RAIO-0118-58468, LLC Response to NRC Request for Additional Information No. 128 (Erai No. 8966) on the NuScale Design Certification Application
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| Site: | NuScale |
| Issue date: | 01/31/2018 |
| From: | Rad Z NuScale |
| To: | Document Control Desk, Office of New Reactors |
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RAIO-0118-58468 NuScale Power, LLC 1100 NE Circle Blvd., Suite 200 Corvalis, Oregon 97330, Office: 541.360.0500, Fax: 541.207.3928 www.nuscalepower.com January 31, 2018 Docket No.52-048 U.S. Nuclear Regulatory Commission ATTN: Document Control Desk One White Flint North 11555 Rockville Pike Rockville, MD 20852-2738
SUBJECT:
NuScale Power, LLC Response to NRC Request for Additional Information No.
128 (eRAI No. 8966) on the NuScale Design Certification Application
REFERENCE:
U.S. Nuclear Regulatory Commission, "Request for Additional Information No.
128 (eRAI No. 8966)," dated August 04, 2017 The purpose of this letter is to provide the NuScale Power, LLC (NuScale) response to the
referenced NRC Request for Additional Information (RAI).
The Enclosure to this letter contains NuScale's response to the following RAI Question from
NRC eRAI No. 8966:
03.08.04-3
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This letter and the enclosed response make no new regulatory commitments and no revisions toany existing regulatory commitments.
If you have any questions on this response, please contact Marty Bryan at 541-452-7172 or at
mbryan@nuscalepower.com.
Sincerely, Zackary W. Rad Director, Regulatory Affairs NuScale Power, LLC Distribution:
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0DULHOL]9HUD15&2:)1* $ : NuScale Response to NRC Request for Additional Information eRAI No. 8966
RAIO-0118-58468 NuScale Power, LLC 1100 NE Circle Blvd., Suite 200 Corvalis, Oregon 97330, Office: 541.360.0500, Fax: 541.207.3928 www.nuscalepower.com :
NuScale Response to NRC Request for Additional Information eRAI No. 8966
NuScale Nonproprietary Response to Request for Additional Information Docket No.52-048 eRAI No.: 8966 Date of RAI Issue: 08/04/2017 NRC Question No.: 03.08.04-3 10 CFR 50, Appendix A, GDC 1, 2, and 4, provide requirements to be met by SSC important to safety. In accordance with these requirements, DSRS Section 3.8.4 provides review guidance pertaining to the design of seismic Category I structures, other than the containment. Consistent with DSRS Section 3.8.4, the staff reviews description of the structures, loads and loading combinations, and design and analysis procedures.
FSAR Figures in chapter 1, Section 3.8, and Appendix 3B show stiffener walls under the sloping portion of the roof. Clarify whether there are any stiffening members under the flat portion of the roof which has dimensions of approximately 82-6 by 346. If not, describe the process for determining that the flat roof plate without stiffening members is sufficiently stiff and strong to resist and transfer seismic demands from and to the two inclined roof plates. Provide maximum allowable roof deformation values for each of the North-South and East-West directions and the calculated corresponding roof deformation values. Provide the frequency, modal mass ratio, and mode shape, for the most significant torsional mode in the RXB.
NuScale Response:
There are no stiffening members under the flat portion of the roof with dimensions of approximately 82'-6" by 346'. Beams used for construction purposes are planned to be left in place, but they are not considered as part of the roof design.
The reactor building (RXB) was modeled in SAP2000 and SASSI2010. SASSI models the seismic demand on the RXB, and the SAP model includes the other non-seismic loads (dead, live, wind, etc). Both models were run with cracked and uncracked concrete conditions, as described in FSAR Section 3.7.2. The models also include equipment weights and the ultimate heat sink (UHS) fluid. The RXB roof was modeled with plate elements in SAP.
The SASSI2010 RXB model used shell elements for the RXB roof. For both cracked and uncracked cases, this model analyzed five certified seismic design response spectra (CSDRS) compatible time histories for soil types 7, 8, and 11, and two CSDRS high frequency compatible
NuScale Nonproprietary time histories for soil types 7 and 9. This was done for both a standalone RXB model and a model that included the radioactive waste building (RWB), RXB, and control building (CRB).
See FSAR Table 3.7.2-35 for a summary of all structural analysis models.
Although North-South walls under the flat portion of the RXB roof have been omitted in order to provide space for the RXB crane, there are East-West walls supporting the RXB roof near column lines RXB and RXD (see FSAR Figure 1.2-19).
Post processing of the analysis provided the loads, bending moments, and shears used to verify the slab thickness and reinforcing steel design requirements. Demand/capacity ratios for the RXB roof are discussed in FSAR Section 3B.2.3.2 and are presented in FSAR Table 3B-18.
These demand/capacity ratios include seismic effects transferred into the flat portion of the roof by the two inclined roof plates. Note that all demand capacity ratios in FSAR Table 3B-18 are less than 1.0.
The maximum allowable drift at the RXB roof corners is calculated below using ASCE 43-05, Seismic Design Criteria for Structures, Systems, and Components in Nuclear Facilities, Section 5.2.3.1, Allowable Drift Limits for Structural Systems. The RXB walls are shear controlled walls per ASCE 43-05 Table 5-2. The maximum allowable drift for the RXB roof corners in the North-South and East-West directions is (163' - 126') x 12 x 0.004 = 1.776".
The calculated storey drifts for the RXB roof corners are presented in the Table 1 below.
NuScale Nonproprietary Table 1: Calculated Storey Drifts for the RXB Roof Corners NW Corner NE Corner SE Corner SW Corner Top Jt 29098 29365 29343 29076 (in)
(in)
(in)
(in)
Top dx ( E), Static 0.003 0.001 0.003 0.003 Top dx ( E), Ess 0.319 0.337 0.334 0.319 Top Jt dy ( N), Static 0.008 0.004 0.003 0.000 Top Jt dy ( N), Ess 0.941 0.772 0.773 0.942 Bot Jt 25509 26471 26449 25487 (in)
(in)
(in)
(in)
Bot Jt dx ( E), Static 0.003 0.002 0.003 0.002 Bot Jt dx ( E), Seismic
-0.207
-0.228
-0.229
-0.209 Bot Jt dy ( N), Static 0.008 0.005 0.004 0.001 Bot Jt dy ( N), Seismic
-0.652
-0.556
-0.556
-0.64 Drift X ( E ) = Sum Top dx - Sum Bot dx 0.526 0.564 0.563 0.529 Drift Y ( N ) = Sum Top dy - Sum Bot dy 1.593 1.327 1.328 1.581 Notes:
Top joints shown are at EL 163.0 and bottom joints are at EL 126.0.
Maximum seismic displacements at the bottom joints have conservatively been taken as negative values.
N, S, E, W denotes North, South, East and West respectively Table 2 provides the frequencies and modal mass participation ratios for the most significant torsional modes in the RXB for the RXB cracked model.
Table 2: Frequencies and Modal Mass Participation Ratios for the RXB Cracked Model Step Type Mode Number Period (sec)
Frequency (Hz)
Torsional Participation Factors Summation of Torsional Participation Factors Mode 12 0.23 4.30 0.260 0.400 Mode 13 0.22 4.50 0.110 0.500 Mode 19 0.20 5.02 0.041 0.560 Mode 477 0.01 107.52 0.000 0.820 Mode 500 0.00 749.18 0.000 0.820 Figures 1 through 3, below, show the related RXB cracked model mode shapes.
NuScale Nonproprietary Figure 1: Partial Exaggerated Mode Shape for Mode 12 for Cracked Concrete RXB Figure 2: Partial Exaggerated Mode Shape for Mode 13 for Cracked Concrete RXB
NuScale Nonproprietary Figure 3: Partial Exaggerated Mode Shape for Mode 19 for Cracked Concrete RXB.
Table 3 provides the frequencies and modal mass participation ratios for the most significant torsional modes in the RXB for the RXB uncracked model.
Table 3: Frequencies and Modal Mass Participation Ratios for the RXB Uncracked Model Step Type Mode Number Period (sec)
Frequency (Hz)
Torsional Participation Factors Summation of Torsional Participation Factors Mode 7
0.23 4.29 0.350 0.350 Mode 9
0.22 4.53 0.120 0.490 Mode 14 0.20 5.05 0.082 0.580 Mode 474 0.01 100.35 0.000 0.830 Mode 500 0.00 788.20 0.000 0.830 Figures 4 through 6, below, show the related RXB uncracked model mode shapes.
NuScale Nonproprietary Figure 4: Partial Exaggerated Mode Shape for Mode 7 for Uncracked Concrete RXB Figure 5: Partial Exaggerated Mode Shape for Mode 9 for Uncracked Concrete RXB
NuScale Nonproprietary Figure 6: Partial Exaggerated Mode Shape for Mode 14 for Uncracked Concrete RXB Impact on DCA:
There are no impacts to the DCA as a result of this response.
NuScale Final Safety Analysis Report Seismic Design Tier 2 3.7-221 Draft Revision 1 RAI 03.08.04-33 Table 3.7.2-35: Analysis Model Summary No. Analysis Model Concrete Condition Computer Program SSI and SSSI Soil Types Considered SSI and SSSI Time History Inputs Used Purpose Building
Response
FSAR Explanation and Figures FSAR Results 1
RXB Stand-Alone Bldg Uncracked &
Cracked SAP2000 N/A N/A Static Analysis Member Forces Sections: 3.7.2.1.1.1, 3.7.2.1.2.1, 3.8.4.1.1, 3.8.4.3, 3.8.4.4.1, 3.8.5.4.1.2; Figures:
3.7.2-4, 3.8.4-15 through -20 Tables 3B-2 through
-25, Figures 3B-7 through -47 2
RXB Stand-Alone Bldg Uncracked &
Cracked SASSI2010 7, 8 & 11 (with CSDRS Input); 7 & 9 (with CSDRS-HF Input)
CSDRS: Capitola, Chi-Chi, El Centro, Izmit, Yermo.
CSDRS-HF:
Lucerne Seismic SSI Analysis Using 7% Material Damping Member Forces Sections: 3.7.2.1.1.3, 3.7.2.1.2.1, 3.7.2.1.2.4, 3.7.2.4, 3.7.2.11, 3.7.5.1.4, 3.8.4.3, 3.8.5.4.1.2; Figures 3.7.2-15 through -21 & -34 (SASSI Input); Table 3.7.2-8 (SASSI Input)
Tables 3B-2 through
-25, Figures 3B-7 through -47 3
RXB Stand-Alone Bldg Uncracked &
Cracked SASSI2010 7, 8 & 11 (with CSDRS Input); 7 & 9 (with CSDRS-HF Input)
CSDRS: Capitola, Chi-Chi, El Centro, Izmit, Yermo.
CSDRS-HF:
Lucerne Seismic ISRS Generation Using 4% Material Damping ISRS Sections: 3.7.2.1.1.3, 3.7.2.1.2.1, 3.7.2.1.2.4, 3.7.2.4, 3.7.2.5, 3.7.2.5.3, 3.7.2.9, 3.7.5.1.4, 3.8.4.3; Figures 3.7.2-15 through -21 & -34 (SASSI Input); Table 3.7.2-8 (SASSI Input)
Figures 3.7.2-99 through -103 4
RXB Stand-Alone Bldg Uncracked ANSYS Wall accelerations are based on soil types 7, 8, and 11 w CSDRS Input.
CSDRS: Capitola Slosh Heights in Reactor Pool and determine fluid-structure interaction effects of the RXB Pool Accelerati-ons, Fluid Pressures Sections: 3.7.2.1.1.2, 3.7.2.1.2.4, 3.7.5.1.4, 3.8.4.3; Figures: 3.7.2-33 through -35, 3.8.5-8 through -14 Table 3.7.2-8, Figures 3.7.2-36 through -39 5
RXB Stand-Alone Bldg - 7 NPM Cracked SASSI2010 7 (CSDRS) & 9 (CSDRS-HF)
CSDRS: Capitola CSDRS-HF:
Lucerne Seismic ISRS Generation Using 4% Material Damping & 7 NuScale Power Modules (NPMs) -
Study for comparision purposes only.
ISRS Sections: 3.7.2.9.1, 3.8.4.3, 3.8.4.3.22.3; Figure 3.7.2-97 Figures 3.7.2-107, -
113, and 3.7.2-123 through -128
NuScale Final Safety Analysis Report Seismic Design Tier 2 3.7-222 Draft Revision 1 6
RXB Base Mat -
Partial Model Uncracked SAP2000 RXB soil pressures applied envelope the RXB stand-alone and triple building SAP and SASSI models.
RXB soil pressures applied envelope the RXB stand-alone and triple building SAP and SASSI models.
Static Analysis of RXB Base Mat. Uses both stand alone and combined models.
Member Forces Sections: 3.8.4.3, 3.8.5.4.1.2; Figures 3.8.5-1 & -2 Figures 3.8.5-4 and 3.8.5-5 7
RXB Base Mat -
Partial Model Uncracked SAP2000 RXB soil pressures applied envelope the RXB stand-alone and triple building SAP and SASSI models.
RXB soil pressures applied envelope the RXB stand-alone and triple building SAP and SASSI models.
Seismic Analysis of RXB Base Mat. Uses both stand alone and combined models.
Member Forces Sections: 3.8.4.3, 3.8.5.4.1.2, 3.8.5.5.4,
& 3.8.5.6.3; Figures 3.8.5-1 thru -7.
Section 3.8.5.1 8
CRB Base Mat -
Partial Model Uncracked SAP2000 CRB soil pressures applied envelope the CRB stand-alone and triple building SAP and SASSI models.
CRB soil pressures applied envelope the CRB stand-alone and triple building SAP and SASSI models.
Seismic Analysis of CRB Base Mat. Uses both stand alone and combined models.
Member Forces Sections: 3.8.5.4.1.3, 3.8.5.5.4, 3.8.5.6.3; Figure 3.8.5-3a Sections 3.8.5.1 &
3B.3.3.1; Figures 3B-75 & -76; Tables 3B-34 through -41 9
RXB Lug Restraint -Partial Model Cracked SAP2000 N/A N/A Design of the RXM lug supports Member Forces Sections: 3.7.2.1.2.2, 3.8.2.1.3, 3.8.2.4.2, 3.8.4.3; Figures: 3.7.2-22, -23, -26, -27, -28,
& 3.8.2-3 Tables 3B-26 & 27, Figures 3B-51 through -64 10 CRB Stand-Alone Bldg Uncracked and Cracked SAP2000 N/A N/A Static Analysis Member Forces Sections: 3.7.2.1.1.1, 3.7.2.1.2.5, 3.8.4.1.2, 3.8.4.3, 3.8.4.4.2; Figures: 3.7.2-50 through -52, 3.8.4-21 through - 26, 3.8.5-40 Tables 3B-28 through - 51, Figures 3B-65 through - 85 11 CRB Stand-Alone Bldg Uncracked and Cracked SASSI2010 7, 8 & 11 (with CSDRS Input); 7 & 9 (with CSDRS-HF Input)
CSDRS: Capitola, Chi-Chi, El Centro, Izmit, Yermo.
CSDRS-HF:
Lucerne Seismic SSI Analysis Using 7% Material Damping Member Forces Sections: 3.7.2.1.1.3, 3.7.2.1.2.5, 3.7.2.4, 3.7.2.11, 3.8.4.3; Figures: 3.7.2-53 through -58, 3.8.5-34
& -35 Tables 3B-28 through - 51, Figures 3B-65 through - 85 Table 3.7.2-35: Analysis Model Summary (Continued)
No. Analysis Model Concrete Condition Computer Program SSI and SSSI Soil Types Considered SSI and SSSI Time History Inputs Used Purpose Building
Response
FSAR Explanation and Figures FSAR Results
NuScale Final Safety Analysis Report Seismic Design Tier 2 3.7-223 Draft Revision 1 12 CRB Stand-Alone Bldg Uncracked and Cracked SASSI2010 7, 8 & 11 (with CSDRS Input); 7 & 9 (with CSDRS-HF Input)
CSDRS: Capitola, Chi-Chi, El Centro, Izmit, Yermo.
CSDRS-HF:
Lucerne Seismic ISRS Generation Using 4% Material Damping ISRS Sections: 3.7.2.1.1.3, 3.7.2.1.2.5, 3.7.2.4, 3.7.2.5, 3.7.2.5.6, 3.7.2.9, 3.8.4.3; Figures: 3.7.2-53 through -58, 3.8.5-34
& -35 See envelope of cracked and uncraked condition -
Figures: 3.7.2-117 through -122.
13 RXB-CRB-RWB Multiple Bldg Uncracked and Cracked SAP2000 N/A N/A Static Analysis Member Forces Sections: 3.7.2.1.2.7, 3.8.4.3; Figures: 3.7.2-59 through -66 Tables: 3B-2 through
-25, 3B-28 through -
51; Figures: 3B-7 through -47 and 3B-65 through -85 14 RXB-CRB-RWB Multiple Bldg (RXB)
Uncracked and Cracked SASSI2010 7, 8 & 11 (with CSDRS Input); 7 & 9 (with CSDRS-HF Input)
CSDRS: Capitola, Chi-Chi, El Centro, Izmit, Yermo.
CSDRS-HF:
Lucerne Seismic SSI Analysis Using 7% Material Damping RXB Member Forces Sections: 3.7.2.1.1.3, 3.7.2.1.2.7, 3.7.2.4, 3.7.2.11, 3.8.4.3; Figures: 3.7.2-67 through -75 Tables: 3B-2 through
-25, 3B-28 through -
51; Figures: 3B-7 through -47 and 3B-65 through -85 15 RXB-CRB-RWB Multiple Bldg (CRB)
Uncracked and Cracked SASSI2010 7 (CSDRS) & 9 (CSDRS-HF)
CSDRS: Capitola, Chi-Chi, El Centro, Izmit, Yermo.
CSDRS-HF:
Lucerne Seismic SSI Analysis Using 7% Material Damping CRB Member Forces Sections: 3.7.2.1.1.3, 3.7.2.1.2.7, 3.7.2.4, 3.7.2.11, 3.8.4.3; Figures: 3.7.2-67 through -75 Tables: 3B-2 through
-25, 3B-28 through -
51; Figures: 3B-7 through -47 and 3B-65 through -85 16 RXB-CRB-RWB Multiple Bldg (RXB)
Uncracked and Cracked SASSI2010 7, 8 & 11 (with CSDRS Input); 7 & 9 (with CSDRS-HF Input)
CSDRS: Capitola, Chi-Chi, El Centro, Izmit, Yermo.
CSDRS-HF:
Lucerne Seismic ISRS Generation Using 4% Material Damping RXB ISRS Sections: 3.7.2.1.1.3, 3.7.2.1.2.7, 3.7.2.4, 3.7.2.5, 3.7.2.9, 3.8.4.3 Figures 3.7.2-104 through -106 17 Envelope of ISRS for RXB Envelope of Cracked &
Uncracked SASSI2010 See above See above Seismic ISRS Generation Using 4% Material Damping ISRS Sections: 3.7.2.5.3, 3.7.2.9 Figures 3.7.2-107 through -113 18 Envelope of ISRS for CRB Envelope of Cracked &
Uncracked SASSI2010 See above See above Seismic ISRS Generation Using 4% Material Damping ISRS Sections:3.7.2.5.6, 3.7.2.9 Figures: 3.7.2-117 through -122 19 RXB Linear Stability - Stand-Alone Building Cracked &
Uncracked N/A N/A N/A Evaluate Flotation, Sliding, and Overturning Factor of Safety Sections: 3.8.4.3, 3.8.5, 3.8.5.4.1.2, 3.8.5.5, 3.8.5.6.1 Table 3.8.5-5 Table 3.7.2-35: Analysis Model Summary (Continued)
No. Analysis Model Concrete Condition Computer Program SSI and SSSI Soil Types Considered SSI and SSSI Time History Inputs Used Purpose Building
Response
FSAR Explanation and Figures FSAR Results
NuScale Final Safety Analysis Report Seismic Design Tier 2 3.7-224 Draft Revision 1 20 RXB Nonlinear Stability - Stand-Alone Model (However, input seismic base reactions envelope both the RXB Stand-Alone and Triple Bldg SASSI Models)
Cracked &
Uncracked ANSYS 7, 8 & 11 (with CSDRS Input); 9 (with CSDRS-HF Input)
CSDRS Averaged Reactions from:
Capitola, Chi-Chi, El Centro, Izmit, Yermo. CSDRS-HF:
Lucerne Evaluate Flotation, Sliding, and Overturning Displace-ment Sections: 3.8.4.3, 3.8.5, 3.8.5.4.1.2, 3.8.5.6.1; Table 3.8.5-6 Figures 3.8.5-53 through -76, Table 3.8.5-12 21 CRB Linear Stability - Stand-Alone Building Cracked &
Uncracked N/A N/A N/A Evaluate Flotation, Sliding, and Overturning Factor of Safety Sections: 3.8.4.3, 3.8.5, 3.8.5.4.1.3, 3.8.5.5 Not presented 22 CRB Nonlinear Stability - Stand Alone Model Cracked &
Uncracked ANSYS 7 & 11 (with CSDRS Input)
CSDRS: Capitola Evaluate Flotation, Sliding, and Overturning Displace-ment Sections: 3.8.4.3, 3.8.5, 3.8.5.4.1.4, 3.8.5.6.2; Figures:
3.8.5-26 & -27, 3.8.5-48 Table 3.8.5-13, Figures 3.8.5-49 & -
50, Sections 3.8.5.6.2.2 &
3.8.5.6.2.3 23 RXB-CRB-RWB Multiple Bldg -
Settlement Cracked &
Uncracked SAP2000 N/A N/A Evaluate settlement for RXB and CRB Settlement Sections: 3.8.4.3; Figures: 3.8.5-41 Table 3.8.5-8 24 NuScale Power Module (NPMs 1 and 6)
Cracked &
Uncracked ANSYS 7 (with CSDRS Input)
CSDRS: Capitola Determine reaction forces for NPM and ISRS for NPM components.
Reactions,
- forces, moments,
- ISRS, Sections: 3.7.2.1.2.2, 3.7.3, Appendix 3A, Table 3.9-8, TR-0916-51502 Sections 3.1.5
& 5.0 TR-0916-51502 Tables 8-1 through 8-7 and Table C-2, Figures B-1 through B-27, Figures C-22 &
C-23 25 RXB Fuel Storage Racks N/A ANSYS Analysis based on RXB ISRS Analysis based on RXB ISRS Structural analysis of the RXB Fuel Storage Racks Member Stresses Sections: 3.7.3, 3.8.4.3.1.7, 9.1, TR-0816-49833 TR-0816-49833:
Tables 3-30 through 3-36 26 Reactor Building Crane (RBC)
N/A ANSYS Analysis based on RXB ISRS Analysis based on RXB ISRS Structural Analysis of RBC Member Forces Section 9.1.5 Not presented 27 RXB Bioshield -
Partial Model Cracked &
Uncracked SAP2000 Analysis based on RXB ISRS Analysis based on RXB ISRS Structural analysis of Bioshield Member Forces Sections 3.7.3, 3.7.3.3.2, Figures 3.7.3-1 & -2, Tables 3.7.3-8 through -12 Table 3.7.3-14 Table 3.7.2-35: Analysis Model Summary (Continued)
No. Analysis Model Concrete Condition Computer Program SSI and SSSI Soil Types Considered SSI and SSSI Time History Inputs Used Purpose Building