ML15209A561
| ML15209A561 | |
| Person / Time | |
|---|---|
| Site: | 05200045 |
| Issue date: | 07/24/2015 |
| From: | Head J GE-Hitachi Nuclear Energy Americas |
| To: | NRC/Document Processing Center, Office of New Reactors |
| References | |
| MFN 15-062, RAI 02.05.04-1 | |
| Download: ML15209A561 (10) | |
Text
GE Hitachi Nuclear Energy HITACHI Jerald G. Head Senior Vice President, Regulatory Affairs 3901 Castle Hayne Road PO Box 780 M/C A-18 Wilmington, NC 28402-0780 USA T 910 819 5692 F 910 362 5692 jerald.head@ge.com MFN 15-062 Docket number: 52-045 July 24, 2015 US Nuclear Regulatory Commission Document Control Desk Washington, DC 20555-0001
Subject:
Request for Additional Information Letter Number 8 Related to Chapter 2 for GE-Hitachi Nuclear Energy Advanced Boiling-Water Reactor Design Certification Rule Renewal Application - GEH Response to RAI 02.05.04-1
References:
Subject:
Request for Additional Information Letter Number 8 related To Chapters 2 for GE-Hitachi Nuclear Energy Advanced Boiling Water Reactor Design Certification Rule Renewal Application, June 10, 2015 In regard to the Requests for Additional Information transmitted in your June 10, 2015 letter (Reference 1), please find attached the requested response to RAI 02.05.04-1. contains the complete responses, while Enclosure 2 contains the Design Control Document markups associated with the responses.
If you have any questions concerning this letter, please contact Hugh Upton at 408-314-8499.
I declare under penalty of perjury that the foregoing information is true and correct to the best of my knowledge, information, and belief.
Sincerely, Jerald G. Head Senior Vice President, Regulatory Affairs Commitments: No additional commitments are made in the responses.
MFN 15-062 Page 2 of 2
Enclosures:
- 2. GEH Responses to RAI 02.05.04 ABWR DCD DRAFT Revision 6 Markups cc: Adrian Muniz, NRC David Sledzik, GEH Peter Yandow, GEH Patricia Campbell, GEH Shailesh R. Sheth, GEH Hugh A. Upton, GEH James A. Beard, GEH Erik Kirstein, GEH Gary Ehlert, GEH DBR - 0011958 IVIFN 15-062 GEH Responses to RAI 02.05.04-1 IMPORTANT NOTICE REGARDING CONTENTS OF THIS DOCUMENT Please Read Carefully The information contained in this document is furnished solely for the purpose(s) stated in the transmittal letter. The only undertakings of GEH with respect to information in this document are contained in the contracts between GEH and its customers or participating utilities, and nothing contained in this document shall be construed as changing that contract. The use of this information by anyone for any purpose other than that for which it is intended is not authorized; and with respect to any unauthorized use, GEH makes no representation or warranty, and assumes no liability as to the completeness, accuracy, or usefulness of the information contained in this document.
MFN 15-062 Page 1 of 3 NRC Request for Additional Information 2.05.04-1 10 CFR 52.59(a) (2015) requires, in pertinent part, a finding of compliance with the regulations in effect at the time of the original certification in order to issue a renewed design certification. In 1997, 10 CFR 52.47(a)(1)(iii) required design certification applicants to provide postulated site parameters, and an analysis and evaluation of the design in terms of such parameters. Also, as relevant to the ABWR design, Appendix A to 10 CFR Part 100, section V.(d) requires that each applicant determine other design conditions, which include soil stability under the Safe Shutdown Earthquake.
The ABWR DCD Tier I Table 5.0 "ABWR Site Parameters" and Tier 2 Table 2.0-1 "Envelope of ABWR Standard Plant Site Design Parameters" provided some standard design site parameters, but no dynamic bearing capacity and differential settlement site parameters are specified. Dynamic bearing capacity is an important site parameter that requires that the soil under the foundation be able to withstand, with certain safety margins, the foundation dynamic pressure resulting from the combination of all possible loadings, including seismic loading corresponding to the site SSE. In some cases, the maximum foundation dynamic pressure can be several times the static foundation pressure, therefore a site which meets the static bearing capacity requirement may not be stable under dynamic loading conditions. Also, the requirement of differential settlement of the foundation not to exceed certain limits under the combination of all possible loadings is another important site parameter needed to maintain foundation and structural integrity, and the normal operation of nuclear power plant facilities.
Because the ABWR design is certified for plants founded on soil deposits up to 91.5 m (300 ft), in addition to rock sites, there is a potential that larger differential settlements may occur for a deep soil site due to the geologic variation of subsurface materials and non-uniform loading distribution. Therefore, the NRC requests the applicant to provide the following information or justify how its alternative approach complies with NRC regulations:
- 1. Clearly define the dynamic bearing capacity (based on the maximum foundation pressure on foundation with adequate safety margin) and differential settlement requirements for safety related structures in proper sections and tables of the ABWR DCD to ensure foundation stability and safety of the structures for sites applying the ABWR technology. Associated COL information items should be specified in the DCD.
- 2. Provide details on how the dynamic bearing capacity and differential settlement requirements are determined, including the model(s), assumptions and input parameters used in analyses, calculations and justifications for site parameter determination.
MFN 15-062 Page 2 of 3 GEH Response:
There are three seismic category 1 buildings that make up the ABWR; Reactor Building, Control Building, and Radwaste Building Foundation.
Of these three, the Reactor Building is the heaviest. The current ABWR interface requirement for static bearing capacity is based on the calculated static bearing pressure of the Reactor Building times a factor of safety.
To stay consistent with that methodology the ABWR interface requirement for dynamic bearing pressure will also be based on the Reactor Building dynamic bearing pressure times a factor of safety.
The ABWR Reactor Building calculated dynamic bearing pressure is 2336 kPa and can be found in ABWR DCD Tier 2 Section 3H.1.5.6.
GEH will revise Tier 1 Table 5.0-1 and Tier 2 Table 2.0-1 to add 2700 kPa as the minimum dynamic bearing capacity as an ABWR standard plant site parameter. This will provide approximately 15% margin over the calculated value. GEH will revise COL Action Item 2.3.1.2 (2) to add a confirmation of the dynamic bearing capacity.
Buildings that are constructed of Reinforced Concrete on a mat or raft foundation can tolerate total settlements on the order of 125mm without damage (Reference 1 and 2).
In commercial buildings to prevent problems with interfacing components that connect to a building the total allowable settlement is usually limited to 50mm (Reference 1 and 3). If a building is allowed to settle prior to installing the interfacing components a larger allowable total settlement can be used.
Based on ABWR construction experience with an aggressive 39 month construction schedule (first safety concrete to fuel load), mechanical and electrical components are installed at least 12 months after the completion of the basemat. This allows sufficient time for the building to settle justifying the relaxation of the allowable total settlement value.
Based on the above discussion, GEH will add a total long term (post construction) settlement of 75mm to Tier 1 Table 5.0-1, and Tier 2 Table 2.0-1.
GEH will add an additional COL Action Item 2.3.1.2 (3) to add a confirmation of the total long term (post construction) settlement.
Angular distortion is another important foundation criterion that is needed to prevent damage to a building founded on soil. Angular distortion in this context is defined as the slope between two adjacent column lines. Buildings that are constructed of reinforced concrete on a mat foundation can tolerate angular distortion on the order of 1/500 (Reference 1, 2 and 3). For buildings that contain machinery sensitive to settlement, it is recommended that angular distortion be limited to 1/750 (Reference 1).
MFN 15-062 Page 3 of 3 Based on the above discussion, GEH will add an angular distortion (post construction) limit of 1/750 to Tier 1 Table 5.0-1, and Tier 2 Table 2.0-1. GEH will revise COL Action Item 2.3.1.2 (2) to add a confirmation of the angular distortion limit.
References:
- 1. EM 1110-1-1904, Engineering and Design Settlement Analysis, US Army Corps of Engineers, September 30, 1994.
- 2. Principles of Foundation Engineering - Seventh Edition, Das, Braja M., 2011
- 3. EN 1997-1, Eurocode 7: Geotechnical Design - Part 1: General Rules, 2004 Impact on DCD:
The DCD Tier 1 Table 5.0-1, DCD Tier 2 Table 2.0-1, and DCD Tier 2 Section 2.3.1.2 are revised as shown. The ABWR DCD Rev 5 marked up pages are provided in.
MFN 15-062 GEH Responses to RAI 02.05.04-1 ABWR DCD DRAFT Revision 6 Markups IMPORTANT NOTICE REGARDING CONTENTS OF THIS DOCUMENT Please Read Carefully The information contained in this document is furnished solely for the purpose(s) stated in the transmittal letter. The only undertakings of GEH with respect to information in this document are contained in the contracts between GEH and its customers or participating utilities, and nothing contained in this document shall be construed as changing that contract. The use of this information by anyone for any purpose other than that for which it is intended is not authorized; and with respect to any unauthorized use, GEH makes no representation or warranty, and assumes no liability as to the completeness, accuracy, or usefulness of the information contained in this document.
25A5675AA Revision 5 ABWR Design Control Document/Tier I Table 5.0 ABWR Site Parameters Maximum Ground Water Level:
61.0 cm below grade Maximum Flood (or Tsunami) Level:
30.5 cm below grade Extreme Wind:
Basic Wind Speed:
177 km/h(1)/197 km/h(2)
Tornado
" Maximum tornado wind speed:
" Maximum pressure drop:
- Missile spectra:
483 km/h 13.827 kPaD Spectrum 1(4)
Precipitation (for Roof Design):
" Maximum rainfall rate:
" Maximum snow load:
Ambient Design Temperature:
1% Exceedance Values 49.3 cm/h(3) 2.394 kPa
- Maximum:
37.8°C dry bulb 25'C wet bulb (coincident) 26.7°C wet bulb (non-coincident)
-23.3 0C-Soil Properties:
" Minimum static bearing capacity:
" Minimum shear wave velocity:
" Liquefaction potential:
718.20 kPa 305 m/s(6)
None at plant site resulting from site specific SSE ground motion
- Minimum:
0% Exceedance Values (Historical Limit)
" Maximum:
" Minimum:
46.1 °C dry bulb 26.7'C wet bulb (coincident) 27.2'C wet bulb (non-coincident)
-40 0C Sismology:
- SE response spectra:
See Figures 5.Oa and 5.0b(7)
M Ieorological Dispersion (Chi/Q):
I aximum 2-hour 95% EAB 1.37 x 10-3 s/m 3
, ximum 2-hour 95% LPZ 4.11 x 10-4 s/m 3 Exclusion Area Boundary (EAB): An area whose boundary has a Chi/Q less than or equal to 1.37x10"3s/m 3.
Minimum Dynamic Bearing Capacity 2700kPa M*vimi am S*fflk.m,=nt (8)
(1) 50-year recurrence interval; value to be utilized for design c.
(2) 100-year recurrence interval; value to be utilized for design Mxmm (3) Maximum value for 1 hour1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br /> over 2.6 km 2 probable maximum hour PMP of 0.32. Maximum short-term rate: 15.7cm/5 min 1/750 (9)
(4) Spectrum I missiles consist of a massive high kinetic energy missile which deforms on impact, a rigid missile to test penetration resistance, and a small rigid missile of a size sufficient to just pass through any openings in protective barriers. These missiles consists of an 1800 kg automobile, a 125 kg, 20 cm diameter armor piercing artillery shell, and a 2.54 cm diameter solid steel sphere, all impacting at 35% of the maximum horizontal windspeed of the design basis tornado. The first two missiles are assumed to impact at normal incidence, the last to impinge upon barrier openings in the most damaging directions.
(5) At foundation level of the reactor and control buildings.
(6) This is the minimum shear wave velocity at low strains after the soil property uncertainties have been applied.
(7) Free-field, at plant grade elevation.
(8) Settlement is long term (post construction) value.
(9) Angular distortion is defined as the slope between two 5adjacent columns. Angular distortion is long term (post 5.-21construction) value.
Site Parameters
25A5675AD Revision 5 ABWR Design Control Document/Tier 2 Table 2.0-1 Envelope of ABWR Standard Plant Site Design Parameters (Continued)
Seismology:
Hazards in Site Vicinity:
Exclusion Area Boundary: (EAB)
Meteorological Dispersion (ChilQ):
- SSE Peak Ground Acceleration:
- SSE Response Spectra:
- SSE Time History:
ite Proximity Missiles and Aircraft xic Gases
-acIcanic Activity V
A area whose boundary has a Chi Q less than or equal to 1.37 x
- Maxi um 2-hour 95% EAB
- Maxi Ur 2-hour 95% LPZ
- Maxi ur annual average (8760 hour0.101 days <br />2.433 hours <br />0.0145 weeks <br />0.00333 months <br />)
Z 0.30g7f per RG 1.60 Envelope SSE Response Spectra 510-7 per year None None 1.37xl 0-3 s/m 3 4.11x1O-4 s/m3 1.17x10-6 s/m3
- 50-year recurrence interval; value to be utilized for sign of non-safety-related structures only.
t 1 00-year recurrence interval; value to be utilized for sign for safety-related structures only.
t:
Probable maximum flood level (PMF), as defined in A SIIANS-2.8, "Determining Design Basis Flooding at Power Reactor Sites."
f Spectrum I missiles consist of a massive high kinetic en rgy missile which deforms on impact, a rigid missile to test penetration resistance, and a small rigid m sile of a size sufficient to just pass through any openings in protective barriers. These missiles consists o an 1800 kg automobile, a 125 kg, 20 cm diameter armor piercing artillery shell, and a 2.54 cm dia ter solid steel sphere, all impacting at 35% of the maximum horizontal windspeed of the design basis to ado. The first two missiles are assumed to impact at normal incidence, the last to impinge upon openir s in the most damaging directions.
- Maximum value for 1 hour1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br /> over 2.6 km 2 probable maximum ecipitation (PMP) with ratio of 5 minutes to 1 hour1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br /> PMP of 0.32 as found in National Weather Source Publi tion HMR No. 52. Maximum short term rate: 15.7 cm/5 min.
tt At foundation level of the reactor and control buildings.
- 4 This is the minimum shear wave velocity at low strains after the oil property uncertainties have been applied.
ff Free-field, at plant grade elevation.
- Maximum Dynamic Bearing Capacity 2700kPa
- Maximum Settlement 75mm***
- Maximum Foundation Angular Distortion 1/750tit
- Settlement are long-term (post-construction) values ttt Angular distortion is defined as the slope between two adjacent columns. Angular distortion is long term (post construction) value.
Site Characteristics 2.0-3
25A5675AD Revision 5 ABWR Design Control Document/Tier 2 2.3 COL License Information 2.3.1 Envelope of Standard Plant Design Parameters 2.3.1.1 Non-Seismic Design Parameters Compliance with the envelope of standard plant site non-seismic design parameters of Table 2.0-1 shall be demonstrated for design bases events (Subsection 2.2.1).
2.3.1.2 Seismic Design Parameters To confirm seismic design adequacy of the standard plant, COL applicants shall demonstrate that the site-specific conditions meet the following site envelope parameters considered in the standardized design.
(1)
SSE Ground Motion The site-specific SSE ground response spectra of 5% damping at plant grade in the free-field are enveloped by the design ground spectra shown in Figures 3.7-1 and 3.7-2 for the horizontal and vertical components, respectively, which are based on Regulatory Guide 1.60 anchored to 0.3g peak ground acceleration. When the site-specific control ground motion is determined to locate at the rock outcrop or a hypothetical rock outcrop according to SRP 3.7.1 guidelines (e.g., shallow soil site),
the site-specific soil free-surface motion through soil layer amplification shall be calculated and the resulting ground surface response spectra shall be bounded by the design ground spectra.
The site soil dynamic bearing capacity at the (2)~
~
~ BernIaaiyfoundation level of the reactor and control (2)Bearing" Capacitya building is 2700 kPa minimum.
The site s 'static bearing capacity at the foundation level of the reactor and control b i* g is 718.20 kPa minimum.
2.3.2 Standar eview Plant Site Characteristics Identificatio and description of all differences from SRP Section 11 Acceptance Criteria for site characteristics saugmented by Table 2. 1-1) shall be provided. Where such differences exist, the evaluation sha discuss how the alternate site characteristic is acceptable. In addition, the COL applicant will p vide/address the following:
2.3.2.1 Site Location and Descri ion COL applicants will provide si -specific information to site location, including political subdivisions, natural and man-ma features, population, highways, railways, waterways, and other significant features of the area.
(31 SettXtnmint The maximum settlement of the reactor and control building foundations is 75mm.
The maximum angular distortion of the reactor and control building is 1/750.
2.3-1