtained using the response spectrum analysis method or the time history modal superposition method in some selected cases. Please clarify the type of the time history analysis method used, whether it is the linear elastic time history method or the non-linear elastic time history, or nonlinear inelastic time history method. In addition, provide a summary table of the analysis method (e.g., response spectrum, linear elastic time history, non-linear elastic time history) used for the IHA seismic analysis for DE, DOE, and HE seismic events.

RAI-2 Response:

Table 1 summarizes the seismic and loss-of-coolant accident (LOCA) load analysis methods used for the IHA. Table 1 includes LOCA analysis methods in response to RAI-4(d). Results from a linear elastic modal superposition time history analysis for double design earthquake (DOE) horizontal direction loads were used to determine seismic loads for the structural qualification of connection SCN-24 as shown in PG&E Letter DCL-1 0-066. The remaining seismic analyses, including the DOE horizontal direction analyses (except connection SCN-24),

were performed using the Uniform Support Motion (USM) linear elastic response spectra method. The time history analysis was performed to eliminate unnecessary conservatism associated with the USM response spectra method.

Table 1: IHA Seismic and LOCA Load Analysis Method Summary DE DOE HE LOCA Horizontal Vertical Horizontal Vertical Horizontal Vertical Horizontal Vertical 1

Analysis USM ' USM ' USM ' USM USM ' USM"' Response Response 2 2 Method Response Response Response Response Response Response Spectra Spectra Spectra Spectra Spectra Spectra Spectra Spectra and Linear Elastic Time Histor/

Damping 4.9% 4.9% 6.85% 6.85% 6.85% 6.85% 6.85%~ 6.85%° "I

USM refers tothe use of Uniform Support Motion (enveloped spectra) as Input to the response spectra analysis.

2 LOCA response spectra inputs were applied where the IHA is attached to the reactor head.

3 The LOCA computer analysis was performed using 7 percent damping. At locations with the largest stress/load interaction ratios, the LOCA computer analysis results are adjusted upward by a scale factor so the results represent a 6.85 percent damping value. The scale factor is based on the maximum difference between the 6.85 percent and 7 percent damping input response spectra.

4 The time history analysis method was used to determine ODE loads for the structural qualification of connection SCN-24.

Page 2 of 20

Enclosure PG&E Letter DCL-1 0-1 02

RAI-3

In Section 3 of Enclosure 1 (page 6, IHA Seismic Analysis) to PG&E letter dated June 14, 2010, the licensee states that the resulting IHA loads and stresses for DE, DOE, and HE were evaluated for acceptance using the ASME Boiler and Pressure Vessel Code,Section III, Division 1, Subsection NF, "Component Supports, " 2001 Edition through 2003 Addenda.

Please provide clarification of the specific ASME classification that is Class 1, 2, or 3, of the Subsection NF component supports.

RAI-3 Response:

The loads and stresses for Design Class I components (See RAI-4(b) response) were evaluated using acceptance criteria corresponding to the ASME Boiler and Pressure Vessel Code,Section III, Division 1, Subsection NF, "Component Supports," 2001 Edition through 2003 Addenda, Class 1 (i.e., "ASME NF Class 1). For Design Class II plate and shell components, the loads and stresses were evaluated using acceptance criteria corresponding to ASME NF Class 2. Design Class II linear component loads and stresses were evaluated using acceptance criteria corresponding to ASME NF Class 1 since design by analysis for Class 2 linear supports uses the same acceptance criteria as Class 1 per NF-3350.

Similarly designed IHA's are currently installed at the following domestic United States facilities:

  • Salem Units 1 and 2
  • Turkey Point Units 3 and 4 Page 3 of 20

Enclosure PG&E Letter DCL-1 0-1 02

RAI-4

In Enclosure 1 to PG&E letter dated June 14, 2010, Tables 1 through 5 (Pages 12-21) provide a summary of the maximum stress ratios for the various IHA components and connections, along with the controlling load combinations. Please provide the following additional information:

(a) Provide notes to the tables to identify what the symbols, such as, DL, P, M1, T, ML represent.

(b) Clarify if Design Class 1 and Design Class" refer to ASME Subsection NF class 1, and class 2.

(c) Identify the material of the component or connection in Tables 1 through 5.

(d) In some of the controlling load combinations listed in Tables 1, 2, and 5, the Loss-of-Coolant Accident (LOCA) term is present. Provide information summarizing the type of analysis and damping values used for the LOCA analysis of the IHA.

RAI-4 Response:

(a) Symbol Definitions Tables 1 through 5 from PG&E Letter DCL-1 0-066 are reproduced in this document; however, notes have been added to the tables to define the symbols.

(b) Design Class I and Design Class II Definition Design Class I and II do not refer to ASME Subsection NF. Design Class I and II are defined in DCPP UFSAR Section 3.1.2.1 as excerpted below:

"All systems and components of DCPP Units 1 and 2 are classified according to their importance in the prevention and mitigation of accidents. Those items vital to safe shutdown and isolation of the reactor, or whose failure might cause or increase the severity of a LOCA, or result in an uncontrolled release of excessive amounts of radioactivity, are designated Design Class I. Those items important to the reactor operation, but not essential to safe shutdown and isolation of the reactor or control of the release of SUbstantial amounts of radioactivity, are designated Design Class II."

For the design and analysis of the IHA, Design Class I corresponds to a safety-related component and Design Class II corresponds to a nonsafety-related component. Design Class II components are seismically qualified as required to preclude adverse effects on Design Class I components per DCPP UFSAR Section 3.7.3.13.

(c) Component Materials The IHA is constructed using several different types of steel materials. Table 6 is provided to show the materials used for the IHA construction.

(d) LOCA Analysis The LOCA analysis method is summarized in Table 1 that is provided in response to RAI-2.

The DCPP FSARU does not address LOCA loads or LOCA load analysis methods for structures such as the IHA. However, PG&E elected to determine reactor head motions associated with LOCA events and to analyze the IHA for those motions. Westinghouse analyzed the DCPP Unit 1 and Unit 2 reactors and defined LOCA event movements at the Page 4 of 20

Enclosure PG&E Letter DCL-1 0-1 02 reactor head in the form of response spectra. The response spectra input used for the IHA LOCA analysis is the envelope of the Unit 1 and 2 LOCA response spectra associated with a pressurizer surge line break, residual heat removal (RHR) line break, and accumulator line break. DCPP is approved for leak-before-break and therefore does not need to postulate breaks associated with the main reactor coolant loop for analyses such as the IHA structural analysis. LOCA load motions are applicable at the reactor head and were therefore applied where the IHA is attached to the reactor head.

The computer LOCA load analysis for the IHA was performed during 2008 using input response spectra associated with a 7 percent structural damping value. This value corresponds to bolted steel with bearing connections per Regulatory Guide 1.61 (RG 1.61),

Revision O. During an early July 2010 review of vendor documentation, PG&E determined the use of the 7 percent damping LOCA input response spectra is inconsistent with the 6.85 percent seismic damping values addressed in DCPP Letter DCL-1 0-066. Therefore, the IHA design and analysis vendor is currently revising the IHA structural design report to address LOCA loads associated with a 6.85 percent structural damping value. The vendor determined the maximum potential LOCA load increase due to the damping change is 2.3 percent. This value was determined by taking the maximum ratio between the 6.85 percent damping LOCA response spectra and the 7 percent damping response spectra over the modal frequency range associated with the IHA. At load/stress locations with the highest interaction ratios, the vendor is combining the increased LOCA loads based on 6.85 percent damping with the DOE loads by square-root-of-the-sum-of-squares (SRSS) to determine the combined SRSS (DOE + LOCA) loads for evaluation. In general, the DOE loads are much larger than the LOCA loads. Analysis results are expected to show the change in LOCA loads causes the combined SRSS (DOE + LOCA) loads to generally increase by about 0.5 percent though the combined load increase can range from approximately no change up to a maximum 2.3 percent increase. Adequate design margin exists to accommodate the LOCA load increase. The revised IHA structural analyses will demonstrate LOCA loads associated with a 6.85 percent structural damping value are structurally qualified with all stress ratios meeting the acceptance criteria.

LOCA loads were not analyzed as a part of the original design of the DCPP CRDM support structure. The Licensee conservatively elected to include LOCA loads in the design of the IHA as a part of the head replacement and IHA project design specification. Since the DCPP licensing basis for the existing CRDM support structure does not include LOCA loads, and therefore also does not define the damping values to use for LOCA loads, there was no need to include LOCA load structural damping values in LAR 10-03. The Licensee is addressing LOCA load damping values per 10 CFR 50.59.

Page 5 of 20

Enclosure PG&E Letter DCL-1 0-1 02 RAJ-5 In Enclosure 2 (Table 2, Page 13 of 14) to PG&E letter dated June 14, 2010, for connection number 43, the quantity (QTY) is not listed. Please clarify how many of these bolted connections are to be listed in the QTY column. If this is in fact an omission, then clarify if the total number of connections is different from the quantity of 185 connections and either recompute or justify the weighted average damping value for aBE (DE) and SSE (DOE & HE) used in the IHA analysis.

RAI-5 Response:

There is no omission related to connection 43. Connection 43 is listed with connection 25 and is addressed in Table 2, Note 5. See PG&E Letter DCL-10-066, Enclosure 2, pages 13 and 14.

As described in Table 2, Note 5, each of the 24 radiation shield doors include two hinges (connection 25) and one latch (connection 43) for a total of 72 hinge/latch connections. These connections have damping characteristics that are similar to or are more conservative than the damping characteristics associated with bearing type bolted connections. PG&E conservatively elected to consider only 24 of these connections in the total quantity of 185 connections to ensure the quantity and types of connections considered in the weighted average damping equation are representative of the entire IHA.

Page 6 of 20

Enclosure PG&E Letter DCL-10-102 Plenum--_

Middle --~--JI..L4..1 Shroud

~-- Duct Area Figure 1: Replacement Reactor Vessel Closure Head with Integrated Head Assembly Page 7 of 20

Enclosure PG&E Letter DCL-1 0-1 02 Duct Area Figure 2: Middle Shroud Duct Area Page 8 of 20

Enclosure PG&E Letter DCL-10-102 Table 1 Member Stress Summary for Controlling Load Combination Design Class I / Seismic Category I Linear Components Component Description Controlling Load Combination Stress Ratio Support Columns DL + P +/- SRSS(DDE+LOCA) 0.85 Lift-Rods DL + P +/- SRSS(DDE+MI) 0.96 Bottom Ring Beam DL + P +/- SRSS(DDE+LOCA) 0.54 Seismic Support Beam DL + P + T +/- DE 0.26 Seismic Ring Beam DL + P +/- SRSS(DDE+LOCA) 0.51 Seismic Reinforced Beam DL + P +/- DE 0.28 Duct Support in Mid/Upper Shroud DL + P +/- SRSS(DDE+LOCA) 0.30 Angle connecting Duct Sections DL + P +/- DE 0.73 Cable Support Ring Beam DL + P +/- HE 0.37 Cable Bridge Longitudinal Tube in DL + P +/- SRSS(DDE+LOCA) 0.92 Foldable Section Cable Bridge Lateral Tube in Foldable DL + P +/- SRSS(DDE+LOCA) 0.76 Section Cable Bridge Vertical Tube and Wing DL + P +/- SRSS(DDE+LOCA) 0.48 Frame in Foldable Section Bridge Lifting Mechanism Horizontal DL + P +/- SRSS(DDE+LOCA) 0.66 Support Tube Bridge Lift Mechanism Tube DL + P +/- SRSS(DDE+LOCA) 0.38 Cable Bridge Support Tube under DL + P +/- SRSS(DDE+LOCA) 0.54 Missile Shield Core Exit Thermocouple (CET) Vertical DL + P +/- SRSS(DDE+LOCA) 0.15 Trays CET Vertical Tray Support Bracket DL + P +/- HE 0.40 Seismic Bar (Tie-Rod Lug) DL + P +/- SRSS(DDE+LOCA) 0.17 Seismic Tie-Rod Bracket DL + P +/- SRSS(DDE+LOCA) 0.49 Seismic Tie-Rod Tube DL + P +/- HE 0.84 Page 9 of 20

Enclosure PG&E Letter DCL-1 0-1 02 Component Description Controlling Load Combination Stress Ratio Pipe Rod Connecting Cable Bridge & DL + P +/- SRSS(DDE+LOCA) 0.66 Lift Mechanism Support Tube under Walkway at Bridge DL + P +/- SRSS(DDE+LOCA) 0.67 Seismic Tie-Rods DL + P +/- SRSS(DDE+LOCA) 0.53 Symbols:

DL: Dead Load P: Pressure Load DE: Design Earthquake Load SRSS: Square-Root-of-the-Sum-of-the-Squares Load Combination Method ODE: Double Design Earthquake Load LOCA: Loss of Coolant Accident Load T: Temperature Load HE: Hosgri Earthquake Load MI: Missile Impact Load Notes:

1. Design Class 1/ Seismic Category I components are classified as safety-related and are designed for seismic loads.
2. The IHA offers no resistance to reactor vessel thermal growth and therefore sustains no stress due to such growth. The temperature load symbol is included in the above table since this load was considered as a part of the IHA design criteria. Applicable service and accident temperatures are considered when determining material properties and material stress allowables.

Page 10 of 20

Enclosure PG&E Letter DCL-1 0-1 02 Table 2 Member Stress Summary for Controlling Load Combination Design Class I / Seismic Category I Plate Components Component Description Controlling Load Combination Stress Ratio Missile Shield DL + P +/- DE 0.38 Seismic Support Plate on Seismic Ring DL + P +/- DE 0.37 Beam Stiffener Plate on Bottom Ring Beam DL + P +/- DE 0.52 CRDM DRPI Plates DL + P +/- SRSS(DDE+LOCA) 0.34 Support Bracket connecting Monorail & DL + P + ML 0.81 Walkway to Column Walkway Plate away from Bridges DL + P +/- SRSS(DDE+LOCA) 0.22 Walkway Plate Edge Stiffener DL + P +/- DE 0.36 Walkway Plate under Bridges DL + P + ML 0.35 Cable Bridge Vertical Support Plates in DL + P +/- DE 0.95 Stationary Section Cable Bridge Support Cross Plates in DL + P +/- DE 0.61 Stationary Section Cable Bridge Support Plates in DL + P +/- DE 0.68 Foldable Section Symbols:

DL: Dead Load P: Pressure Load DE: Design Earthquake Load SRSS: Square-Root-of-the-Sum-of-the-Squares Load Combination Method DOE: Double Design Earthquake Load LOCA: Loss of Coolant Accident Load ML: Maintenance Load (live load on walkways during maintenance activities)

Notes:

1. Design Class 1/ Seismic Category I components are classified as safety-related and are designed for seismic loads.

Page 11 of 20

Enclosure PG&E Letter DCL-1 0-1 02 Table 3 Member Stress Summary for Controlling Load Combination Design Class II I Seismic Category 11/1 Linear Components Component Description Controlling Load Combination Stress Ratio Angle Beams at Boundary of each DL + P +/- DOE 0.75 Assembly Tripod Rods DL + P +/- DDE 0.23 Monorail DL + P + ML 0.88 Baffle Support Beam DL + P +/- DOE 0.35 Stiffener at CET Doors & Windows in DL + P + T 0.36 Duct Fan Support Top Horizontal Tee Ring DL + P +/- DDE 0.52 Fan Support Vertical Tube DL + P +/- DOE 0.80 Stiffener at Base of Duct DL + P +/- HE 0.61 Baffle Cover Support Angle DL + P +/- HE 0.17 Plenum Center Column DL + P +/- DDE 0.31 Angle Frame for Plenum DL + P + ML 0.35 Angle Attached to Duct at Top DL + P +/- DDE 0.45 Angle Stiffener for Ducts DL + P +/- DDE 0.35 Cable Bundle Supports DL + P +/- DDE 0.32 Plenum Angle attached to Missile DL + P +/- DDE 0.30 Shield Vertical Angle Stiffener to Duct DL + P +/- DDE 0.17 Vertical Angle Stiffener to Duct DL + P +/- HE 0.43 Baffle Support Link DL + P +/- HE 0.31 Fan Support Bottom Ring DL + P +/- DDE 0.39 Monorail End Support Bracket DL + P + ML 0.22 Page 12 of 20

Enclosure PG&E Letter DCL-10-102 Symbols:

DL: Dead Load P: Pressure Load DE: Design Earthquake Load DDE: Double Design Earthquake Load T: Temperature Load HE: Hosgri Earthquake Load ML: Maintenance Load (live load on walkways during maintenance activities)

Notes:

1. Design Class II I Seismic Category 11/1 components are classified as nonsafety-related but are seismically designed to preclude adverse interactions with safety-related components.
2. The IHA offers no resistance to reactor vessel thermal growth and therefore sustains no stress due to such growth. The temperature load symbol is included in the above table since this load was considered as a part of the IHA design criteria. Applicable service and accident temperatures are considered when determining material properties and material stress allowables.

Page 13 of 20

Enclosure PG&E Letter DCL-1 0-102 Table 4 Member Stress Summary for Controlling Load Combination Design Class II/Seismic Category 1111 Plate Components Component Description Controlling Load Combination Stress Ratio Baffle DL + P +/- HE 0.35 Stiffener Plate at Top of Baffle DL + P +/- DOE 0.29 Radiation Shield Doors DL + P +/- HE 0.17 Lower Assy Shroud Panels DL + P +/- DOE 0.27 Mid Assy Shroud Panels DL + P +/- HE 0.16 Lower Assy Duct DL + P +/- DOE 0.43 Baffle Cover DL + P +/- HE 0.51 Mid Assy Duct DL + P +/- DOE 0.29 Upper B Assy Shroud Panels DL + P +/- HE 0.20 Upper B Assy Duct DL + P +/- DOE 0.40 Upper A Assy Shroud Panels DL + P +/- HE 0.33 Upper A Assy Duct DL + P +/- DOE 0.48 CET Access Doors in Lower Assy Duct DL + P +/- DOE 0.09 Plenum Cover Plates DL + P + ML 0.29 Plenum Top Panels DL + P +/- DOE 0.11 Plenum Side Panels DL + P +/- DOE 0.50 Symbols:

DL: Dead Load P: Pressure Load DOE: Double Design Earthquake Load HE: Hosgri Earthquake Load ML: Maintenance Load (live load on walkways during maintenance activities)

Notes:

1. Design Class II / Seismic Category 1111 components are classified as nonsafety-related but are*

seismically designed to preclude adverse interactions with safety-related components.

Page 14 of 20

Enclosure PG&E Letter DCL-1 0-1 02 Table 5 Summary of Evaluation of Connections between Design Class I (Seismic Category I) Components Max.

Connectio Controlling Load Stress n Connection Description I Controlling Combination Ratio Number Component SCN-01 Connection of Seismic Tie-Rods:

Tie Rod Lug Mounting Bolts DL+P+T+/-DE 0.58 SCN-02 Connection of Lift-Rod Clevis to RRVCH Lug: DL+P+T+/-

Pin SRSS(DDE+MI) 0.21 SCN-03 Connection of Bottom Ring Beam to Intermediate Pads:

Bolts DL+P+T+/-DE 0.53 SCN-04 Connection of Bottom Ring Beam to Clevis of DL+P+T+/-

Lift-Rod:

Bolt Bearing / Edge Distance SRSS(DDE+LOCA) 0.48 SCN-05 Connection of Stiffener Plate and Bottom Ring DL+P+/-

Beam:

Weld SRSS(DDE+LOCA) 0.79 SCN-06 Connection of Columns to Bottom Ring Beam: DL+P+T+/

Base Plate SRSS(DDE+LOCA) 0.86 SCN-07 Lower Splice Connection of Columns: DL+P+T+/-

Bolt Bearing / Edge Distance SRSS(DDE+LOCA) 0.68 SCN-08 Mid Splice Connection of Columns:

Bolt Bearing / Edge Distance DL+P+T+/-HE 0.60 SCN-09 Upper Splice Connection of Columns: DL+P+T+/-

Bolt Bearing / Edge Distance SRSS(DDE+LOCA) 0.73 SCN-10 Connection of Bridge Support Tubes Under Walkway to Seismic Ring:

CJP Weld - no evaluation n/a n/a SCN-11 Connection of Tangential Tie-Rod Tubes to DL+P+T+/-

Outer Bridge Support Tubes:

Weld SRSS(DDE+LOCA) 0.88 SCN-12 Connection of Tangential Tie-Rod Tubes to DL+P+T+/-

Inner Bridge Support Tubes:

Weld SRSS(DDE+LOCA) 0.86 SCN-13 Connection of Bridge Support Tubes Under Walkway to Walkway:

Weld DL +P+ T +/-DE 0.89 SCN-14 Connection of Seismic Ring Beam to Columns: DL+P+T+/-

Weld SRSS(DDE+LOCA) 0.76 Page 15 of 20

Enclosure PG&E Letter DCL-1 0-1 02 Max.

Connectio Controlling Load Stress n Connection Description I Controlling Combination Ratio Number Component SCN-15 U-Bolt Connection of Lift-Rods to Ring Angles: DL+P+T+/-

U-bolt Bolt Bearing / Edge Distance SRSS(DDE+LOCA) 0.26 SCN-16a Connection of Walkway to Support Brackets, 90 & 270 Deg. Loc Bolts DL +P+T +/-DE 0.33 SCN-16b Connection of Walkway to Support Brackets, 30, 150, 210, 330 Deg. Loc:

Bolts DL +P+ T +/-DE 0.85 SCN-17 Connection of Walkway Support Brackets to DL+P+T+/-

Columns:

Bolt Bearing / Edge Distance SRSS(DDE+LOCA) 0.49 SCN-18 Connection of Cable Bridge Support to Walkway:

Bolts DL +P+ T +/-DE 0.97 SCN-19 Connection of Bridge Support Vertical Cross DL+P+T+/-

Plate to Vertical Side Plates:

Weld SRSS(DDE+LOCA) 0.72 SCN-20 Connection of Bridge Support Top Horizontal DL+P+T+/-

Cross Plate to Side Plates:

Weld SRSS(DDE+LOCA) 0.78 SCN-21 Connection of Bridge Support Bottom DL+P+T+/-

Horizontal Cross Plate to Side Plates:

Weld SRSS(DDE+LOCA) 0.88 SCN-22 Connection of Bridge Support Horizontal Cross DL+P+T+/-

Plate to Vertical Cross Plate:

Weld SRSS(DDE+LOCA) 0.19 SCN-23 Connection of Bridges to Stationary Supports (Pivot):

Shaft DL +P+ T +/-DE 0.97 SCN-24 Connection of Bridge Lateral Tubes to Longitudinal Tubes:

Weld DL +P+ T +/-HE 0.92 SCN-25a Connection of Bridge Vertical Tubes to DL+P+T+/-

Longitudinal Tubes:

Weld SRSS(DDE+LOCA) 0.78 SCN-25b Connection of Bridge Vertical Tubes to DL+P+T+/-

Longitudinal Tubes:

Weld SRSS(DDE+LOCA) 0.88 Page 16 of 20

Enclosure PG&E Letter DCL-1 0-1 02 Max.

Connectio Controlling Load Stress n Connection Description I Controlling Combination Ratio Number Component SCN-26 Connection of Bridge Wing Frame Lateral & DL+P+T+/-

Diagonal Tubes to Main Frame:

Weld SRSS(DDE+LOCA) 0.68 SCN-27 Connection of Bridge Wing Frame Long. & DL+P+T+/-

Diagonal Tubes to Lateral Tubes:

Weld SRSS(DDE+LOCA) 0.27 SCN-28 Connection of Bridge Wing Frame Vertical DL+P+T+/-

Tubes to Lateral Tubes:

Weld SRSS(DDE+LOCA) 0.30 SCN-29 Connection of Cable Bridge Link Pipes:

Lug Plate (axial + bending) DL +P+ T +/-DE 0.86 SCN-30a Connection of Bridge Lifting Mechanism DL+P+T+/-

Support Tubes to Tube Rings:

Weld SRSS(DDE+LOCA) 0.86 SCN-30b Connection of Bridge Lifting Mechanism to DL+P+T+/-

Support Tubes:

Weld SRSS(DDE+LOCA) 0.82 SCN-31 Connection of Cable Support Tube Rings to Columns:

Bolt Bearing / Edge Distance DL+P+/-HE 0.64 SCN-32 Connection of Upper A Top Tube Ring to Columns:

Bolts DL +P+ T +/-DE 0.46 SCN-33 Connection of Adjusting Disks to Seismic DL+P+T+/-

Reinforced Beam:

Bearing Between Disc and Screw SRSS(DDE+LOCA) 0.45 SCN-34 Connection of Missile Shield Alignment Pins to DL+P+T+/-

Top of Columns:

Weld SRSS(DDE+LOCA) 0.68 SCN-35 Connection of Missile Shield to Lift-Rods:

Leveling Nut (thread engagement verified) n/a n/a SCN-36 Connection of Seismic Plates to Seismic Ring DL+P+T+/-

Beam & Inner Beam:

Weld SRSS(DDE+LOCA) 0.40 SCN-37 Connection of CET Vertical Trays to Support Brackets:

Weld DL +P+ T +/-HE 0.10 Page 17 of 20

Enclosure PG&E Letter DCL-1 0-1 02 Max.

Connectio Controlling Load Stress n Connection Description I Controlling Combination Ratio Number Component SCN-38 Connection of CET Vertical Trays Support Brackets to Duct Support Brackets:

Base Plate DL +P+T +/-HE 0.95 SCN-39 Connection of Mid & Upper B Duct to Support DL+P+T+/-

Brackets:

Weld of Support Bracket to Base Plate SRSS(DDE+LOCA) 0.62 SCN-40 Connection of Mid & Upper B Duct Support DL+P+T+/-

Brackets to Columns:

Weld of Support Bracket to Base Plate SRSS(DDE+LOCA) 0.68 Symbols:

DL: Dead Load P: Pressure Load DE: Design Earthquake Load SRSS: Square-Root-of-the-Sum-of-the-Squares Load Combination Method DOE: Double Design Earthquake Load LOCA: Loss of Coolant Accident Load T: Temperature Load HE: Hosgri Earthquake Load MI: Missile Impact Load ML: Maintenance Load (live load on walkways during maintenance activities)

Notes:

1. Design Class I / Seismic Category I components are classified as safety-related and are designed for seismic loads.
2. The IHA offers no resistance to reactor vessel thermal growth and therefore sustains no stress due to such growth. The temperature load symbol is included in the above table since this load was considered as a part of the IHA design criteria. Applicable service and accident temperatures are considered when determining material properties and material stress allowables.

Page 18 of 20

Enclosure PG&E Letter DCL-10-102 Table 6: IHA Materials No. Component Description Component Material Design Class I and Seismic Category I Components - Plates and Bars 1 Seismic ring beam ASTM A514, Gr. B, E, F or Q 2 Seismic reinforced beam ASTM A514, Gr. B, E, F or Q 3 Seismic support beam ASTM A514, Gr. B, E, For Q 4 Seismic support plate ASTM A514, Gr. B, E, F or Q 5 Seismic bar (tie-rod lug) ASTM A514, Gr. B, E, For Q 6 Radial Seismic Support ASTM A514, Gr. B, E, For Q 7 DRPI plates (existing from OEM) SS, Type 304 assumed 8 DRPI filler plates (new) ASTM A240, Type 304 9 Seismic tie-rods ASTM A588, Gr. A or B 10 Bottom ring beam ASTM A588, Gr. A or B 11 Bottom ring beam stiffener ASTM A588, Gr. A or B 12 Missile shield ASTM A588, Gr. A or B 13 Lift-rods ASTM A434, Class BD 14 Cable bridge support plate in stationary section ASTM A514, Gr. B, E, For Q 15 Cable bridge support plate in foldable section ASTM A514, Gr. B, E, For Q 16 CET vertical trays support bracket plates ASTM A479, Type 304 17 Duct support beam ASTM A514, Gr. B, E, For Q 18 Walkway plate ASTM A514, Gr. B, E, For Q 19 Walkway plate edge stiffener ASTM A514, Gr. B, E, For Q 20 Support bracket between Walkway and Support Columns ASTM A514, Gr. B, E, For Q Design Class I and Seismic Category I Components - Shapes and Tube Steels 21 Support columns ASTM A500, Gr. C 22 Seismic tie-rod tube ASTM A500, Gr. C 23 Cable support ring beam ASTM A500, Gr. C 24 Angle stiffener attached to lower, mid, upper B duct and ASTM A479, Type 304 duct flanges 25 Cable bridge longitudinal tube in foldable section ASTM A500, Gr. C 26 Cable bridge lateral tube in foldable section ASTM A500, Gr. C 27 Cable bridge vertical tube in foldable section ASTM A500, G r. C 28 Cable bridge support tube under missile shield ASTM A500, Gr. C Page 19 of 20

Enclosure PG&E Letter DCL-1 0-1 02 No. Component Description Component Material 29 Support tube under walkway at bridges ASTM A500, Gr. C 30 Lifting Mechanism horizontal support tube ASTM A500, Gr. C 31 CET Vertical Trays at 90 0 & 270 0 Columns ASTM A479, Type 304 32 Pipe rod connecting cable bridge and mechanism ASTM A106, Grade B Design Class II and Seismic Category 11/1 Components - Plates, Bars, Wires, and Forgings 33 Baffle support link SS, Type 304 34 Shroud cover (baffle bottom plate) ASTM A240, Type 304 35 Ductwork ASTM A240, Type 304 36 Tripod leg ASTM A434, Class BD 37 Baffle support beam ASTM A514, Gr. B, E, For Q 38 Fan support base ring ASTM A588, Gr. A or B 39 Fan support top ring ASTM A588, Gr. A or B Design Class II and Seismic Category 1111 Components - Shapes and Tube Steel 40 Ring angles ASTM A588, Gr. A or B 41 Angle connected to baffle cover ASTM A588, Gr. A or B 42 Angle stiffener (vertical) attached to lower duct ASTM A572, Gr. 50 43 Angle stiffener (vertical) attached to mid & upper duct ASTM A479, Type 304 44 Angle attached to duct at top in upper A section ASTM A572, Gr. 50 45 Monorail ASTM A572, Gr. 50 46 Cable bundle support in upper A ASTM A572, Gr. 50 47 Angle frame for air plenum ASTM A572, Gr. 50 48 Fan support vertical tube ASTM A500, Gr. C 49 Pipe-rod for plenum center support ASTM A312, Type 304 50 Angle of plenum attached to missile shield ASTM A572, Gr. 50 51 Stiffeners at CET access doors and windows ASTM A479, Type 304 52 Tube stiffener at base of duct ASTM A554, Type 304 Design Class I and II Bolts 53 High Strength Bolts A540, B23, Class 3 54 High Strength Bolts A193, Grade B7 55 Normal Bolts SS 18-8 56 High Strength Stainless Steel Bolts A 193, Grade B8M, Class 2 Page 20 of 20

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