ML090340708
| ML090340708 | |
| Person / Time | |
|---|---|
| Site: | Watts Bar  |
| Issue date: | 12/18/2008 |
| From: | Tennessee Valley Authority |
| To: | Office of Nuclear Reactor Regulation |
| References | |
| Download: ML090340708 (304) | |
Text
tion Title Page PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POS-LATED RUPTURE OF PIPING 3.6-1 A PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POS-LATED RUPTURE OF PIPING (EXCLUDING REACTOR COOLANT SYSTEM PIP-
) 3.6A-1 A.1 Postulated Piping Failures in Fluid Systems Inside and Outside Containment 3.6A-7 A.1.1 Design Bases 3.6A-7 A.1.2 Description of Piping System Arrangement 3.6A-10 A.1.3 Safety Evaluation 3.6A-10 A.2 Determination of Break Locations and Dynamic Effects Associated with the Postu-lated Rupture of Piping 3.6A-10 A.2.1 Criteria Used to Define Break and Crack Location and Configuration 3.6A-10 A.2.2 Analytical Methods to Define Forcing Functions and Response Models 3.6A-16 A.2.3 Dynamic Analysis Methods to Verify Integrity and Operability 3.6A-19 A.2.4 Guard Pipe Assembly Design Criteria 3.6A-22 A.2.5 Summary of Dynamic Analysis Results 3.6A-23 B PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POS-LATED RUPTURE OF PIPING 3.6A-24 B.1 Break Locations And Dynamic Effects Associated With Postulated Primary Loop Pipe Rupture 3.6A-24 A.2 Analytical Methods to Define Forcing Function and Response Models 3.6A-25 B.3 Dynamic Analysis of the Reactor Coolant Loop Piping Equipment Supports and Pipe Whip Restraints 3.6A-27 SEISMIC DESIGN 3.7-1 1 Seismic Input 3.7-2 1.1 Ground Response Spectra 3.7-2 1.2 Design Time Histories 3.7-2 1.3 Critical Damping Values 3.7-3 1.4 Supporting Media for Seismic Category I Structures 3.7-3 2 Seismic System Analysis 3.7-3 2.1 Seismic Analysis Methods 3.7-4 2.2 Natural Frequencies and Response Loads for NSSS 3.7-22 2.3 Procedures Used for Modeling 3.7-22 2.4 Soil/Structure Interaction 3.7-23 2.5 Development of Floor Response Spectra 3.7-24 2.6 Three Components of Earthquake Motion 3.7-25 2.7 Combination of Modal Responses 3.7-26 2.8 Interaction of Non-Category I Structures With Seismic Category I Structures 3.7-28 e of Contents 3-i
tion Title Page 2.9 Effects of Parameter Variations on Floor Response Spectra 3.7-29 2.10 Use of Constant Vertical Load Factors 3.7-29 2.11 Methods Used to Account for Torsional Effects 3.7-29 2.12 Comparison of Responses - Set A versus Set B 3.7-30 2.13 Methods for Seismic Analysis of Dams 3.7-30 2.14 Determination of Category I Structure Overturning Moments 3.7-30 2.15 Analysis Procedure for Damping 3.7-31 3 Seismic Subsystem Analysis 3.7-31 3.1 Seismic Analysis Methods for Other Than NSSS 3.7-31 3.2 Determination of Number of Earthquake Cycles 3.7-32 3.3 Procedure Used for Modeling 3.7-32 3.4 Basis for Selection of Frequencies 3.7-34 3.5 Use of Equivalent Static Load Method of Analysis 3.7-35 3.6 Three Components of Earthquake Motion 3.7-35 3.7 Combination of Modal Responses 3.7-36 3.8 Analytical Procedures for Piping Other Than NSSS 3.7-37 3.9 Multiple Supported Equipment and Components with Distinct Inputs 3.7-43 3.10 Use of Constant Vertical Load Factors 3.7-44 3.11 Torsional Effects of Eccentric Masses 3.7-45 3.12 Buried Seismic Category I Piping Systems 3.7-45 3.13 Interaction of Other Piping with Seismic Category I Piping 3.7-51 3.14 Seismic Analyses for Fuel Elements, Control Rod Assemblies, Control Rod Drives, and Reactor Internals 3.7-51 3.15 Analysis Procedure for Damping 3.7-53 3.16 Seismic Analysis and Qualification of Category I Equipment Other Than NSSS 3.7-53 3.17 Seismic Analysis and Design of HVAC Duct and Duct Support Systems 3.7-56 4 Seismic Instrumentation Program 3.7-60 4.1 Comparison with Regulatory Guide 1.12 3.7-60 4.2 Location and Description of Instrumentation 3.7-60 4.3 Control Room Operator Notification 3.7-64 4.4 Comparison of Measured and Predicted Responses 3.7-64 e of Contents 3-ii
tion Title le 3.6-1 Summary of Combined Stresses at Break Locations for Main Steam Lines le 3.6-2 Summary of Combined Stresses At Break Locations for Feedwater Lines le 3.6-3 Summary of Combined Stresses at Break Locations for Auxiliary Feed-water System Steam Supply Line le 3.6-3A Summary of Combined Stresses at Break Locations for Auxiliary Feedwater System Steam Supply Line le 3.6-4 Summary of Combined Stresses at Break Locations for SI Cold Leg In-jection le 3.6-5 Summary of Stresses at Break Locations For RHR/SI Hot Leg Recircu-lation, Loop 4 le 3.6-6 Summary of Stresses at Break Locations for Si Hot Leg Recirculation Loops 1, 2, And 3 le 3.6-7 Deleted by Amendment 79 le 3.6-8 Deleted Per Amendment 64 le 3.6-9 Summary of Protection Requirements - Outside Containment4 le 3.6-10 Summary of Protection Requirements - Outside Containment4 Feedwa-ter le 3.7-1 Periods for Spectral Values(1) le 3.7-2 Structural Damping Ratios Used In Analysis of Category I Structures, Systems and Components le 3.7-2a DELETED le 3.7-2b Deleted le 3.7-3 Supporting Media for Category I Structures le 3.7-4 Shield Building Structural Properties ( Set A )
le 3.7-4a Lumped-Mass Model Properties of Shield Building Model (Set B and Set C) le 3.7-5 Shield Building Nautral Periods le 3.7-5a Steel Containment Vessel Element Properties le 3.7-5b Steel Containment Vessel Mass Point Properties le 3.7-5c Lumped-Mass Model Properties of Steel Containment Vessel Model le 3.7-6 Interior Concrete Element Properties le 3.7-6a Lumped-Mass Model Properties of Interior Concrete Structure-Hori-zontal Model - Set B and Set C le 3.7-6b Lumped-Mass Model Properties of Interior Concrete Structure-Vertical Model - Set B and Set C le 3.7-7 Interior Concrete Structure - Mass Point Properties (Set A )
le 3.7-8 Interior Concrete Structure - Normal Modes of Vibration ( Set A )
le 3.7-9 Auxiliary Building Element Properties (Set A, Set B, And Set C) le 3.7-9a Auxiliary Building Nodal Coordinates (Set B And Set C) le 3.7-10 Auxiliary Building Mass Point Properties (Set A, Set B, Set C) le 3.7-11 Auxiliary Building Natural Periods (Set A) le 3.7-12 North Steam Valve Room Element Properties of Tables 3-iii
tion Title le 3.7-13 North Steam Valve Room Mass Point Properties le 3.7-13a Lumped-Mass Model Properties of Unit 1 North Steam Valve Room (NSVR) - Horizontal Model (SET B, Set C) le 3.7-13b Lumped-Mass Model Properties of Unit 1 North Steam Valve Room (Nsvr) - Vertical Model (Set B, Set C) le 3.7-14 North Steam Valve Room Nautral Frequencies le 3.7-15 Pumping Station Element Properties le 3.7-15a Intake Pumping Station Beam Element Properties (Set B, Set C) le 3.7-16 Pumping Station Mass Point Properties le 3.7-16a Intake Pumping Station Nodal Weight Properties (Set B And Set C) le 3.7-16b Intake Pumping Station Nodal Coordinates (Set B And Set C) (Feet Units) le 3.7-17 Pumping Station Natural Periods le 3.7-18 Diesel-Generator Building Element Properties le 3.7-19 Diesel-Generator Building Mass Point Properties le 3.7-19a LUMPED-MASS MODEL PROPERTIES of DIESEL GENERATOR BUILDING - HORIZONTAL MODEL (SET B and SET C) le 3.7-19b Lumped-Mass Model Properties Of Diesel Generator Building - Verti-cal Model (Set B And Set C) le 3.7-19c Lumped-Mass Model Properties of Refueling Water Storage Tank -
Seismic Model (Set B and Set C) le 3.7-20 Diesel-Generator Building Natural Periods le 3.7-21 Waste-Packaging Area Element Properties le 3.7-22 Waste-Packaging Area Mass Point Properties le 3.7-23 Waste-Packaging Area Natural Periods le 3.7-23a CDWE Building Soil Deposit Shear Moduli And Shear Wave Velocities le 3.7-23b Lumped-Mass Model Properties of Additional Diesel Generator Build-ing - Horizontal Model le 3.7-23c Lumped-Mass Model Properties of Additional Diesel Generator Build-ing - Vertical Model le 3.7-24 Damping Ratios For Fluid System Piping and Their Supports Analyzed by Nsss Vendor le 3.7-25 Methods Used for Seismic Analyses of Category I Systems and Compo-nents le 3.7-26 Allowable Stresses for Duct Supports of Tables 3-iv
tion Title ure 3.6-1 Shape Factors ure 3.6-2 Isometric of Postulated Break Locations (Main Steam Line from Steam Generator #1) ure 3.6-3 Isometric of Postulated Break Locations (Main Steam Line from Steam Generator #2) ure 3.6-4 Isometric of Postulated Break Locations (Main Steam Line from Steam Generator #3) ure 3.6-5 Isometric of Postulated Break Locations (Main Steam Line from Steam Generator #4) ure 3.6-6 Isometric of Postulated Break Location (Feedwater Line to Steam Gen-erator # 1) ure 3.6-7 Isometric of Postulated Break Location (Feedwater Line to Steam Gen-erator # 2) ure 3.6-8 Isometric of Postulated Break Location (Feedwater Line to Steam Gen-erator # 3) ure 3.6-9 Isometric of Postulated Break Location (Feedwater Line to Steam Gen-erator # 4) ure 3.6-10 Isometric of Postulated Break Locations (Auxiliary Feedwater Steam Supply Lines) ure 3.6-11 S.I. Cold Leg Injection Loop 1 Isometric ure 3.6-12 S.I. Cold Leg Injection Loop 4 Isometric ure 3.6-13 S.I. Cold Leg Injection Loop 2 Isometric ure 3.6-14 Isometric of Postulated Break Locations (SI Cold Leg Injection Loop 3) ure 3.6-15 RHR/S.I. Hot Leg Recirculation Loop 4 Isometric ure 3.6-16 S.I. Hot Leg Recirculation Loop 2 Isometric ure 3.6-17 RHR Hot Leg Recirculation Loops 1 and 3 Isometric ure 3.6-18 Deleted by Amendment 79 ure 3.6-19 Deleted -Amendment 64 ure 3.6-20 Deleted -Amendment 64 ure 3.6-21 Main Steam Line Break Locations Outside Containment ure 3.6-22 Main Steam Line Break Locations Outside Containment ure 3.6-23 Main Feedwater Line Break Locations Outside Containment ure 3.6-24 Main Feedwater Line Break Locations Outside Containment ure 3.7-1 Set A and Set C Site Design Response Spectra Safe Shutdown Earthquake Rock Supported Structures 1/2% Damping ure 3.7-2 Set A and Set C Site Design Response Spectra Safe Shutdown Earthquake Rock Supported Structures 1% Damping ure 3.7-3 Set A and Set C Site Design Response Spectra Safe Shutdown Earthquake Rock Supported Structures 2% Damping ure 3.7-4 Set A and Set C Site Design Response Spectra Safe Shutdown Earthquake Rock Supported Structures 5% Damping ure 3.7-4a Set B Site-Specific Design Response Spectrum Safe Shutdown Earthquake (N-S) Rock Supported Structures-1% Damping ure 3.7-4b Set B Site-Specific Design Response Spectrum Safe Shutdown of Figures 3-v
tion Title Earthquake (N-S) Rock Supported Structures-2% Damping ure 3.7-4c Set B Site-Specific Design Response Spectrum Safe Shutdown Earthquake (N-S) Rock Supported Structures-3% Damping ure 3.7-4d Set B Site-Specific Design Response Spectrum Safe Shutdown Earthquake (N-S) Rock Supported Structures-4% Damping ure 3.7-4e Set B Site-Specific Design Response Spectrum Safe Shutdown Earthquake (N-S) Rock Supported Structures-5% Damping ure 3.7-4f Set B Site Specific Response Spectrum Safe Shutdown Earthquake (N-S)Rock Supported Structures 7% Damping ure 3.7-4g Specific Design Response Spectrum Safe Shutdown Earthquake (E-W) Rock Supported Structures 1% Damping ure 3.7-4h Specific Design Response Spectrum Safe Shutdown Earthquake (E-W) Rock Supported Structures 2% Damping ure 3.7-4i Specific Design Response Spectrum Safe Shutdown Earthquake (E-W) Rock Supported Structures 3% Damping ure 3.7-4j Specific Design Response Spectrum Safe Shutdown Earthquake (E-W) Rock Supported Structures 4% Damping ure 3.7-4k Specific Design Response Spectrum Safe Shutdown Earthquake (E-W) Rock Supported Structures 5% Damping ure 3.7-4l Specific Design Response Spectrum Safe Shutdown Earthquake (E-W) Rock Supported Structures 7% Damping ure 3.7-4m Set B Site Specific Design Response Spectrum Safe Shutdown Earthquake (Vertical) Rock Supported Structures 1% Damping ure 3.7-4n Set B Site Specific Design Response Spectrum Safe Shutdown Earthquake (Vertical) Rock Supported Structures 2% Damping ure 3.7-4o Set B Site Specific Design Response Spectrum Safe Shutdown Earthquake (Vertical) Rock Supported Structures 3% Damping ure 3.7-4p Set B Site Specific Design Response Spectrum Safe Shutdown Earthquake (Vertical) Rock Supported Structures 4% Damping ure 3.7-4q Set B Site Specific Design Response Spectrum Safe Shutdown Earthquake (Vertical) Rock Supported Structures 5% Damping ure 3.7-4r Set B Site Specific Design Response Spectrum Safe Shutdown Earthquake (Vertical) Rock Supported Structures 7% Damping ure 3.7-4s Comparisons of HI Artificial Time History PSDF With Horizontal, 84th Percentile., and Minimum Required, 84th-Percentile Target PSDFs ure 3.7-4t Comparisons of H2 Artificial Time History With Horizontal, 84th Percentile, and Minimum Required, 84th-Percentile Target PSDFs ure 3.7-4u Comparisons of V Artificial Time History With Vertical, 84th Percentile, and Minimum Required, 84th- Percentile Target PSDFs ure 3.7-5 Lumped-Mass Model for Analysis of Cylindrical Shell ure 3.7-5a Seismic Analysis Model for Shield Building (Set B and Set C) ure 3.7-6 Flow Chart of Operations for Response of the Dome ure 3.7-7 Shell Model For Dome Analysis-Shield Building ure 3.7-7a Seismic Analysis Hodel for Steel Containment Vessel (Set B and Set C) of Figures 3-vi
tion Title ure 3.7-7b Containment Vessel Lumped Mass Beam Model And Properties ure 3.7-7c Sectional Elevation Of Steel Containment Vessel And Lumped Mass Model For Seismic Analysis ure 3.7-8 Sectional Elevational Looking North Lumped Mass Model For Dynam-ic Analysis ure 3.7-8a Seismic Analysis Model for Interior Concrete Structure (Set B and Set C) ure 3.7-8b Seismic Analysis Model for Interior Concrete Structure (Set B and Set C) ure 3.7-8c Dynamic Model For the Reactor Pressure Vessel (RPV) ure 3.7-8d Dynamic Model For the Reactor Coolant Loop 1 ure 3.7-8e Dynamic Model For the Reactor Coolant Loop 2 ure 3.7-8f Dynamic Model For the Reactor Coolant Loop 3 ure 3.7-8g Dynamic Model For the Reactor Coolant Loop 4 ure 3.7-9 Lumped-Mass Model for Dynamic Analysis-Auxiliary Control Build-ing ure 3.7-9a ACB Seismic Model (Set B and Set C) ure 3.7-10 Sectional Elevation of North Steam Valve Room and Lumped-Mass Model for Seismic Analysis ure 3.7-10a Lumped-Mass Stick Model for the NSVR Superstructure - YZ Plane ure 3.7-10b Lumped-Mass Stick Model for the NSVR Superstructure - XZ Plane ure 3.7-11 Sectional Elevation of Intake Pumping Station -
Lumped Mass Model for Dynamic Analysis ure 3.7-11a IPS Seismic Model ure 3.7-12 Mathematical Model for Soil Structure Interaction ure 3.7-13 Sectional Elevation of Diesel Generator Building Lumped -
Mass Model for Dynamic Analysis ure 3.7-13a Seismic Analysis Model for Diesel Generator Building - YZ Plane ure 3.7-13b Seismic Analysis Model for Diesel Generator Building - XZ Plane ure 3.7-13c Lumped-Mass-Stick Model for Refueling Water Storage Tank ure 3.7-14 Mathematical Model for Dynamic Analysis of the Waste Packaging Area ure 3.7-15 Deleted by Amendment 64 ure 3.7-15a Condensate Demineralizer Waste Evaporator Building -
Lumped Models for Normal Mode Analysis ure 3.7-15b Seismic Analysis Model -for Additional Diesel Generator Building -YZ Plane ure 3.7-15c Seismic Analysis Model for Additional Diesel Generator Building - XZ Plane ure 3.7-15d Auxiliary Control Building - Set A vs. Set B ARS Comparison - OBE North-South El. 692.00 ure 3.7-15e Auxiliary Control Building - Set A vs. Set B ARS Comparison - BE East-West El. 692.0 ure 3.7-15f Auxiliary Control Building - Set A vs. Set B ARS Comparison - OBE of Figures 3-vii
tion Title Vertical El. 692.00 ure 3.7-15g Auxiliary Control Building - Set A vs. Set B ARS Comparison - OBE North-South El. 814.25 ure 3.7-15h Auxiliary Control Building - Set A vs. Set B ARS Comparison - OBE East-West E1. 814.25 ure 3.7-15i Auxiliary Control Building - Set A vs. Set B ARS Comparison - OBE Vertical E1. 814.25 ure 3.7-16 Deleted - Amendment 64 ure 3.7-17 Deleted - Amendment 64 ure 3.7-18 Deleted - Amendment 64 ure 3.7-19 Deleted - Amendment 64 ure 3.7-20 Deleted - Amendment 64 ure 3.7-21 Deleted - Amendment 64 ure 3.7-22 Deleted - Amendment 64 ure 3.7-23 Deleted - Amendment 64 ure 3.7-24 Deleted - Amendment 64 ure 3.7-25 Deleted - Amendment 64 ure 3.7-26 Deleted - Amendment 64 ure 3.7-27 Deleted - Amendment 64 ure 3.7-28 Deleted - Amendment 64 ure 3.7-29 Deleted - Amendment 64 ure 3.7-30 Deleted - Amendment 64 ure 3.7-31 Deleted - Amendment 64 ure 3.7-32 Deleted - Amendment 64 ure 3.7-33 Deleted - Amendment 64 ure 3.7-34 Deleted - Amendment 64 ure 3.7-35 Deleted - Amendment 64 ure 3.7-36 Deleted - Amendment 64 ure 3.7-37 Flow Chart for Development of Floor Response Spectra ure 3.7-38 Deleted - Amendment 64 ure 3.7-39 Reactor, Auxiliary, and Control Buildings - Seismic Instrumentation Location of Seismic Instruments and Peripheral Equipment ure 3.7-40 Reactor, Auxiliary, and Control Buildings -
Seismic Instrumentation Location of Seismic Instruments and Peripher-al Equipment ure 3.7-41 DGB -Seismic Instrumentation Location of Seismic Instruments and Peripheral Equipment ure 3.7-42 Control Building Units 1 and 2 - Seismic Instrumentation -
Location of Seismic Instruments and Peripheral Equipment ure 3.7-43 Control Building Units 1 and 2 - Seismic Instrumentation - Location of Seismic Instruments and Peripheral Equipment ure 3.7-44 Powerhouse Reactor Unit 1 - Seismic Instrumentation -
Location of Seismic Instruments and Peripheral Equipment ure 3.7-45 Powerhouse Reactor Unit 1- Seismic Instrumentation -
of Figures 3-viii
tion Title Location of Seismic Instruments and Peripheral Equipment of Figures 3-ix
tion Title of Figures 3-x
PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING General Design Criterion 4 of Appendix A to 10 CFR 50 requires that structures, systems, and components important to plant safety be protected from the dynamic effects of a pipe rupture. This section of the FSAR describes the design measures necessary to ensure compliance with this requirement. This section is subdivided into Part A and Part B. To be consistent with the standard format, all sections and subsection numbers are suffixed with either A or B.
Part A (3.6A) includes all piping systems inside and outside containment except the reactor coolant loop piping. The reactor coolant branch lines, however, are within the scope of this part. Also, jet impingement considerations of the reactor coolant loop on components other than those associated with the primary loop are within the scope of this report.
Part B (3.6B) includes the reactor coolant loop system except as stated in 3.6A.
TECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-1
able 3.6-1 Summary of Combined Stresses at Break Locations for Main Steam Lines COMBINED ALLOWABLE PIPE STRESS RUPTURE STRESS GURE NO. LINE NO. BREAK NO. (psi) 0.8(0.2Sh + Sa) (psi) 3.6-2 1-MS-1 MS1-B0-1 32116 37800 MS1-B0-2 29055 37800 MS1-B0-3 16925 37800 MS1-B0-4N *
- MS1-B0-5N *
- MS1-B0-6 30092 37800 3.6-3 1-MS-2 MS2-B0-1 45990 37800 MS2-B0-2 29432 37800 MS2-B0-3 26230 37800 MS2-B0-4N *
- MS2-B0-5N *
- MS2-B0-6 25175 37800 3.6-4 1-MS-3 MS3-B0-1 29145 37800 MS3-B0-2 26407 37800 MS3-B0-3N *
- MS3-B0-4N *
- MS3-B0-5 27766 37800 MS3-B0-6 26658 37800 3.6-5 1-MS-4 MS4-B0-1 31076 37800 MS4-B0-2 30605 37800 MS4-B0-3 14347 37800 MS4-B0-4N *
- MS4-B0-5N *
- MS4-B0-6 25726 37800 Note: All breaks are circumferential ruptures.
- Branch connection to be supported in accordance with alternate analysis criteria. Stresses are not available.
Reflects Analysis Which Was Current at Time of Amendment 51 Submittal PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING
able 3.6-2 Summary of Combined Stresses At Break Locations for Feedwater Lines COMBINED ALLOWABLE PIPE STRESS RUPTURE STRESS IGURE NO. LINE NO. BREAK NO. (psi) 0.8(.2Sh + Sa) (psi) 3.6-6 1-FW-1 FW1-B0-1 9651 32400 FW1-B0-2 16919 32400 FW1-B0-3N *
- FW1-B0-4N *
- FW1-B0-5N *
- FW1-B0-6 24434 32400 FW1-B0-7 23499 32400 FW9-B0-1N *
- FW9-B0-4N *
- 3.6-7 1-FW-2 FW2-B0-1 24519 32400 FW10-B0-1N *
- FW2-B0-2 16306 32400 FW2-B0-3N *
- FW10-B0-4N *
- FW2-B0-5N *
- FW2-B0-6 24748 32400 FW2-B0-7 23130 32400 3.6-8 1-FW-3 FW3-B0-1 22658 32400 FW3-B0-2 15181 32400 FW3-B0-3 13407 32400 FW3-B0-4N *
- FW11-B0-4N *
- FW3-B0-6N *
- FW11-B0-1N *
- FW3-B0-7 19775 32400 3.9-9 1-FW-4 FW4-B0-1 9787 32400 FW4-B0-2 12898 32400 FW4-B0-3N *
- FW4-B0-4N *
- FW4-B0-5N *
- FW4-B0-6 18915 32400 FW4-B0-7 18203 32400 FW12-B0-1N *
- FW12-B0-4N *
- Note: All breaks are circumferential ruptures.
- Branch connection to be supported in accordance with alternate analysis criteria. Stresses are not available.
Reflects Analysis Which Was Current at Time of Amendment 51 Submittal TECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-3
TTS BAR E LINE BREAK COMBINED RUPTURE STRESS BREAK TYPE NO. NO. STRESS (psi) 0.8(1.2Sh + Sa) (psi) (NOTE 1) 0 1-AFD-8 AFD8-BO-1 18146 32400 C
- 1) 1-AFD-7 AFD7-BO-1 19515 32400 C 1-AFD-7 AFD7-B1-2X (Note 2) C 1-AFD-9 721 36751 32400 C,L 1-AFD-9 719 35073 32400 C,L 1-AFD-9 40 20305 32400 C 1-AFD-9 1 6642 32400 C
- LMM 22438 32400 C
- L81 L82 23087 32400 C
- 23000 32400 C
- 1. C = Circumferential, L = Longitudinal Split equired to be postulated Analysis Which Was Current At Time of Amendment 51 Submittal WBNP-68
Table 3.6-3A Summary of Combined Stresses at Break Locations for Auxiliary Feedwater System Steam Supply Line ure Line Break Combined Rupture Stress
- o. No. No. Stress (psi) 0.8 (1.2 Sh + Sa) (psi)
-10 2-AFD-8 AFD8-B0-1 21426 32400 it 2) 2-AFD-8 AFD8-B2-1 - 32400 2-AFD-7 AFD7-B0-1 17243 32400 2-AFD-9 AFD7-B2-2 16104 32400
- 2 2199 32400
- 91 25427 32400
- 92 18723 32400 97 17702 All breaks are circumferential.
cts Analysis Which Was Current at Time of Amendment 51 Submitttal TECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-5
TTS BAR COMBINED ALLOWABLE PIPE BREAK E LINE BREAK STRESS RUPTURE STRESS TYPE NO. NO. (psi) 0.8(1.2Sh + Sa) (psi) (NOTE) 1-SI-5 SI5-B0-1N 30046 39448 C SI5-B0-2N 44038 39448 C,L SI5-B0-3 21902 38172 C 1-SI-506 SI506-B0-1N 31669 37244 C SI506-B0-2N 35242 37244 C SI506-B0-3N 9354 38172 C 1-SI-4 SI4-B0-1N 23807 39448 C SI4-B0-2N 41325 39448 C,L SI4-B0-3N 27237 38172 C 1-SI-511 SI511-B0-1N 14013 38172 C SI511-B0-2N 42275 37244 C SI511-B0-3N 32244 37244 C 1-SI-9 SI9-B0-1N 8827 39448 C SI9-B0-2 8950 39448 C,L,X SI9-B0-3 35707 38172 C SI9-B2-5 11998 39448 C,L 1-SI-507 SI507-B0-1N 2878 37244 C SI507-B0-2N 25818 37244 C SI507-B0-3N 25815 37244 C 1-SI-10 SI10-B0-1N 13377 39448 C SI10-B0-3 12237 39448 C,L,X SI10-B0-4 15800 39448 C,L SI10-B0-5 43670 38172 C SI10-B1-6 16297 39448 C,L,X SI10-B1-7 11652 39448 C,L,X 1-SI-510 SI510-B0-1N 45985 (61970) 37244 C SI510-B0-2N 43727 (57446) 37244 C SI510-B0-3N 41913 (56095) 37244 C
= Circumferential, L = Longitudinal split Break not required to be postulated WBNP-68 Analysis Which Was Current at Time of Amendment 51 Submittal
TTS BAR USAGE E LINE BREAK EQUATION 101 EQUATION 121 EQUATION 131 FACTOR, BREAK LOCATION NO. NO. Sn (psi) Se (psi) S (psi) U2 TYPE3 CRITERIA4 5 1-RHR-6 RHR6-B0-1N 59159 9242 24065 0.011 C A RHR6-B0-2N 89977 10427 20308 0.872 C,L C RHR6-B0-3N 93475 14639 10414 0.672 C,L C RHR6-B0-4 91510 14148 14188 0.763 C,L C RHR6-B0-5 77232 14128 20308 0.402 C,L C RHR6-B0-6N 72556 4273 20554 0.302 C,L C RHR6-B0-7N 78263 3018 26597 0.303 C,L C RHR6-B0-8N 77616 15111 13909 0.173 C,L C 1-RHR-7 RHR7-B0-1 86735 10297 25388 0.555 C,L C RHR7-B0-2N 93711 23140 24120 0.841 C,L C 1-SI-14 SI14-B0-1N 88393 21576 25922 0.432 C A SI14-B0-2N 56917 8574 15679 0.0 C B stress intensity values: 3Sm = 58800 psi, 2.4Sm = 47040 psi For equation number, refer to NB-3600 of the ASME Code Section III.
sed on NB-3653.5 if Sn < 3Sm; or NB-3653.6 if Sn > 3Sm cumferential break; L = Longitudinal split n criteria:A - Terminal end Sm, and U > 0.1; or Sn > 3Sm and Se > 2.4Sm, or S > 2.4Sm, or U > 0.1 selected to satisfy the minimum number of intermediate breaks based on highest stress intensity per equation 10.
Analysis Which Was Current at Time of Amendment 51 Submittal WBNP-68
TTS BAR E LINE REAK EQUATION 101 EQUATION 121 EQUATION 131 USAGE BREAK LOCATION NO. NO. Sn (psi) Se (psi) S (psi) FACTOR U2 TYPE3 CRITERIA4 1-SI-15 SI15-B0-1N 45624 1788 20504 0.0 C A 1-RHR-4 RHR4-B0-1 41998 14358 19733 0.0 C A 1-RHR-5 RHR5-B0-1 62824 33251 16372 0.006 C A RHR5-B0-2N 58135 33855 15368 0.0 C C RHR5-B0-3 59832 32948 15489 0.0 C C ress intensity values: 3Sm = 50592 psi, 2.4Sm = 40474 psi or equation number, refer to NB-3600 of the ASME Code Section III d on NB-3653.5 if Sn < 3Sm; or NB-3653.6 if Sn > 3Sm mferential break; L = Longitudinal split criteria:A - Terminal end m, and U > 0.1; or Sn > 3Sm and Se > 2.4Sm, or S > 2.4Sm, or U > 0.1 elected to satisfy the minimum number of intermediate breaks based on highest stress intensity per equation 10 alysis Which Was Current at Time of Amendment 51 Submittal WBNP-68
Table 3.6-7 Deleted by Amendment 79 TECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-9
Table 3.6-8 Deleted Per Amendment 64 0 PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING
TTS BAR TEAM SYSTEM Main Steam PIPING NOMINAL DIA. 36 inch PIPING SCHEDULE 1.307-inch wall 1 1 2 3 K BREAK THRUST WHIP EFFECT ON REQUIRED ION TYPE DIRECTION FORMED COMPONENTS Acceptable/Unacceptable Required Fix
, C Downstream Yes Pipe whip into refueling Unacceptable, results in loss of Provide a bunker to
, water storage tank emergency core cooling water supply prevent
, unacceptable damage to tank Jet impingement on refueling Unacceptable, results in loss of Provide a bunker to water storage tank emergency core cooling water supply prevent unacceptable damage to tank
, C Downstream Yes Pipe whip into refueling water Unacceptable, results in loss of Provide a bunker to
, storage tank emergency core cooling water supply prevent
, unacceptable damage to tank Jet impingement on refueling Unacceptable, results in loss of Provide a bunker to water storage tank emergency core cooling water supply prevent unacceptable damage to tank Upstream Yes Jet impingement on refueling Unacceptable, results in loss of Provide a bunker to water storage tank emergency core cooling water supply prevent unacceptable damage to tank
, C Downstream Yes Pipe whip into refueling water Unacceptable, results in loss of Provide a bunker to storage tank emergency core cooling water supply prevent unacceptable damage to tank WBNP-72
TTS BAR TEAM SYSTEM Main Steam PIPING NOMINAL DIA. 36 inch PIPING SCHEDULE 1.307-inch wall K BREAK1 THRUST1 WHIP2 EFFECT ON REQUIRED3 ION TYPE DIRECTION FORMED COMPONENTS Acceptable/Unacceptable Required Fix Jet impingement on refueling Unacceptable, results in loss of Provide a bunker to water storage tank emergency core cooling water supply prevent unacceptable damage to tank Upstream Yes Jet impingement on refueling Unacceptable, results in loss of Provide a bunker to water storage tank emergency core cooling water supply prevent unacceptable damage to tank
, C Downstream Yes Pipe whip damage to A1 wall of Unacceptable, wall fails, environmental Restraints H31W, Auxiliary Building damage to essential components will H21W result from steam entering Auxiliary Building Upstream Yes Jet impingement on refueling Unacceptable, results in loss of Provide a bunker to water storage tank emergency core cooling water supply prevent unacceptable damage to tank
, C Downstream Yes Pipe whip damage to A1 wall of Unacceptable, wall fails, environmental Restraints H31W, Auxiliary Building damage to essential components will H21W result from steam entering Auxiliary Building Upstream Yes Pipe impact on refueling water Unacceptable, results in loss of Provide a bunker to storage tank emergency core cooling water supply prevent unacceptable damage to tank
, L Up Yes Jet impingement on ceiling of Unacceptable, ceiling fails, Sleeves S217 counting room and radio- environmental damage to essential S317 WBNP-72 chemical laboratory (unit 1 only) components due to steam entering elevation 713 of the Auxiliary Building
TTS BAR TEAM SYSTEM Main Steam PIPING NOMINAL DIA. 36 inch PIPING SCHEDULE 1.307-inch wall K BREAK1 THRUST1 WHIP2 EFFECT ON REQUIRED3 ION TYPE DIRECTION FORMED COMPONENTS Acceptable/Unacceptable Required Fix L Down Yes Pipe impact on ceiling of counting Unacceptable, ceiling fails, Sleeves S217 room and radio-chemical environmental damage to essential S317 laboratory (unit 1 only) components due to steam entering elevation 729 of the Auxiliary Building Left Yes Pipe whip into Auxiliary Building Unacceptable, environmental damage Sleeves S217, S317 HVAC intake to essential components due to steam entering elevation 737 of the Auxiliary Building Right Yes Jet impingement on Auxiliary Unacceptable, environmental damage Sleeves S217, S317 Building HVAC intake to essential components due to steam entering elevation 737 of the Auxiliary Building
, C Upstream Yes Pipe whip damage to south wall Unacceptable, damage to main steam Restraints G22W, of south steam valve room and feedwater isolation valves located G32W in valve room
, L Right Yes Jet impingement on spreading Unacceptable, loss of Control Building HVAC to have 3 psi
, room exhaust duct in C11-wall habitability due to steam environment backdraft damper
, (unit 2 only) installed to prevent steam from entering control building
, C Upstream Yes Pipe impact on elevation 755, Unacceptable, floor fails and results in Restraints L42D,
, which supports control room environmental damage to control room L12D, L22D, L32D
, HVAC equipment
, C Upstream Yes Pipe impact on elevation 755, Unacceptable, floor fails and results in Restraints L42D,
, which supports control room environmental damage to control room L12D, L22D, L32D WBNP-72
, HVAC equipment
TTS BAR TEAM SYSTEM Main Steam PIPING NOMINAL DIA. 36 inch PIPING SCHEDULE 1.307-inch wall K BREAK1 THRUST1 WHIP2 EFFECT ON REQUIRED3 ION TYPE DIRECTION FORMED COMPONENTS Acceptable/Unacceptable Required Fix L Up Yes Pipe impact on elevation 729 floor Unacceptable, floor fails, possible Sleeves S424, S125 of Turbine Building adjacent to damage to essential components doors to Control Building within Control Building due to jet/missile impingement on Control Building doors
, L Down Yes Jet Impingement on elevation 729 Unacceptable, floor fails, possible Sleeves S424, S125 floor of Turbine Building adjacent damage to essential components to doors to Control Building within Control Building due to jet/missile impingement on Control Building doors
, C Upstream Yes Pipe impact on the N-wall of Unacceptable, wall fails, environmental Restraints M42S,
, Control Building damage to essential components M32S, M22S, M12S
, within Control Building
, L Up Yes Pipe impact on elevation 729 floor Unacceptable, floor fails, possible Sleeves S424, S125 of Turbine Building adjacent to damage to essential components door to Control Building within Control Building due to jet/missile impingement on Control Building doors
, L Down Yes Jet impingement on elevation 729 Unacceptable, floor fails, possible Sleeves S424, S125 floor of Turbine Building adjacent damage to essential components to door to Control Building within Control Building due to jet/missile impingement on Control Building doors
, C Upstream Yes Pipe impact on N-wall of Control Unacceptable, wall fails, environmental Restraints M42S,
, Building damage to essential components in M12S, M22S, M32S WBNP-72
, Control Building
TTS BAR TEAM SYSTEM Main Steam PIPING NOMINAL DIA. 36 inch PIPING SCHEDULE 1.307-inch wall K BREAK1 THRUST1 WHIP2 EFFECT ON REQUIRED3 ION TYPE DIRECTION FORMED COMPONENTS Acceptable/Unacceptable Required Fix Through-Wall Leakage Cracks Through-wall leakage crack break Through-wall leakage crack Unacceptable, loss of habitability of HVAC to have 3 psi below Control Building HVAC exhaust break would fill control room control room backdraft damper ducting at elevation 755 on Q-wall HVAC with steam installed to prevent (unit 2 only) steam from entering control room Through-wall leakage crack break Through-wall leakage crack Unacceptable, environmental damage HVAC to have below Auxiliary Building HVAC intake break would fill Auxiliary Building to essential components in Auxiliary temperature sensors canopy at elevation 743 on A1-wall with steam Building installed which control intake fans, preventing steam from entering Auxiliary Building In all other cases effects of through-wall leakage crack breaks are acceptable.
es:
Direction of thrust on pipe. Jet load is opposite.
or circumferential (C) breaks consider upstream thrust on the upstream pipe and downstream thrust on the downstream pipe.
or longitudinal (L) breaks consider up, down, lateral left, and lateral right thrust (facing downstream).
Whip trajectory is governed by hinge mechanism and direction of vector thrust of break force. Maximum 180° rotation bout any plastic hinge. Sweep of jet is governed by pipe motion.
Type of effect (jet, whip, environment, etc.) and components affected.
This applies to unit 1. Unit 2 is opposite hand unless otherwise noted. WBNP-72
THIS PAGE INTENTIONALLY BLANK 6 PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING
TTS BAR IPING SYSTEM Feedwater PIPING NOMINAL Dia. 18 inch PIPING SCHEDULE 80 AK BREAK1 THRUST1 WHIP2 EFFECT ON REQUIRED3 TION TYPE DIRECTION FORMED COMPONENTS ACCEPTABLE/UNACCEPTABLE REQUIRED FIX 8, L Left No Jet impingement on spreading room Unacceptable loss of Control Building ventilation Provide 3 psi 8, exhaust duct in C11-wall (unit 2 only) backdraft damper 8,
8 0, L Down Yes Pipe impact on elevation 708 floor of Unacceptable, failure of floor allows pipe whip into Restraints J42U, J12U, J22U, 0, Control Building electrical board room air handling units below. J32U 0, Environmental damage to essential components and 0 loss of control room habitability may result.
1, C Downstream Yes Pipe impact on elevation 708 floor of Unacceptable, failure of floor allows pipe whip into Restraints J42U, J12U, J22U, 1, Control Building electrical board room air handling units below. J32U 1, Environmental damage to essential components and 1 loss of control room habitability may result.
2, C Downstream Yes Pipe impact on elevation 708 floor of Unacceptable, failure of floor allows pipe whip into Restraints J42U, J12U, J22U, 2, Control Building electrical board room air handling units below. J32U 2, Environmental damage to essential components & loss 2 of control room habitability may result.
3, C Upstream Yes Pipe impact on C-3 wall of Control Unacceptable, failure of wall allows pipe whip into Restraints K42W, K12W, 3, Building spreading room of Control Building. Environmental K22W, K32W 3, damage to essential components and loss of control 3 room habitability may result.
4, C Upstream Yes Pipe impact on C-3 wall of Control Unacceptable, failure of wall allows pipe whip into Restraints K42W, K12W, 4, Building spreading room of Control Building. Environmental K22W, K32W 4, damage to essential components and loss of control 4 room habitability may result.
5, C Downstream Yes Pipe impact on elevation 755 floor Unacceptable, floor fails and results in environmental Restraints K42W, K12W, 5, damage to control room. K22W, K32W WBNP-72 5,
5
TTS BAR AK BREAK1 THRUST1 WHIP2 EFFECT ON REQUIRED3 TION TYPE DIRECTION FORMED COMPONENTS ACCEPTABLE/UNACCEPTABLE REQUIRED FIX L Down Yes Pipe impact on C-3 wall of Control Unacceptable, failure of wall allows pipe whip into Restraints K42W, K12W, Building spreading room of Control Building. Environmental K22W, K32W damage to essential components and loss of control room habitability may result.
6, C Downstream Yes Pipe impact on elevation 755 floor Unacceptable, floor fails and results in environmental Restraints K42W, K12W, 6, damage to control room. K22W, K32W 6,
6 L Down Yes Pipe impact on C-3 wall of Control Unacceptable, failure of wall allows pipe whip into Restraints K42W. K12W, Building spreading room of Control Building. Environmental K22W, K32W damage to essential components and loss of control room habitability may result.
8, C Downstream Yes Pipe impact on elevation 755 floor Unacceptable, floor fails and results in Restraints K42W, K12W, K22W, K32W 8, environmental damage to Control Building.
8, 8
Through-Wall Leakage Through-wall leakage crack break Through-wall leakage crack break Unacceptable, loss of habitability of control room HVAC to have 3 psi backdraft damper installed below Control Building HVAC exhaust would fill control room HVAC with to prevent steam entering control room ducting at elevation 755 on Q-wall steam (unit 2 only)
Through-wall leakage crack break Through-wall leakage crack break Unacceptable, environmental damage to essential HVAC to have temperature sensors installed, below Auxiliary Building HVAC intake would fill Auxiliary Building HVAC with components in Auxiliary Building which control intake fans, preventing steam canopy at elevation 743 on A1-wall steam from entering Auxiliary Bldg.
In all other cases, effects of through-wall leakage crack breaks are acceptable.
WBNP-72
Notes:
- 1) Direction of thrust on pipe. Jet load is opposite.
For circumferential (C) breaks consider upstream thrust on the upstream pipe and downstream thrust on the downstream pipe.
For longitudinal (L) breaks consider up, down, lateral left, and lateral right thrust (facing downstream).
- 2) Whip trajectory is governed by hinge mechanism and direction of vector thrust of break force.
Maximum 180E rotation about any plastic hinge. Sweep of jet is governed by pipe motion.
- 3) Type of effect (jet, whip, environment, etc.) and components affected.
- 4) This applies to unit 1. Unit 2 is opposite hand unless otherwise noted.
Reflects Analysis Which Was Current at Time of Amendment 51 Submittal TECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTUREOF PIPING 3.6-19
THIS PAGE INTENTIONALLY BLANK 0 PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTUREOF PIPING
WATTS BAR WBNP-72 Figure 3.6-1 Shape Factors PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-21
WATTS BAR WBNP-68 Figure 3.6-2 Isometric of Postulated Break Locations (Main Steam Line from Steam Generator #1)
PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-22
WATTS BAR WBNP-68 Figure 3.6-3 Isometric of Postulated Break Locations (Main Steam Line from Steam Generator #2)
PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-23
WATTS BAR WBNP-68 Figure 3.6-4 Isometric of Postulated Break Locations (Main Steam Line from Steam Generator #3)
PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-24
WATTS BAR WBNP-68 Figure 3.6-5 Isometric of Postulated Break Locations (Main Steam Line from Steam Generator #4)
PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-25
WATTS BAR WBNP-68 Figure 3.6-6 Isometric of Postulated Break Location (Feedwater Line to Steam Generator # 1)
PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-26
WATTS BAR WBNP-68 Figure 3.6-7 Isometric of Postulated Break Location (Feedwater Line to Steam Generator # 2)
PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-27
WATTS BAR WBNP-68 Figure 3.6-8 Isometric of Postulated Break Location (Feedwater Line to Steam Generator # 3)
PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-28
WATTS BAR WBNP-68 Figure 3.6-9 Isometric of Postulated Break Location (Feedwater Line to Steam Generator # 4)
PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-29
WATTS BAR WBNP-68 Figure 3.6-10 Isometric of Postulated Break Locations (Auxiliary Feedwater Steam Supply Lines)
PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-30
WATTS BAR WBNP-68 Figure 3.6-11 S.I. Cold Leg Injection Loop 1 Isometric PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-31
WATTS BAR WBNP-68 Figure 3.6-12 S.I. Cold Leg Injection Loop 4 Isometric PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-32
WATTS BAR WBNP-68 Figure 3.6-13 S.I. Cold Leg Injection Loop 2 Isometric PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-33
WATTS BAR WBNP-68 Figure 3.6-14 Isometric of Postulated Break Locations (SI Cold Leg Injection Loop 3)
PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-34
WATTS BAR WBNP-68 Figure 3.6-15 RHR/S.I. Hot Leg Recirculation Loop 4 Isometric PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-35
WATTS BAR WBNP-68 Figure 3.6-16 S.I. Hot Leg Recirculation Loop 2 Isometric PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-36
WATTS BAR WBNP-68 Figure 3.6-17 RHR Hot Leg Recirculation Loops 1 and 3 Isometric PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-37
WATTS BAR WBNP-79 Figure 3.6-18 Deleted by Amendment 79 PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-38
WATTS BAR WBNP-64 Figure 3.6-19 Deleted -Amendment 64 PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-39
WATTS BAR WBNP-64 Figure 3.6-20 Deleted -Amendment 64 PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-40
Security Information Withheld under 10CFR 2.390(d)(1)
WATTS BAR WBNP-68
[e5]
Figure 3.6-21 Main Steam Line Break Locations Outside Containment SECURITY SENSITIVE
[s5]
PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-41
Security Information Withheld under 10CFR 2.390(d)(1)
WATTS BAR WBNP-68
[e5]
Figure 3.6-22 Main Steam Line Break Locations Outside Containment SECURITY SENSITIVE
[s5]
PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-42
Security Information Withheld under 10CFR 2.390(d)(1)
WATTS BAR WBNP-68
[e5]
Figure 3.6-23 Main Feedwater Line Break Locations Outside Containment SECURITY SENSITIVE
[s5]
PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-43
Security Information Withheld under 10CFR 2.390(d)(1)
WATTS BAR WBNP-68
[e5]
Figure 3.6-24 Main Feedwater Line Break Locations Outside Containment SECURITY SENSITIVE
[s5]
PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6-44
A PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING (EXCLUDING REACTOR COOLANT SYSTEM PIPING)
Criteria presented herein regarding break size, shape, orientation, and location are in accordance with the guidelines transmitted to TVA by the NRC in letter, dated December 1972, and subsequent amendments for outside containment, and NRC Regulatory Guide 1.46 for inside containment. These criteria also include considerations which are further clarified in the NRC Branch Technical Positions ASB 31 and MEB 31 where appropriate. Arbitrary intermediate breaks (AIBs) postulated in accordance with the documents noted above are eliminated by NRC Generic Letter 87-11[4].
The final routing of field routed systems will not be completed until late in the plant construction schedule. Field-routed piping generally possesses very little potential, insofar as their functions are concerned, toward affecting plant shutdown. Their failure can, however, cause damage to other components and equipment, especially electrical, which may be required for shutdown of the plant. Field-routed and field-located items such as electrical conduit, cable trays, instrument and control lines, and junction and terminal boxes, etc., are protected as required for plant shutdown. Field-routed lines are kept to a minimum. However, where field routing was required, screening criteria for separation distance was used as a guide to minimize the number of unacceptable interactions. A followup field review and evaluation by the pipe rupture team, for identifying unacceptable interactions and ensuring implementation of corrections is performed.
The following definitions and assumptions are applicable to this section:
DEFINITIONS (1) Acceptable Interaction A pipe rupture interaction for which, from a systems standpoint, the net required safety functions for a particular rupture are not impaired when assuming a single active component.
(2) Active Component Any component which must perform a mechanical motion or change of state during the course of accomplishing a primary safety function.
(3) DoubleEnded Rupture A circumferential pipe rupture where flow is sustained from both ends of the break.
(4) Environmental Effects TECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING (EXCLUDING RE-
The wetting, pressure, temperature, flammable, radiation, etc., conditions within the 'zone of influence' (Definition 28) of a pipe rupture.
(5) Essential Systems and Components Systems and components required to shutdown the reactor and/or mitigate the consequences of a postulated pipe failure without offsite power. The seismic classification of essential components and systems is in accordance with Regulatory Guide 1.29.
(6) High Energy Fluid Systems Fluid systems that, during normal plant conditions, satisfy the following:
(a) Maximum operating temperature exceeds 200°F, and (b) Maximum operating pressure exceeds 275 psig.
Systems may be classified as moderate energy (see Definition 13) if the total time that the above conditions are exceeded is less than either of the following:
(a) One percent of the normal operating life span of the plant.
(b) Two percent of the time period required for the system to accomplish its design function.
(7) Inside Containment Inside containment is defined for pipe rupture evaluation purposes to include all piping inside the Shield Building and the main steam valve rooms. The actual containment boundary for integrity purposes is normally taken at the second isolation valve.
(8) Jet Impingement Force The jet force on an object resulting from a ruptured pipe. The magnitude of this force depends on such parameters as the thermodynamic conditions of the fluid in the pipe, distance of the pipe rupture from the target and the shape of the target.
(9) Jet Thrust That reactive dynamic force on a ruptured pipe due to a fluid being accelerated out of a break.
(10) LineMounted Valves Valves located in a line and supported by the line.
-2PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING (EXCLUD-
(11) LossofCoolant Accident (LOCA)
LOCA is defined as a net loss of reactor coolant inventory when makeup is provided only by the normal makeup system and an orderly shutdown of the plant is prevented. Normal makeup is sized to maintain a constant reactor coolant system (RCS) inventory with a rupture equivalent to a 3/8inch diameter hole. Therefore, a rupture is considered a LOCA when the flow rate is greater than the equivalent flow from a 3/8inch diameter hole.
(12) LOCA Boundary For piping extended from the RCS, the boundary of postulated pipe rupture which cannot be isolated when assuming a single active failure shall be defined as follows:
(a) First locked closed or administratively closed isolation valve (pressurizer safety valves are examples). The valves forming the Class 1 boundary in all drain lines are considered as administratively closed.
(b) Second of two normally open, remotely operable, independent isolation valves capable of automatic closure and verification that they will close.
(c) First normally closed check valve capable of verification that it is closed and capable of providing isolation from a reactor coolant source.
(d) Second of two normally open check valves capable of verification that they will close and capable of providing isolation from a reactor coolant source. (Verification that a check valve will close should be interpreted as meaning 'capable of periodic test that will verify its capability of closure, such as during a refueling outage.')
(e) First normally open and remotely operable automatic isolation valve following a normally open check valve (capable of providing isolation from a reactor coolant source) if both are capable of verification that they will close.
If a pipe failure beyond the above defined boundary of possible isolation could result in a normally open boundary valve failing to close, then a LOCA may exist beyond that boundary.
(13) Moderate Energy Fluid Systems Fluid systems that, during normal plant conditions, satisfy either of the following:
(a) Maximum operating temperature is 200°F or less or (b) Maximum operating pressure is 275 psig or less.
TECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING (EXCLUDING RE-
Other systems which may be classified as moderate energy are discussed in Definition 6.
(14) Normal Plant Conditions Plant operating conditions during reactor startup, refueling, operation at power, hot standby, or reactor cooldown to cold shutdown condition.
(15) Outside Containment Outside containment includes all of those regions not included in the definition of 'Inside Containment' (Definition 7)
(16) Pipe Whip The movement of a pipe caused by jet thrust resulting from a pipe failure.
Pipe whip is assumed to occur in the plane defined by piping geometry and configuration unless limited by structural members, pipe restraints, or pipe stiffness.
(17) Primary Safety Function The passive or active function of a structure, system, or component which must remain functional to assure directly: (1) the integrity of the RCPB, (2) the capability to shutdown the reactor and maintain it in a safe shutdown condition, or (3) the capability to prevent or mitigate the consequences of accidents which could result in potential offsite exposures in excess of the guideline exposure of 10 CFR 100.
(18) Postulated Piping Failures Longitudinal splits, circumferental ruptures, or through-wall leakage cracks.
(19) Protective Structures or Compartments Structural units provided to separate or enclose redundant trains of safetyrelated systems or enclose high and moderate energy lines. (These structures are designed as Seismic Category I.)
(20) Reactor Coolant Pressure Boundary (RCPB)
-4PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING (EXCLUD-
Those pressure containing components such as pressure vessels, piping, pumps, and valves, which are:
(a) Part of the reactor coolant system or (b) Connected to the reactor coolant system, up to and including any of the following:
(i) The outermost containment isolation valve in system piping which penetrates the containment.
(ii) The second of two valves normally closed during normal reactor operations in system piping which does not penetrate the containment.
(iii) The reactor coolant system safety and relief valves.
(21) Safety Related Those plant features which are important to safety because they perform either a primary safety function or a secondary safety function.
(22) Secondary Safety Function The function of a portion of a structure, systems or component which must retain limited structural integrity because its failure could jeopardize the achievement of a primary safety function or because it forms an interface between Seismic Category I and Seismic Category I(L) or nonseismic plant features.
(23) Seismic Category I Those structures, systems, or components which perform primary safety functions are designated as Seismic Category I and are designed and constructed so as to assure achievement of their primary safety functions at all times including a concurrent safe shutdown earthquake (SSE).
(24) Seismic Category I(L)
Those portions of structures, systems, or components which perform secondary safety functions and are designed and constructed so as to assure achievement of their secondary safety functions at all times including a concurrent safe shutdown earthquake (SSE).
(25) Shutdown Logic Diagram A logic diagram identifies safety related systems and safety functions and actions required for shutdown to safe conditions.
(26) Single Active Component Failure TECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING (EXCLUDING RE-
A single active failure is the failure of an active component to complete its intended function upon demand. The failure of an active component of a fluid system is considered to be a failure of the component to perform its function not the loss of structural integrity. The direct consequences of a single active failure are evaluated. (A single active failure is postulated to occur simultaneously with the pipe failure; passive failures are not postulated.)
(27) Terminal Ends Extremities of piping runs that connect to structures, components (e.g.,
vessels, pumps, etc), or pipe anchors that act as rigid constraints to piping thermal expansion. A branch connection to a main piping run may be considered as a terminal end of the branch run unless each of the following conditions are met:
(a) That branch is modeled with the main piping run.
(b) A rigorous ASME, Class 1, 2, or 3 analysis is conducted.
(c) The nominal size of the branch line, in the vicinity of the branch connection, is greater than or equal to onehalf the nominal size of the run.
(28) Zone of Influence The maximum physical range of the direct effects of pipe whip, jet impingement, and/or the environmental effects resulting from a pipe failure.
ASSUMPTIONS In analyzing the effects of postulated piping failures, the following assumptions shall be made relative to plant and system operation before and after a pipe failure.
(1) Operating Mode All normal plant operating modes (see Definition 14) shall be investigated when evaluating the effects of a postulated pipe failure.
(2) Single Active Component Failure A single active failure is assumed in systems used to mitigate consequences of the postulated piping failure and to shutdown the reactor. The single active failure is assumed to occur in addition to and concurrent with the postulated piping failure and any consequences of the piping failure.
(3) Available Systems All available systems, including those actuated by operator actions, may be employed to mitigate the consequences of a postulated piping failure. In judging the availability of systems, account shall be taken of the postulated
-6PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING (EXCLUD-
failure and its consequences such as unit trip and loss of offsite power and of the assumed single active component failure and its consequences. The feasibility of carrying out operator actions shall be judged on the basis of ample time and adequate access to equipment being available for the proposed actions. No operator action is assumed to be initiated for at least 10 minutes after pipe failure.
(4) Offsite Power In general, if it is the worst case, offsite power shall be assumed to be unavailable during a portion of or throughout the sequence of events that follow a pipe failure. This loss of offsite power shall be assumed to act concurrently with the postulated pipe failure and the single active failure. If it can be shown that the loss of offsite power is not a consequence of the pipe failure, then a loss of offsite power is not assumed.
(5) Unintended Operation of Equipment The performance of an unintended active function by equipment not within the zone of influence of a pipe failure shall not be postulated. Unintended operation of equipment within the zone of influence of the pipe failure may occur if caused by the pipe failure, provided the unintended operation is a credible postulation. Unintended operation will not be considered to place equipment in any operating mode other than those modes for which it is normally required to function.
(6) Operator Response It shall be assumed that a proper sequence of events is initiated by the operator to bring the plant to a safe condition, with the capability of going to a cold shutdown if required. However, it shall be assumed that no operator action is initiated for at least 10 minutes after pipe failure. Additional time will be allocated for actions outside the main control room.
A.1 Postulated Piping Failures in Fluid Systems Inside and Outside Containment A.1.1 Design Bases A.1.1.1 List of Potential Targets Safety-related systems or components that are located proximate to and are susceptible to the consequences of failures of piping systems are discussed in Section 3.11.
A.1.1.2 Interaction Criteria The following criteria define how interactions are evaluated:
(1) Pipe Whip Interaction TECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING (EXCLUDING RE-
A whipping pipe is not considered to inflict unacceptable damage to other pipes and associated supports of equal or greater size and wall thickness. A whipping pipe is considered capable of only developing throughwall leakage cracks in other pipes of equal or greater size with smaller wall thickness.
Any active component (electrical, mechanical, and instrumentation and control) shall be assumed incapable of performing its active function following impact by any whipping pipe unless an analysis or test is conducted to show otherwise. Active components in pipe lines which are allowed to whip are assumed to be incapable of performing their active functions unless the line is sufficiently restrained to control the motion of the components to limits for which they have been qualified.
Structural components shall be assumed to fail upon experiencing pipe impact loads that exceed the allowable limits. Plastic action of steel, yield line methods etc., may be used to determine the allowable limits where applicable.
(2) Jet Impingement Interactions Jet impingement force from a pipe is not considered to inflict unacceptable damage to other pipes and associated supports of equal or greater size and wall thickness. The jet impingement force is considered capable of only developing through-wall leakage cracks in other pipes of equal or greater size with smaller wall thickness.
Active components (electrical, mechanical, and instrumentation and control) shall be assumed incapable of performing their function when subjected to a jet unless the active component is enclosed in a qualified spray-proof enclosure (such as one qualified to the NEMA IV, Hosedown Test Standard),
the component is known to be insensitive to such an environment, or unless justified that the active function will not be impaired.
When the jet consists of steam or subcooled liquid that flashes at the break, unprotected components located at a distance greater than 10 diameters (ID) from the break or equivalent diameter of the crack shall be assumed undamaged by the jet without further analysis. The basis for this criterion is contained in Reference [5].
Concrete erosion that may result from jet impingement shall be assumed to be of insufficient magnitude to jeopardize structural integrity.
(3) Environmental Interaction An active component (electrical, mechanical, and instrumentation and control) shall be assumed incapable of performing its active function upon experiencing environmental conditions exceeding any of its environmental ratings. However, credit for the component may be taken if sufficient time is
-8PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING (EXCLUD-
available for accomplishing its function before environmental ratings are exceeded.
A.1.1.3 Acceptability Criteria (1) Systems The capability to eventually achieve a cold shutdown condition shall not be jeopardized even if the pipe failure is followed by a single active failure. The system requirements and available redundancy shall be that shown on a shutdown logic diagram, as supplemented by current system descriptions and equipment lists, for mitigating the effects of the postulated failure.
Repair of failures may be considered to assure achievement of the cold shutdown condition where such repairs can be shown to be practicable and timely, and provided the unit can be held in a safe state during the time required for the repair.
(2) Protective Structures The effects of a postulated piping failure, including environmental conditions resulting from the escape of contained fluids, should not preclude habitability of the control room or access to surrounding areas required for safe control of reactor operations that are needed to cope with the consequences of the piping failure.
For piping systems that are enclosed in suitably designed structures or compartments to protect other structures, systems, and components important to safety, pipe breaks shall be postulated according to section 3.6A.2 and the resulting jet thrust loading effects determined. "Worst case" breaks may be postulated in a piping component within the protective structure or compartment at locations which result in the maximum loading from the impact of the postulated ruptured pipe and jet discharge force on each wall, floor, and roof of the structure or compartment, including internal pressurization.
A.1.1.4 Protective Measures Where physical separation of source and target and relocation or rerouting are not feasible, the following protective devices will be provided to mitigate the unacceptable consequences of the postulated ruptures.
(1) Pipe Whip Restraints: An engineered structure which permits limited pipe motion and rotation but limits or prevents unrestricted pipe whip. Crushable material may be used with certain restraints to absorb the kinetic energy of the ruptured pipe, and to limit the loads on the restraint structure.
(2) Jet Deflector: A barrier which shields a target from the forces and environmental conditions within a jet.
TECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING (EXCLUDING RE-
(3) Impact Barrier: An engineered structure located to limit pipe motion and designed to withstand the impact of a whipping pipe.
(4) Pipe Sleeve: A metal sleeve that encloses a portion of a process pipe and is designed to restrict and redirect jet forces.
Welding for protective structures designed to the requirements of AISC (see Section 3.8.1.2, Item 2) was in accordance with the American Welding Society, "Structural Welding Code," AWS D1.1 (see Section 3.8.1.2, Item 4). Nuclear Construction Issues Group documents NCIG-01 and NCIG-02 (see Section 3.8.1.2, Item 12) may be used after June 26, 1985, to evaluate weldments that were designed and fabricated to the requirements of AISC/AWS.
A.1.2 Description of Piping System Arrangement Separation was the primary consideration in the piping system layout and arrangement. Where physical separation is not feasible, protective devices shall be provided as required. Protection shall be provided such that the environmental design limits of mechanical and electrical equipment required for safe shutdown are not exceeded. Habitability is discussed in Section 6.4.
A.1.3 Safety Evaluation Safety functions shall be identified for initiating event by means of shutdown logic diagrams (SLD). The SLD shall identify at least one success path from each postulated event to each protective function required to prevent the event's potentially unacceptable results. Each SLD shall include the set of all safety systems necessary to provide the protective function specified at the end of the success path. Shutdown logic diagrams may be supplemented by current system descriptions and equipment lists.
For each postulated pipe rupture, credible unacceptable interaction shall be evaluated.
Possible interactions shall be evaluated to determine their credibility, damage potential, and acceptability from the standpoint of a safe shutdown capability.
In establishing system requirements for each postulated break, it is assumed that a single active component failure occurs concurrently with the postulated rupture.
A.2 Determination of Break Locations and Dynamic Effects Associated with the Postulated Rupture of Piping A.2.1 Criteria Used to Define Break and Crack Location and Configuration A.2.1.1 Pipe Failure Type, Size, and Orientation (1) Circumferential Rupture The break area is equal to the effective cross-sectional flow area of the pipe at the break location. The plane of the break is normal to the pipe flow axis.
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Flow may be out of each of the broken ends (double ended rupture) of the pipe, depending upon reverse flow capability. This break is applicable to high energy piping and branch runs whose diameter is greater than 1inch nominal pipe size. Circumferential ruptures are assumed to result in a lateral offset of one pipe diameter unless mitigating devices, structure members, or the inherent pipe stiffness can be specifically shown to limit this offset.
(2) Longitudinal Split The break area is assumed to be equal to the effective pipe crosssectional flow area at the break location. If the break occurs at a transition from a smaller pipe to a larger pipe, the flow area is defined as onehalf the sum of the upstream and downstream crosssectional flow areas. The length of the break is two pipe inside diameters and is parallel with the pipe flow axis. As an alternate analysis procedure, fluid flow may be assumed to be from a circular opening equal to the effective crosssectional flow area of the pipe. In the absence of a detailed analysis, the break is assumed at any location around the circumference of the pipe. Alternatively, a single split may be assumed at the point on the circumference of highest tensile stress as determined by a detailed stress analysis. This break is applicable to high energy pipe that has a nominal pipe size of 4 inches or larger.
(3) ThroughWall Leakage Crack The crack area may be based on a circular opening with an area equal to an equivalent rectangular opening of onehalf the piping inside diameter in length and onehalf the wall thickness in width and can be oriented in any direction.
A.2.1.2 Break Location (1) High Energy Fluid System (A) ASME Section III Class 1 Piping Runs Circumferential ruptures and longitudinal splits, in accordance with Sections 3.6A.2.1.1 (Item 1) and 3.6A.2.1.1 (Item 2), are postulated to occur at the following locations in ASME Section III Class 1 piping:
(1) The terminal ends of piping or branch runs (circumferential ruptures only).
TECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING (EXCLUDING RE-
(2) At intermediate locations per either one of the following [method a or method b]:
(a) At each location of potential high stress and fatigue, such as pipe fittings (elbows, tees, reducers, etc.), valves, and flanges, or (b) At all locations where either one of the following are met.
(i) Sn < 2.4 Sm* (Equation 10) and U > O.l (U calculated according to NB-3653.5); or (ii) Sn > 2.4 Sm* (Equation 10) and Se > 2.4 Sm (Equation 12), or S > 2.4 Sm (Equation 13),
or U > O.l (U calculated according to NB-3653.6)
- For stress qualification to Summer 1973 Code, use 3.0 Sm Where:
Sn = primaryplussecondary stressintensity range, as calculated from Equation 10 in Subarticle NB3600 of the ASME Boiler and Pressure Vessel Code,Section III for normal and upset plant condition loads with the upset plant condition loads defined as:
sustained loads + all system operating transients associated with upset condition + OBE.
Sm = allowable design stressintensity value, as defined in Subarticle NB3600 of the ASME Boiler and Pressure Vessel Code,Section III.
U = the cumulative usage factor, as calculated in accordance with Subarticle NB3600 of the ASME Boiler and Pressure Vessel Code,Section III.
Se = Nominal value of expansion stress as defined in equation (12) of NB3653.6 of ASME Code,Section III.
S = The range of primary plus secondary membrane plus bending stress intensity as defined in equation (13) of NB3653.6 of ASME Code,Section III.
Longitudinal splits need not be postulated in Class 1 piping at terminal ends or branch connections.
Throughwall leakage cracks are postulated in all high energy pipe outside containment whose diameter is greater than one inch nominal pipe size. Throughwall leakage cracks are not postulated in high energy piping inside containment whose diameter is
-12PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING (EXCLUD-
greater than 1 inch nominal pipe size. However, throughwall leakage cracks are postulated in the main steam and feedwater lines inside containment where impingement could occur on the ice condenser doors. Also, throughwall leakage cracks, may be postulated in other highenergy lines in particularly susceptible areas.
(B) Break Locations in ASME Section III Class 2 and 3 Piping Runs Circumferential ruptures and longitudinal splits, in accordance with Sections 3.6A.2.1.1 (Item 1) and 3.6A.2.1.1 (Item 2), are postulated to occur at the following locations in ASME Section III Class 2 and 3 piping:
(1) The terminal ends of piping or branch runs (circumferential ruptures only).
(2) At intermediate locations selected by either one of the following method a) or method b):
(a) At each location of potential high stress or fatigue, such as pipe fittings (elbows, tees, reducers, etc.), valves and flanges, or At all locations where the stress, S, exceeds 0.8 (1.2 Sh + Sa) where:
S = stresses under the combination of loadings associated with the normal and upset plant condition plus OBE loadings, as calculated from the sum of Equations (9) and (10) in Subarticle NC3600 of the ASME Boiler and Pressure Vessel Code,Section III.
Sh and Sa = Allowable stresses at maximum (hot) temperature and allowable stress range for thermal expansion, respectively, for Class 2 and 3 piping as defined in Subarticle NC-3600 of ASME Code,Section III.
Throughwall leakage cracks are postulated as indicated in Section 3.6A.2.1.2 (Item 1A).
(C) Exceptions for Longitudinal Splits and Circumferential Ruptures The following exceptions are applicable to highenergy Class 1, 2 and 3 piping and to highenergy nonsafety class piping for which a Class 2 or 3 analysis is conducted.
(1) Longitudinal splits need not be postulated at terminal ends or branch connections.
(2) When values defined in 3.6A.2.1.2 are exceeded for Class 1 piping or the stresses exceed 0.8 (1.2 Sh + Sa), for Class 2 and 3 piping longitudinal splits need not be postulated if the stress in the axial direction is greater than or equal to 1.5 times the stress in the TECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING (EXCLUDING RE-
circumferential direction; and circumferential ruptures need not be postulated if the stress in the circumferential direction is greater than or equal to 1.5 times the stress in the axial direction.
(D) High Energy NonSafetyClass and Field Routed Fluid Systems Circumferential ruptures and longitudinal splits in high energy nonsafetyclass and high energy field routed piping components are postulated to occur at terminal ends and at intermediate pipe fittings, flanges, and valves. Throughwall leakage cracks are postulated as indicated in Section 3.6A.2.1.2, Item 1A.
Break locations in high energy nonsafetyclass systems, which are analyzed to the same requirements as Class 2 or 3 piping, (these cases will be fully coordinated and documented) may be postulated according to the requirements of Section 3.6A.2.1.2, Item 1B.
(2) Moderate Energy Fluid Systems Circumferential ruptures and longitudinal splits are not postulated in any moderate energy lines. Throughwall leakage cracks are postulated in moderate energy piping which exceed a nominal pipe size of 1 inch, but may be excluded where either of the following rules apply.
(A) Piping systems are located in areas containing systems and/or components important to safety enveloped by previously postulated high energy breaks in the same region.
(B) Where the maximum stress, S, as defined in Section 3.6.A.2.1.2 (Item 1B) is less than or equal to 0.4 (1.2 Sh + Sa) for Class 2 and 3 piping or where Sn by equation 10 is less than or equal to 1.2 Sm for Class 1 piping.
The cracks should be postulated to occur individually at locations that result in the maximum effects from fluid spraying and flooding. It shall be at any location on the pipe circumference or along the surface of the pipe.
(3) High/Moderate Energy Interfaces Line supported valves sometimes form the interface between high energy lines and moderate energy lines. In this case, the fixity as implied in the word,
'terminal,' does not exist at the line supported valve. This condition is treated as if there were no terminal.
A.2.1.3 Failure Consequences The failure interactions that must be evaluated to determine the consequences of failure are dependent upon the energy level of the pipe considered. They are as follows:
(1) High Energy Piping
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Circumferential ruptures and longitudinal splits (a) Pipe whip.
(b) Jet impingement.
(c) Environmental effects.
Throughwall leakage cracks (a) Jet impingement (b) Environmental effects (2) Moderate Energy Piping Throughwall leakage cracks (a) Environmental effects.
In particularly susceptible areas, the jet impingement load associated with a throughwall leakage crack in moderate energy piping with the pressure exceeding 275 psig shall also be considered.
A.2.1.4 Flooding Flooding consequences are also considered in addition to the local effects listed above in Section 3.6A.2.1.3 from piping failures. Additional environmental concerns are addressed in Section 3.11.2.
(1) High Energy Line Breaks (HELBs)
For the purposes of flooding evaluations, fluid systems that, during normal plant conditions are either in operation or maintained pressurized under conditions where maximum operating temperature exceeds 200EF are conservatively classified as high energy. This is bounding since for a given line, the flow from a high energy break emanates from a larger break area than flow from a moderate energy crack. The circumferential rupture is the bounding break for HELB flooding analyses.
Systems classified as high energy are re-classified as moderate energy if the total time that the above conditions are exceeded is less than either of the following:
(a) 1% of the normal operating life span of the plant, or (b) 2% of the time required for the system to accomplish its system design function.
TECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING (EXCLUDING RE-
The systems evaluated for high energy break flooding include the reactor coolant, main steam, feedwater, auxiliary boiler, auxiliary feedwater steam supply, and chemical and volume control system.
(2) Moderate Energy Line Breaks (MELBs)
For the purposes of flooding evaluations, fluid systems are classified as moderate energy that, during normal plant conditions, are either in operation or maintained pressurized (above atmospheric pressure) under conditions where: (1) The maximum operating temperature is 200EF or less or (2) the 1 or 2% exclusion rules described above are applicable. The through-wall leakage crack is the postulated break for the MELB flooding analysis. Flood levels are calculated for the plant on an area basis. Both submergence and structural loading are addressed in the flooding studies.
HELB and MELB flooding effects are evaluated on all essential equipment on a case by case basis. If it is determined that an essential component is not qualified or cannot be demonstrated to operate under the adverse flood conditions, then the essential component is protected. Protection is accomplished by relocating the component or by installing a barrier or curb.
Safe shutdown is ensured for design basis HELB/MELB flooding events through these actions.
A.2.1.5 Leak-Before-Break Application The application of leak-before-break as applied to the primary loop piping is discussed in Section 3.6B.1.
In addition, leak-before-break technology has been applied to the pressurizer surge line to eliminate the dynamic effects of a pressurizer surge line rupture as a design basis for Watts Bar Nuclear Plant. This is in accordance with the final rule change to General Design Criteria 4.[12] Authorization for their elimination is discussed in Reference [9] and is based on fracture mechanics results presented in References [10]
and [11].
A.2.2 Analytical Methods to Define Forcing Functions and Response Models A.2.2.1 Assumptions (1) The thrust load acting on the pipe due to a blowdown jet is equal and opposite to the jet.
(2) The discharge coefficient is equal to 1.0.
(3) The break opens to its defined size in 1 millisecond.
(4) For the purpose of estimating jet forces, the blowdown is to an infinite volume at standard conditions.
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(5) The initial fluid condition within the pipe prior to rupture is that for normal plant operating condition.
(6) The jet profile expansion half angle is 20 degrees.
A.2.2.2 Blowdown Thrust Loads The thrust force at any time, T (t) is given by E V E2 T ( t ) = -------------- + [ P E - P A ] A jE gc where:
E = fluid density at break at time t VE = fluid velocity at break at time t AjE = pipe break exit area PE = control volume pressure at break at time t PA = ambient pressure gC = gravitation constant A simplified analysis may be conducted by assuming that the fluid is blowing down in a steadystate condition with frictionless flow from a reservoir at fixed absolute pressure Po. (Po is the initial line pressure.) When the fluid is subcooled, nonflashing liquid, the flow will not be critical at the break area so that:
PE = PA V E = 2g c P o - P E and If PA <<Po the thrust force may be conservatively approximated by:
T = 2P 0 A jE When the fluid is saturated, flashing or superheated vapor, the fluid can be assumed to be a perfect gas. The velocity for critical flow at the break area is given by:
VE = Kg c P E E and TECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING (EXCLUDING RE-
k -
2 K-1 P E = P o -------------
K+1 where K= Cp/Cv is a ratio of specific heats Cp = specific heat at constant pressure Cv = specific heat at constant volume A value of K = 1.3 is justified for steam as being conservative. If PE >> PA, the thrust force may be conservatively approximated by:
T = 1.26P o A jE A.2.2.3 Jet Impingement Loads The loads on an object exposed to the jet from a pipe break can be determined from the blowdown thrust and the profile of the impinged object.
Ai Y j = T ----- S F D LF cos Aj where Yj = Normal load applied to a target by the jet Ai = Crosssectional area of jet intercepted by target structure Aj = Total crosssectional area of jet at the target structure SF = Shape factor DLF = Dynamic load factor T = Total blowdown thrust at break as calculated in Section 3.6A.2.2.2
= Angle between jet axis and a line perpendicular to the target.
The ratio Ai/Aj represents the proportion of the total mass flow from the jet which is intercepted by target structure. A dynamic load factor of 2.0 shall be used in the absence of an analysis justifying a lower value. The following shape factors are recommended.
Jet impinging on a slab [Figure 3.61 sector (a)]
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SF = 1 Rectangular jet impinging on a pipe larger than jet [Figure 3.61 sector (b)]
h S = 1 - -----------
SD o Rectangular jet impinging on a pipe with h greater than Do [Figure 3.61 sector (b)]
1 S F = ---
2 Circular jet impinging on pipe with jet diameter (Dj = 2rj) less than pipe diameter [Figure 3.61 sector (c)]
Dj S F = 1 - 0.424 -------
Do Circular jet impinging on pipe with jet diameter greater than pipe diameter [Figure 3.61 sector (d)]
S F = 0.576 These are the most common cases that will occur in the pipe rupture evaluation. Other shape factors may be obtained by idealizing the surface as infinitesimal planes and performing an integration over the area impinged upon by the jet.
A.2.3 Dynamic Analysis Methods to Verify Integrity and Operability A.2.3.1 General Criteria for Pipe Whip Evaluation (1) The dynamic nature of the piping thrust load shall be considered. In the absence of analytical justification to the contrary, a dynamic load factor of 2.0 may be applied in determining piping system response.
(2) Nonlinear (elasticplastic strain hardening) pipe and restraint material properties may be considered as applicable.
(3) Pipe whip shall be considered to result in unrestrained motion of the pipe along a path governed by the hinge mechanism and the direction of the vector thrust of the break force. A maximum of 180° rotation may take place about any hinge.
TECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING (EXCLUDING RE-
(4) The effect of rapid strain rate of material properties may be considered. A 10% increase in yield strength may be used to account for strain rate effects.
A.2.3.2 Main Reactor Coolant Loop Piping System The dynamic analyses applicable to the reactor coolant loop piping are discussed in Section 3.6B.
A.2.3.3 Other Piping Systems The pressure time history, jet impingement load on targets, and the thrust resulting from the blowdown of postulated ruptures in piping systems shall be determined by thermal and hydraulic analyses or a conservative simplified analyses.
In general, the loading that may result from a break in piping will be determined using either a dynamic blowdown or a conservative static blowdown analysis. The method for analyzing the interaction effects of a whipping pipe with a restraint will be one of the following:
(1) Equivalent static method (2) Lumped parameter method (3) Energy balance method.
In the cases where time history or energy balance method is not used, a conservative static analyses model will be assumed. The loading factors to be used for the static model are discussed in Section 3.6A.2.3.5.
The lumped parameter method is carried out by utilizing a lumped mass model.
Lumped mass points are interconnected by springs to take into account inertia and stiffness properties of the system. A dynamic forcing function or equivalent static loads may be applied at each hypothesized break point with unacceptable pipe whip interactions. Clearances and inelastic effects will be considered in the analyses.
The energy balance method is based on the principle of conservation of energy. The kinetic energy of the pipe generated during the first quarter cycle of movement will be assumed to be converted into equivalent strain energy, which will be distributed to the pipe or the support. The strain in the restraint shall be limited to 50% of the ultimate uniform strain.
A.2.3.4 Simplified Pipe Whip Analysis A conservative method may be used to determine for a given rupture whether pipe whip takes place. This method is based on calculation of the minimum internal forces necessary to form a plastic hinge in the pipe, and the number of hinges required for a pipe whip mechanism.
Occurrence of a pipe whip is dependent on formation of a sufficient number of hinges to develop a mechanism. Two commonly encountered examples are:
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A. Cantilever pipe with end load M ult T whip = ----------
L B. Continuous pipe supported at both ends with lateral load 1 1 T whip = 2M ult ------ + ------
L L 1 2 Where Mult = The ultimate moment Twhip = The thrust load at which pipe whip will occur.
The applied thrust load shall consider a dynamic amplification factor of 2.0 unless an analysis is performed to justify a lesser value.
A.2.3.5 Pipe Whip Restraint Design The design limits which shall be used in the design of pipe whip restraints are shown in the following table:
Type of Design Plastic Elastic Loading Combination D+L+Ta+Pa+Yr+Yj+Ym D+L+Ta+Pa+Yr+Yj+Ym Stress/strain limits 50% uniform 1.5 Sm or 1.2 Sy, Ultimate strain but not to exceed 0.7 Su Note: Earthquake and pipe rupture are not assumed to exist concurrently when evaluating the pipe whip restraints.
Where:
D = Dead load L = Live Ta = Thermal load resulting from postulated break Pa = Pressure load resulting from postulated break Yr = Pipe restraint reactions resulting from postulated break TECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING (EXCLUDING RE-
Yj = Set impingement load generated by postulated break Ym = Pipe whip impact load resulting from postulated break Sm = Design stress - intensity Sy = Yield stress Su = Ultimate tensile stress Dynamic response amplification was accounted for by multiplication of loads by appropriate dynamic factors or through use of dynamic analysis. The following dynamic load factors were used for the local structure components design.
(1) For piping system with no gaps at the restraint, a dynamic load factor of 2.0 was applied regardless of pipe size.
(2) For piping system with gaps not exceeding 1 inch at the restraint, a dynamic load factor of 3.0 may be applied.
(3) A linear interpolation for gaps between zero and 1 inch may be made. The above dynamic factors in items 1 and 2 are applicable to small line (6inch nominal diameter or less) without subsequent analyses. Items 2 and 3 may also be applied to large lines (larger than 6inch nominal diameter) providing sufficient analyses are performed to show that the dynamic factor has not been exceeded.
(4) For gaps in excess of 1 inch, dynamic load factors shall be justified by analyses.
A.2.3.6 Energy Absorbing Materials An energy absorbing material (crushable honeycomb) is sometimes used to absorb the kinetic energy of the ruptured pipe and to limit the loads on the restraint structure.
For systems where the energy balance method of analysis is used, the kinetic energy of the pipe generated during the first quarter cycle of movement will be assumed to be converted into equivalent strain energy, which will be distributed on the pipe or the support. The actual crush shall not exceed 90% of the available crush depth.
A.2.4 Guard Pipe Assembly Design Criteria Guard pipes for penetrations are classified as TVA Class K. The chemical and mechanical tests and nondestructive examinations shall be in accordance with the ASME Material Specification. Markings and certified mill tests shall be in accordance with the requirements for process pipe. All welding shall be made in accordance with ASME Code,Section III, NC4000. All girth butt welds shall be magnetic particle or liquid penetrant inspected in accordance with Appendix IX of ASME Code,Section III.
Acceptance standards shall be in accordance with NE5000.
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The guard pipe shall be designed for the same temperature and pressure as the process pipe. However, the allowable stresses shall be 90% of yield strength (0.2%
offset) at design temperature.
The guard pipe shall be designed to have its lowest natural frequency greater than 33 Hz where possible to allow the zero period acceleration to be used. Where 33 Hz is not practical, the actual frequencies expanded by 10%, shall be used in conjunction with the appropriate floor response spectra, to determine the design acceleration. The seismic loading shall be that which results from input accelerations of 1.5 g horizontal and 1 g vertical for the operating basis earthquake and twice these values for the safe shutdown earthquake.
Inservice inspections and accessibility requirements are discussed in Section 5.2.8 for ASME Class 1 systems. Section 6.6 for ASME Class 2 and 3 systems and Section 3.8.2.7.9 for ASME Class MC and metallic liners of Class CC components.
Penetration assemblies to be used for piping penetrations of containment areas are discussed in Section 3.8.2.
If circumferential ruptures or longitudinal splits are postulated in the process pipe (in accordance with section 3.6A.2.1.2) at locations enclosed by the guard pile, the guard pipe shall be capable of mitigating the consequences of the break. If no circumferential ruptures or longitudinal splits are postulated in the process pipe, arbitrary throughwall leakage cracks shall be assumed and the guard pipe shall be capable of mitigating the consequences of the cracks.
A.2.5 Summary of Dynamic Analysis Results A letter from J. E. Gilleland to Mr. Giambusso dated May 16, 1974, submitted CEB Report No. 7222, "Evaluation of the Effects of Postulated Pipe Failures Outside of Containment for the Sequoyah Nuclear Plant Units 1 and 2." In this letter it was stated that this report is also applicable to the Watts Bar Nuclear Plant and upon completion of the Watts Bar piping outside the containment, any differences between the Sequoyah and Watts Bar designs would be addressed in the Watts Bar FSAR. The major differences between the Watts Bar and Sequoyah designs outside containment are the main steam and feedwater routing in the open bay area of the Control Building.
A.2.5.1 Stress Summary and Isometrics - Inside Containment The stress summary for each of the postulated break locations for the following systems larger than 4 inches in nominal size are presented in Tables 3.6-1 through 3.6-6; Table No. System Description 3.6-1 Main Steam Lines 3.6-2 Main Feedwater Lines TECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING (EXCLUDING RE-
3.6-3 Auxiliary Feedwater Steam Supply Lines 3.6-4 SI Cold Leg Injection 3.6-5 RHR/SI Hot Leg Recirculation, Loop 4 3.6-6 SI Hot Leg Recirculation, Loops 1,2, and 3 Isometrics showing break type locations, protective device locations and constrained directions of the above systems are presented in Figures 3.6-2 through 3.6-17.
The stress summaries and isometrics reflect analysis current at the time of initial submittal and are representative results.
A.2.5.2 Summary of Protection Requirements and Isometrics Outside Containment A summary of protection requirements including break types and locations for main steam and main feedwater lines are presented in Tables 3.6-9 and 3.6-10, respectively. Isometrics showing break types, locations. protective device locations and constrained directions for these lines are shown in Figures 3.6-21 through 3.6-24.
The summary of protection requirements are based upon analysis current at the time of initial submittal and are representative results.
B PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING B.1 Break Locations And Dynamic Effects Associated With Postulated Primary Loop Pipe Rupture The dynamic effects of postulated double-ended pipe ruptures in the reactor coolant loop piping have been eliminated from the design basis of the Watts Bar Nuclear Plant by the application of leak before break technology in accordance with the final rule change to General Design Criterion 4 (Reference 12). Authorization for their elimination is provided in Reference [6] and is based on fracture mechanics analysis results presented in References [7] and [8].
The plant design bases will be revised in several areas to take advantage of the elimination of reactor coolant loop (RCL) pipe breaks. The applicable portions of this safety analysis report will be revised accordingly. The protective measures taken to mitigate the dynamic effects of these breaks remain in place. However, these protective devices no longer perform a pipe whip restraint function.
In other areas, design basis analyses have been conducted based on the original postulated double-ended breaks. Even with the elimination of these dynamic effects,
-24 PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING
these analyses continue to demonstrate the adequacy and acceptability of the plant design. These analyses shall remain the analyses of record unless indicated otherwise in this safety analysis report.
Leak-before-break has also been applied to the pressurizer surge line as discussed in Section 3.6A.2.1.5.
Any future applications of, or relief taken based on leak before break technology will be addressed on a case-by-case basis in a future update to this document.
As stipulated in the final rule change to GDC-4, a non-mechanistic double-ended rupture of the largest pipe in the reactor coolant system is still postulated for the purposes of containment design, ECCS design, and environmental qualification of electrical and mechanical equipment.
Previously postulated breaks in branch lines (except the pressurizer surge line) attached to the reactor coolant loops remain unaffected.
A.2 Analytical Methods to Define Forcing Function and Response Models The reactor coolant loop breaks used in determining the forcing functions (discussed below) and in calculating the resulting hydraulic transients and loadings have been eliminated as noted in Section 3.6B.1. However, these analyses envelope the effects of any remaining breaks, e.g., in branch lines at the loop attachment points, and as such continue to demonstrate the adequacy of the design for these loadings.
Following is a summary of the methods used to determine the dynamic response of the reactor coolant loop associated with postulated pipe breaks in the loop piping. Detailed descriptions of the methods are given in Reference [1].
In order to determine the thrust and reactive force loads to be applied to the reactor coolant loop during the postulated loss of coolant accident (LOCA), it is necessary to have a detailed description of the hydraulic transient.
Hydraulic forcing functions are calculated for the ruptured and intact reactor coolant loops as a result of a postulated LOCA. These forces result from the transient flow and pressure histories in the reactor coolant system. The calculation is performed in two steps. The first step is to calculate the transient pressure, mass flow rates, and thermodynamic properties as a function of time. The second step uses the results obtained from the hydraulic analysis, along with input of areas and direction coordinates and calculates the time history of forces at appropriate locations in the reactor coolant loops.
The hydraulic model represents the behavior of the coolant fluid within the entire reactor coolant system. Key parameters calculated by the hydraulic model are pressure, mass flow rate, and density. These are supplied to the thrust calculation, together with appropriate plant layout information to determine the time dependent loads exerted by the fluid on the loops. In evaluating the hydraulic forcing functions during a postulated LOCA, the pressure and momentum flux terms are dominant. The TECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6B-25
inertia and gravitational terms are taken into account in evaluation of the local fluid conditions in the hydraulic model.
The blowdown hydraulic analysis is required to provide the basic information concerning the dynamic behavior of the reactor core environment for the loop forces, reactor kinetics and core cooling analysis. This requires the ability to predict the flow, quality, and pressure of the fluid through out the reactor system. The SATANV Code[3]
was developed with a capability to provide this information.
The SATANV Code performs a comprehensive spacetime dependent analysis of a LOCA and is designed to treat all phases of the blowdown. The stages are: 1) a subcooled stage where the rapidly changing pressure gradients in the subcooled fluid exert an influence upon the reactor coolant system internals and support structures, 2) a two-phase depressurization stage, and 3) the saturated stage.
The code employs a one dimensional analysis in which the entire reactor coolant system is divided into control volumes. The fluid properties are considered uniform and thermodynamic equilibrium is assumed in each element. Pump characteristics, pump coastdown and cavitation, core and steam generator heat transfer including the W3 DNB correlation in addition to the reactor kinetics are incorporated in the code.
The STHRUST computer program was developed to compute the transient (blowdown) hydraulic loads resulting from a LOCA.
The blowdown hydraulic loads on primary loop components are computed from the equation.
2 m*
F = 144A ( P - 14.7 ) + ------------------------
g Am 2 144 Which includes both the static and dynamic effects. The symbols and units are:
F = Force, lbf A = Actual calculated break flow area, Ft2 P = System pressure, psia m = Mass flow rate, lbm/sec
= Density, lbm/ft3 g = Gravitational constant = 32.174 ft/sec2 A = Mass flow area, ft2
-26 PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING
In the model to compute forcing functions, the reactor coolant loop system is represented by a similar model as employed in the blowdown analysis. The entire loop layout is described in a coordinate system. Each node is fully described by: 1) blowdown hydraulic information, and 2) the orientation of the streamlines of the force nodes in the system, which includes flow areas, and projection coefficients along the three axes of the global coordinate system. Each node is modeled as a separate control volume with one or two flow apertures associated with it. Two apertures are used to simulate a change in flow direction and area. Each force is divided into its x, y, and z components using the projection coefficients. The force components are then summed over the total number of apertures in any one node to give a total x force, total y force, and total z force. These thrust forces serve as input to the piping/restraint dynamic analysis.
The STHRUST Code is described in Reference [3].
B.3 Dynamic Analysis of the Reactor Coolant Loop Piping Equipment Supports and Pipe Whip Restraints The dynamic analysis of the reactor coolant loop piping for the LOCA loadings is described in Section 5.2.1.10.
Section 5.2 defines the loading combinations, associated with the reactor piping systems, considered to assure the integrity of vital components and engineered safety features.
REFERENCES (1) 'Pipe Breaks for the LOCA Analysis of the Westinghouse Primary Coolant Loop,' WCAP-8082-P-A (Proprietary) and WCAP-8172-A (Non-Proprietary),
January 1975.
(2) Deleted (3) 'Documentation of Selected Westinghouse Structural Analysis Computer Codes,' WCAP8252, Revision 1, May 1977.
(4) 'Relaxation in Arbitrary Intermediate Pipe Rupture Requirements', NRC Generic Letter 87-11, June 19, 1987.
(5) 'Two Phase Jet Loads' NUREG/CR-2913, January 1983.
(6) NRC Letter to TVA, dated May 17, 1990.
(7) TVA Letter to NRC dated April 17, 1989, "Elimination of Primary Loop Pipe Breaks".
TECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING 3.6B-27
(8) "Technical Justification For Eliminating Large Primary Loop Pipe Rupture As The Structural Design Basis For Watts Bar Units 1 & 2", WCAP- 11984 (Non-Proprietary) and WCAP-11985 (Proprietary), November 1988.
(9) NRC letter to TVA, dated April 28, 1993, "Leak-Before-Break Evaluation of the Pressurizer Surge Line".
(10) TVA Letter to the NRC dated June 22, 1992 transmitting enclosures, "Technical Justification for Eliminating Pressurizer Surge Line Rupture as the Structural Design Basis for WBN Units 1 and 2", WCAP-12773 (proprietary) and WCAP-12774 (nonproprietary), both dated December 1990.
(11) TVA letter to the NRC dated March 26, 1993 transmitting supplemental information to the reference 10 letter.
(12) Federal Register, Volume 52, Number 207, October 27, 1987, 41288.
This page has been added to ensure accuracy of revision bar locations
-28 PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING
SEISMIC DESIGN The original analyses of Category I structures were performed using methodologies that were prevalent prior to issuance of the Standard Review Plan (SRP) (NUREG-0800, Rev. 1.) Throughout this section, the bases for these analyses are called the "Original Seismic Analysis Criteria" and analysis results (Amplified Response Spectra (ARS), forces, displacements, etc.) using these criteria are termed Set A. The plant's design basis is Set A criteria.
As a result of various seismic analysis issues identified during 1987-1989, reanalysis of some structures was necessary. The intent of the reanalysis was to demonstrate, by addressing these issues, the seismic design adequacy of structures, systems and components. Evaluations of the adequacy of existing hardware are based on SRP compatible criteria and current practices. This criteria, called the "Evaluation Seismic Analysis Criteria," includes the Site Specific Response Spectra (SSRS) developed for WBN, three-dimensional seismic models, and SRP compatible damping values.
Evaluation criteria analysis results are termed Set B criteria.
In order to develop seismic input for future designs and modifications of existing designs, the Category I structures analyzed for Set B criteria were also reanalyzed using the original criteria with current modeling techniques, including soil-structure interaction. These analyses results are termed Set C.
The SRP 1981, Revision 1 formed the basis for Set B and Set C analyses, updated to the provisions of SRP, 1989, Revision 2. Specific evaluations were performed for the following:
(a) The requirement of varying the soil shear modulus by +100%, -50%
from the best-estimate (mean), and the best estimate soil shear modulus.
(b) The limitation of hysteretic soil damping ratio to the maximum of 15%.
The seismic responses (ARS, accelerations, displacements, forces, and moments) defined by the envelope of Set B and Set C (Set B+C) are for use in new designs and modifications. All new designs and modifications initiated after October 1, 1989, are based on Set B+C responses.
Underground electrical conduit banks were evaluated using Set B criteria. Conduit banks were reevaluated because the original seismic analysis was not retrievable, and the design criteria had been revised to incorporate the design requirement to consider axial loads in the analysis of conduit banks. Set B and Set C analysis were not performed for the Waste Packaging Area, (WPA), and Condensate Demineralizer Waste Evaporator Structure, (CDWE), since these two structures do not house any safety-related systems and components. Furthermore, Set B and Set C analyses were not performed for the essential raw cooling water system (ERCW) retaining walls, miscellaneous yard structures and Class 1E electrical system manholes and handholes because the seismic design input for these features is the ground motion; MIC DESIGN 3.7-1
thus, the generation of ARS are not necessary, and there are no outstanding issues which necessitate a reevaluation. If a reevaluation of such features to resolve CAQ's etc., is required, Set B ground motion will be used in the reevaluation.
.1 Seismic Input
.1.1 Ground Response Spectra Vibratory ground motions are defined by two sets of site seismic design response spectra: the Modified Newmark Ground Response Spectra or Original Site Design Response Spectra for Set A and Set C analyses and the Site Specific Ground Response Spectra for Set B (Evaluation) analyses.
.1.1.1 Original Site Ground Response Spectra (Set A and Set C)
The original site seismic design response spectra which define the vibratory ground motion of the Operating Basis Earthquake (OBE) and the Safe Shutdown Earthquake (SSE) for rock-supported structures are shown in Figures 2.5-236a and 2.5-236b. The maximum rock acceleration for the SSE is 0.18g for horizontal motion and 0.12g for vertical motion. The OBE is equal to one-half the SSE, as outlined in Section 2.5.2.7, with maximum horizontal and vertical rock accelerations of 0.09g and 0.06g, respectively.
.1.1.2 Site Specific Ground Response Spectra (Set B)
Seismic input motions for the evaluation of existing structures, systems, and components are defined by the top-of-rock SSRS shown in Figures 3.7-4a through 3.7-4r. Peak SSE and OBE top-of-rock accelerations are 0.215g (horizontal SSE), 0.15g (vertical SSE), 0.09g (horizontal OBE), and 0.06g (vertical OBE).
.1.2 Design Time Histories
.1.2.1 Time Histories for Original Site Ground Response Spectra (Set A and Set C)
For time history analyses, four artificial acceleration time histories were developed so that the response spectra produced by the arithmetic average of the response spectra of each individual record envelope the site seismic design response spectra. Figures 3.7-1 through 3.7-4 show the comparison, for the various damping ratios, of these averaged response spectra and the site seismic design response spectra for the SSE.
Table 3.7-1 lists the system period intervals at which the response spectra are calculated.
.1.2.2 Time Histories for Site Specific Ground Response Spectra (Set B)
Set B analyses utilize three statistically independent acceleration time histories. The response spectra for these three statistically independent time histories are shown in Figures 3.7-4a through 3.7-4r. These time histories satisfy the SRP design spectra enveloping requirements.
SEISMIC DESIGN
The power spectral density function (PSDF) enveloping criteria of NUREG/CR-5347 were used to ensure adequate energy content of the artifical time histories. The PSDF enveloping criteria are that the PSDFs of artificial time histories whose response spectra envelope the 84th-percentile target response spectra should generally envelope the "minimum required" target PSDF for the corresponding non-exceedance probability level to ensure adequate motion energy contents of artificial time histories.
The minimum required target PSDF is defined as the 80% of the target PSDF. The minimum required horizontal and vertical 84th-percentile target PSDFs for the Watts Bar site-specific ground motions were calculated and compared with the corresponding PSDFs of the artificial time histories as shown in Figures 3.7-4s, 3.7-4t, and 3.7-4u.
As can be seen from Figures 3.7-4s and 3.7-4t, the PSDFs of the horizontal artificial time histories envelope the corresponding minimum required 84th-percentile target PSDFs in the frequency range of 0.7 cps to 25 cps. The PSDF of the artificial time history H2 dip slightly below the horizontal minimum required 84th-percentile target PSDF in the small frequency range of 0.5 cps to 0.7 cps. This slight dip is considered inconsequential because the response spectral values of H2 time history envelope the site-specific response spectra in this frequency range and no structural frequencies of Category I structures exist in this low frequency range. Thus, the horizontal SSRS-compatible artificial time histories have adequate motion energy contents and their PSDFs satisfy the PSDF enveloping criteria proposed in NUREG/CR-5347 in the frequency range of 0.7 cps to 25 cps.
Similarly, as can be seen from Figure 3.7-4u, the PSDF of the vertical artificial time history envelope the corresponding minimum required, 84th-percentile target PSDF in the frequency range from 1.6 to 25 cps. The PSDF of the artificial time history has very slight dips below the vertical minimum required 84th-percentile target PSDF in the small frequency ranges of 0.40 to 0.42 cps, and 1.2 to 1.6 cps. These slight dips are considered inconsequential because the response spectral values of the vertical time history envelope the site-specific response spectra in these frequency ranges and no structural frequencies of Category I structure exist in this low frequency range. Thus, the vertical SSRS-compatible artificial time history has adequate motion energy contents and its PSDF satisfy the PSDF enveloping criteria proposed in NUREG/CR-5347 in the frequency range of 1.6 to 25 cps.
.1.3 Critical Damping Values The specific percentages of critical damping values used for Category I structures, systems, and components are provided in Table 3.7-2 for Sets A, B, and C.
.1.4 Supporting Media for Seismic Category I Structures A complete description of the supporting media for each Seismic Category I structure is provided in Section 2.5.4. Pertinent data concerning the supporting media for Set A, B, and C analyses of each Seismic Category I structure is also given in Table 3.7-3.
.2 Seismic System Analysis This section describes the seismic analysis performed for Category I structures.
MIC DESIGN 3.7-3
.2.1 Seismic Analysis Methods The seismic methods of analysis used for the Category I structures listed in Section 3.2.1 are described in the following sections.
.2.1.1 Category I Rock-Supported Structures - Original Analyses (Set A)
The seismic analyses of Category I structures were based upon dynamic analyses using the lumped mass normal mode method with idealized mathematical models. The inertial properties of the models were characterized by the mass, eccentricity, and mass moment of inertia of each mass point. Mass points were located at floor slabs, changes in geometry, and at intermediate points to adequately model the structure.
The stiffness properties were characterized by the moment of inertia, area, shear shape factor, torsion constant, Young's modulus, and shear modulus. Significant modes of vibration were considered in determining the total response. For structures with built-in asymmetry and open structures which have low torsional resistance, coupled translation and torsion were included in the dynamic analyses. Torsional effects for the closed structures with small eccentricities have insignificant effect on the responses. To demonstrate this, a dynamic analysis study of the steel containment vessel, including an accidental eccentricity of 5% of the diameter, showed that the induced torsion had a negligible effect on the acceleration response spectra.
Structural response was calculated in both the east-west and north-south directions except where symmetry justifies analyses in one direction. The effect of the vertical component of earthquake motions on the structural response was included.
For structures surrounded by soil, the effect of the soil stiffness on the structural response was determined by replacing the soil with springs of equivalent stiffness.
Due to seismic motion, the soil pressure against structures was increased above the static soil pressure. The magnitude of this increase was determined by using the shaking table experiments performed for the design of TVA's Kentucky Hydro Project
[1]. For a ground acceleration of 0.18g the static soil pressure was increased by 46%
for a dry fill and 22% for a saturated fill. This incremental increase was combined with the static pressure as a triangle of pressure whose apex is at the rock surface and maximum ordinate is at the ground surface. In addition to the soil pressure increase as described above for a saturated fill, the hydrostatic pressure of water within the fill was increased 22%. This incremental increase was combined with the static water pressure as a triangle of pressure whose apex is at the water surface and maximum ordinate is at the rock surface or bottom of structure. Calculations using the shaking table experiment results have been confirmed using information in Reference [2]. A more detailed description of the seismic analyses of Category I rock-supported structures is discussed below.
The in situ measured shear wave velocity of the bedrock upon which the structures are founded has an average value of 5,900 feet per second (Section 2.5.4.8). Therefore, the effect of structure-foundation interaction was investigated for the major structures.
The results of the investigation are discussed below as one of the parameters associated with the analysis of those structures.
SEISMIC DESIGN
The structural response was computed using the response spectrum modal analysis method. The techniques used to account for the three components of motion and the method of combining modal responses when computing the structural response of a structure are explained in Sections 3.7.2.6 and 3.7.2.7, respectively.
Response spectra were produced by the time history-modal analysis method using the four artificial accelerograms discussed in Section 3.7.1.2 and the techniques of Sections 3.7.2.5 and 3.7.2.9.
When torsion is considered, accelerations and deflections were calculated at the farthest points on the structure from the shear center, on the axis perpendicular to the direction of motion. The moment and shear due to earthquake motion were used in combination with other appropriate loads to determine overturning moments.
The response was calculated for both the OBE and the SSE, except when the same percentages of critical structural damping were specified for both earthquake levels, in which case the response was calculated for the OBE only (the SSE results are twice the OBE results). For applicable stress criteria, see Section 3.8.
The damping ratios used in the dynamic analyses of the structures are given in Table 3.7-2.
To ensure that the results of the seismic analysis of the structures were used in the design, the analyses became part of the nuclear plant design criteria and were submitted to the design sections responsible for design and to the principal engineer.
For more detailed procedures and criteria of design control measures, see Section 3.8.
Shield Building Two separate, distinct analyses were performed on the reinforced concrete structure to determine the response of the structure to horizontal motion when modeled as a cantilever beam and the response of the dome to vertical motion when modeled as a shell.
The Watts Bar Shield Building is identical to the Shield Building at TVA's Sequoyah Nuclear Plant. The building has been assumed to have identical structural properties in both the east-west and north-south directions. A sketch of the lumped mass model is shown in Figure 3.7-5 and the structural properties are listed in Table 3.7-4. The dome was considered a rigid body and its weight added at mass point 25. The dynamic analyses in both the horizontal and vertical directions was done by the normal mode response spectrum method. Although no structural eccentricities exist in the building, an accidental eccentricity of 5% of the diameter was assumed in the design.
Periods for the normal modes of vibration are listed in Table 3.7-5.
Since torsion is considered, the maximum structural accelerations and deflections will not occur at the center of mass but rather at the point on the structure farthest from the shear center. For the Shield Building the shear center is located at the geometric center. Accordingly, all structural accelerations and deflections as well as the floor response spectra have been computed at a point located on the shell wall. Structural MIC DESIGN 3.7-5
responses were calculated for both the OBE and SSE using structural damping of 2 and 5 percent, respectively.
Foundation-structure interaction studies were performed to determine the response characteristics of the Shield Building steel containment-interior concrete system to rocking-type motion. These analyses were performed considering lumped-mass models of the structure coupled with foundation springs. These springs were calculated as detailed by Whitman[3]. The results of these investigations indicated that the Shield Building accelerations would increase by less than 15% compared to the accelerations of a rigid base, single structure system. As a result, all spectra used to compute structural response and all accelerograms used to compute floor response spectra were multiplied by a factor of 1.15. The site response spectra for structures without rocking have previously been shown in Figures 2.5-236a and 2.5-236b. The effects of the soil which partially surround the building were investigated for the Sequoyah Nuclear Plant[4] and the effects are negligible.
Floor response spectra were computed for four individual artificial earthquakes (increased in amplitude by 15%) and the result found by taking the arithmetic mean of the four analyses. Spectra were computed for damping ratios of 0.005, 0.01, and 0.02 for the OBE and 0.005, 0.01, 0.02, 0.030, 0.040, and 0.050 for the SSE. Vertical modes of vibration were calculated for comparison with the results for the dome as a shell.
The rigid-body simulation of the dome as performed in the analysis of the cantilever beam model does not provide an accurate representation of the response of the dome to vertical earthquake excitation. Thus, an analogy was developed using shell theory to determine the earthquake moments and forces in the dome.
Figure 3.7-6 illustrates the logic performed in the analysis. The shell model is shown in Figure 3.7-7.
A flexibility matrix was developed using the shell model and the analysis performed using the response spectrum modal analysis techniques. The modes involving primarily deformation of the cylinder as computed in this analysis (modes 1 and 5) compare favorably with modes 1 and 2 of the vertical lumped mass cantilever beam analysis as shown in Table 3.7-5 (periods agree within 3%). Modes 2, 3, and 4 are primarily modes of vibration involving the dome. Also, the total meridional force at the base of the building as calculated by this method compares closely with the total force at the base in the cantilever beam analysis. This indicated the appropriateness of the analogy.
The structural response for the shell model was calculated for both the OBE and the SSE using structural damping of 2% and 5%, respectively.
Interior Concrete Structure The idealized lumped mass model of the reinforced concrete structure used in the dynamic earthquake analysis is shown in Figure 3.7-8. Element properties are given in Table 3.7-6 and mass point properties in Table 3.7-7. The foundation structure interaction analysis of the Shield Building interior concrete-steel containment system discussed above for the Shield Building analysis revealed no significant change in the SEISMIC DESIGN
response of the interior concrete structure as compared to the response assuming a fixed base. Therefore, the dynamic analysis was performed using a fixed base model.
The dynamic earthquake analysis was performed by the response spectrum modal analysis technique. The results were computed for both the OBE and SSE conditions with structural damping of 2% and 5% respectively. The effects of torsion and longitudinal motion were considered. Periods for the normal modes of vibrations are listed in Table 3.7-8.
Response spectra were produced for damping values of 0.005, 0.01, and 0.02 for the OBE at mass points 1, 2, 3, 4, 6, 8, 10, 12, 13, and 14 for motion in both the east-west and north-south directions. Response spectra for vertical motion were obtained at ground and at mass point 14, and linear interpolation (Section 3.7.2.5) was used to produce vertical spectra at intermediate mass points. Response spectra were produced for damping values of 0.005, 0.010, 0.020, 0.050, 0.100, and 0.150 for the SSE at mass points 3, 5, 6, 8, 9, 10, 11, and 14 for motion in both the east-west and north-south directions. Response spectra for vertical motion were produced at mass point 14 and ground. Linear interpolation (see Section 3.7.2.5) was used to obtain vertical response spectra at intermediate points.
Auxiliary/Control Building The idealized lumped mass model of the reinforced concrete structure is shown in Figure 3.7-9. Foundation-structure interaction was investigated by using a lumped mass-rock spring model, as discussed in Section 3.7.2.4. The results verified that a fixed base analysis may be used with no loss in accuracy. The dynamic analysis was performed by the response spectrum modal analysis technique. The results were computed for the OBE condition, and results for the SSE were obtained by doubling the values from the OBE. Element properties for the fixed base model are given in Table 3.7-9 and mass point properties in Table 3.7-10. Contributory weights to account for the soil contained within the wing walls at the north end of the structure were included in the total weights of the appropriate mass points. The effects of torsion and longitudinal motion were considered. Periods for the normal modes of vibrations are listed in Table 3.7-11.
Steel Containment Vessel The containment vessel dynamic seismic analyses were performed using a lumped mass beam model. Structural and equipment masses were included, and structural properties were computed by hand calculations. The beam model and its properties are shown in Figure 3.7-7B.
Maximum overturning moments, shears, deflections, and shell stresses were computed by the response spectrum method. The site seismic design response spectra for 1% damping described in Sections 2.5.2.6 and 2.5.2.7 were utilized. The analyses were performed by CBI proprietary computer program 1017 described in Appendix 3.8C. Total response was computed by taking the absolute sum of modal responses.
MIC DESIGN 3.7-7
A time-history analysis using the model in Figure 3.7-7B was performed in order to develop response spectra for equipment attached to the containment vessel. Four artificial earthquakes having an averaged response spectrum greater than the design response spectrum provided the seismic input. Using each of the artificial earthquakes individually, the beam model was analyzed and histories of acceleration were generated. For each of the acceleration histories, response spectra for various mass points and values of assumed damping were generated. The design spectra were the envelopes of the spectra generated from the four earthquakes and were used to design the vessel and the vessel's appurtenances in the scope of CBI, the vessel designer, fabricator, and erector. These calculations were performed by CBI computer programs 1017, 1044, and 1668, all of which are described in Appendix 3.8C.
As part of the review process and to provide response spectra for the design of equipment, piping and subsystems attached to and or supported by the containment vessel not supplied by the CBI, TVA performed an independent dynamic seismic analysis of the containment vessel. The ground motion input used to generate the floor response spectra consisted of the same four accelerograms of artificial earthquakes used by CBI.
The containment was idealized as a beam-type model consisting of lumped masses connected by massless elastic members. This lumped mass model is shown in Figure 3.7-7C. The element properties and inertial properties which were used in the analysis are shown in Table 3.7-5A and Table 3.7-5B, respectively.
North Steam Valve Room The idealized lumped mass model of the reinforced concrete structure is shown in Figure 3.7-10. The structure is founded on bedrock and partially imbedded in soil. The effect of the soil restraint on the seismic response of the structure was included in the lumped mass model as soil spring restraints. The soil springs were calculated in accordance with the methodology given in Section 3.7.2.1.3. Element properties are shown in Table 3.7-12 and mass point properties in Table 3.7-13.
The dynamic analysis was performed using the response spectrum modal analysis technique. Response spectra were produced for selected elevations within the structure by the time history modal analysis method. Results were computed for the OBE with results for the SSE obtained by doubling those for the OBE. The frequencies for those modes considered important to the response of the structure are listed in Table 3.7-14.
Essential Raw Cooling Water Intake Pumping Station The idealized lumped mass model of the reinforced concrete structure used in the analysis is shown in Figure 3.7-11. The dynamic analysis was performed by the response spectrum modal analysis technique. The results were computed for both the OBE and SSE with an assumed structural damping of 5% for each earthquake.
Element properties are given in Table 3.7-15 and mass point properties in Table 3.7-16. The effects of torsion and soil restraint were considered. Periods for normal modes of vibration are listed in Table 3.7-17.
SEISMIC DESIGN
In addition, the effect on the building response of various water levels inside the pump wells was studied. The results of this study showed that the natural period of vibration was affected by variations in water level. Therefore, the structural responses used for design were those for the "worst-case" conditions. The amplitude of the response spectra peaks was not significantly affected by the water level variations. Only the location of the peak changed as the natural periods changed in response to water level variations. Accordingly, the response spectra peaks were broadened to account for the range of variations in natural period.
The response spectra for horizontal motion were produced for damping ratios of 0.005, 0.01, and 0.02 for both the OBE and SSE at mass points 6, 7, 8, and 10. Response spectra for vertical motion were produced for the base and mass points 8 and 10.
Vertical spectra for intermediate mass points were developed using linear interpolation, as outlined in Section 3.7.2.5.
Essential Raw Cooling Water Intake Pumping Station-Retaining Walls The reinforced concrete retaining walls were designed as a rigid structure subjected to the top of rock acceleration. Dynamic soil pressures on the retaining wall was determined in accordance with Reference [1].
.2.1.2 Category I Rock - Supported Structures - Evaluation and New Design or Modification Analyses (Set B and Set B+C)
Analysis methodologies used in the original analyses (Set A) of Category I rock-supported structures were used in Evaluation (Set B) and New Design/Modification (Set B plus Set C) analyses except as noted in the remainder of this subsection. These exceptions provide for a seismic modeling approach which is consistent with current SRP Subsection 3.7.2 (NUREG 0800, Rev. 1) requirements.
Structures were represented as three-dimensional lumped mass stick models in the analyses except when coupling effects from omitted degrees of freedom were not significant. Actual centers of rigidity and actual mass eccentricities were modeled.
Sufficient number of modes were included in the response to assure participation of at least 90% of the total mass. The simultaneous effects of three components of seismic input were considered by combining the co-directional responses resulting from the three components of input either by algebraic summation (for simultaneous inputs) or by the square-root-of-the-sum-of-squares (SRSS) method. For design of structural elements, calculated seismic torsional moments were increased to account for accidental torsion. This increase is determined by multiplying the story shear force by the accidental eccentricity (defined as + 5% of the structure dimension perpendicular to the direction of excitation.)
Rock-supported structures (ACB, IPS) were modeled as fixed base structures except where rock-structure interaction (Reactor Building) or structure-surrounding soil interaction (NSVR) effects were important. In these cases, three-dimensional finite element analysis was used to account for the interaction effects. The analyses were based on a foundation rock shear wave velocity of 5900 fps (Section 2.5.4.8). For rock-supported structures deeply embedded in soil, the effect of soil-structure MIC DESIGN 3.7-9
interaction was considered and, where significant, included in the analysis model. The soil stiffness was determined as discussed in Subsection 3.7.2.1.4.
Structural damping values used in Set B and Set C analyses are given in Table 3.7-2.
Where necessary, element associated damping was converted to modal damping using the strain energy composite modal damping approach.
Reactor Building Rock-Structure Interaction Analysis The Reactor Building consists of the Shield Building (SB), Steel Containment Vessel (SCV), and interior concrete structure (ICS) including the NSSS piping, equipment, and components. The Set B and Set C Reactor Building model is a three branch, three dimensional (3-D) lumped mass model with branches representing the ICS, SB, and SCV. The ICS model was developed from a finite element analyses whereas the SB and SCV models were Set A models updated to include, in the vertical model, the fundamental vertical drumming mode of the dome for each of these structures. The ICS model used for the analyses also includes the NSSS model for Unit 1.
The Reactor Building is partially embedded in soils below the finished grade at Elevation 728.0 and in foundation rock below Elevation 702.78. In order to take into account the embedment effect on seismic responses, rock-structure interaction analyses were performed for the Reactor Building using the 3-D SSI analysis-computer program SASSI.
For the seismic response analysis, the input ground motion input was prescribed at the surface of the rock foundation (Elevation 702.78). This is the elevation of the top of the Reactor Building basemat where base fixity was provided for the structural models used in the original design basis seismic analysis (Set A). For rock-structure interaction analyses, the structural models for SB, SCV, and ICS were coupled together through the common Reactor Building basemat. The embedment of the Reactor Building basemat in the rock foundation was considered.
Using the SASSI computer program, time history response analyses for the Reactor Building were performed in the frequency domain using the Fast Fourier Transform (FFT) method.
The Set B and Set C dynamic model for the axisymmetric Shield Building structure is represented by a 3-D lumped mass single stick (Figure 3.7-5A) having the center of mass coincident with the center of rigidity for each lumped mass elevation. The model consists of 25 lumped masses interconnected with 25 elastic beam elements and a single-degree-of-freedom (SDOF) system located at the dome spring line elevation (Elevation 852.0) for simulating the fundamental vertical drumming mode of the dome.
Except for the vertical SDOF system for the dome and the concrete modulus, the model configuration, lumped masses, and elastic beam element properties are the same as those used in the original design basis seismic analyses (Set A analysis). The vertical SDOF system for representing the fundamental vertical drumming mode of the dome was developed by matching the frequency and effective modal mass of the 0 SEISMIC DESIGN
SDOF system with those of the fundamental vertical drumming mode of the dome obtained from a separate finite element modal analysis for the dome. The model geometry, lumped masses, and elastic beam element properties for SB used for Set B and Set C analyses are summarized in Table 3.7-4A.
Interior Concrete Structure (ICS)
The ICS consists of a complex assemblage of curved walls, columns and slabs which have some cross sections with significant asymmetry. In order to develop a seismic model, static, 3-D, finite element analyses were performed to determine the equivalent beam properties that simulate the seismic responses of the ICS. Consistency of equivalent stick model properties and response transfer functions with those of the finite element model demonstrated the adequacy of the 3-D equivalent stick model.
Since the equivalent beam model results in center-of-rigidity locations for axial and bending deformations different from those for shear and torsional deformations, the 3-D stick model for the ICS was represented by a combination of two sticks. One stick consists of elements with only axial areas of the structure located at the centers of rigidity for axial and bending deformations and another stick consists of elements with all other beam element properties, except the axial area, located at the centers of rigidity for shear and torsional deformations. The final configuration of the 3-D stick model for the ICS is shown in Figures 3.7-8A and 3.7-8B.
Mass and member element properties are summarized in Tables 3.7-6A and 3.7-6B.
Mass properties are unchanged from those of the original analysis (See Table 3.7-7).
Steel Containment Vessel (SCV)
The dynamic model for the SCV Set B and Set C analyses is represented by a 3-D lumped mass, concentric single stick model as shown in Figure 3.7-7A. The model consists of 23 lumped masses interconnected with 23 elastic beam elements and a vertical SDOF system located at the dome spring line elevation (Elevation 814.5) to represent the fundamental vertical mode of the dome. Mass and member element properties are defined in Table 3.7-5C. Except for the mass eccentricities and the SDOF vertical model, the model configuration, lumped masses, and elastic beam element properties are the same as those used in the original (Set A) design basis seismic analyses described in Section 3.7.2.1.1. During the analysis of Set B and Set C, it was determined that the 5% accidental eccentricity will yield much higher eccentric responses than from the actual eccentricities which were used in Set A analysis.
Therefore, the actual eccentricities were neglected in Set B and Set C analyses.
However, 5% accidental eccentricity was used to calculate torsional moments. The SDOF vertical dome model for SCV was developed by matching the frequency and effective modal mass of the SDOF system with those of the fundamental vertical mode of the dome obtained from a separate finite element modal analysis.
MIC DESIGN 3.7-11
Nuclear Steam Supply System (NSSS) Components For Set B and Set C analyses, the dynamic model for the NSSS components is coupled with the Interior Concrete Structure (ICS) model, and the coupled model is used for seismic response analyses. The dynamic model for the NSSS components included in the coupled model for the ICS consists of the models for the Reactor Pressure Vessel (RPV), four primary reactor coolant loop piping (hot legs, cold legs, and cross-over legs), the steam generator (SG), and the reactor coolant pump (RCP) associated with each loop, as shown in Figures 3.7-8C through 3.7-8G. In coupling the NSSS model to the ICS stick model, the RCL attachment points are connected to the ICS model at the appropriate elevations of the attachment points through rigid links.
The dynamic model data for the NSSS components are obtained from Westinghouse Electric Corporation.
Due to the presence of gaps and tension-only tie rods at the NSSS supports, these supports exhibit nonlinear behavior under dynamic loading conditions. For the purpose of linear response analysis, four linearized NSSS analysis cases, each with a unique set of linearized NSSS support stiffness, are used to represent the nonlinear behavior under various dynamic loading conditions. For each NSSS analysis case, a specific set of NSSS supports with their specified orientations are activated for a particular loading condition and linear support stiffnesses are developed and provided by Westinghouse Electric Corporation to represent the active supports for application to the particular analysis case.
The final acceleration response spectra and movements values are the envelope values resulting from the different NSSS cases. Furthermore, the ARS and movement values at the corresponding locations of the four loops are enveloped to obtain the enveloped ARS and movements applicable to all four loops.
The original design basis (Set A) seismic analysis of the NSSS components which was performed by Westinghouse is discussed in Section 5.2.10.2.
Auxiliary Control Building (ACB)
The Set B and Set C three-dimensional lumped parameter fixed-base model of the Auxiliary Control Building is shown in Figure 3.7-9A. The centers of mass and centers of rigidity were modeled at their actual geometric locations as defined in Table 3.7-9A.
The element properties and masses are unchanged from the original analysis, except for the concrete shear modulus, and are listed in Tables 3.7-9 and 3.7-10.
The dynamic analysis was performed by the time-history modal analysis technique.
Structural responses were computed and floor ARS were generated for the same elevations as Set A. For Set C, since the structure damping ratios for OBE and SSE are the same (5%), the OBE responses were computed and the SSE responses were obtained by doubling the OBE responses. Separate OBE and site-specific SSE analyses were performed for Set B using structure damping ratios of 4% for OBE and 7% for site-specific SSE.
2 SEISMIC DESIGN
Essential Raw Cooling Water Intake Pumping Station (IPS)
The ERCW IPS original analysis model is updated to consider torsional effects. It incorporates rotatory inertia and the eccentricities between the centers of mass and centers of rigidity. No lateral soil springs were included as these had been determined from previous analyses to produce a negligible soil-structure interaction effect. The highest water level was used for both the Set C SSE and OBE earthquakes and Set B site-specific SSE and OBE earthquakes, since this condition yields the lowest frequency and hence would produce the highest response levels. The Set B and Set C IPS model is shown in Figure 3.7-11A. Table 3.7-15A presents the element properties. Tables 3.7-16A and 3.7-16B define the weight properties and coordinates of centers of mass and centers of rotation, respectively.
North Steam Valve Room (NSVR)
To account for the soil-structure interaction effects due to the presence of backfill surrounding the foundation walls, soil-structure interaction (SSI) analyses were performed for the North Steam Valve Room (NSVR). The methodology used for SSI analysis is the same as that used for Category I soil-supported structures described in Section 3.7.2.1.4.
The three-dimensional lumped mass model used in the seismic analysis of the NSVR superstructure is shown in Figures 3.7-10A and 3.7-10B, and the model properties are given in Tables 3.7-13A and 3.7-13B.
.2.1.3 Category I Soil-Supported Structures - Original Analysis (Set A)
For structures founded on soil, the acceleration at top of rock was amplified or attenuated through the soil deposit using the techniques outlined in Section 3.7.2.4.
The soil-supported structures were analyzed using lumped-mass and soil spring modeling techniques. A typical model is shown in Figure 3.7-12.
Table 3.7-3 contains a tabulation of Seismic Category I soil-supported structures for the plant (small miscellaneous structures are not included in the table). Details of the supporting media and foundation characteristics are presented in Table 3.7-3 and Section 3.7.1.4. The horizontal and vertical translational soil springs and the rocking soil spring included in the lumped-mass model to simulate soil structure interaction are calculated using the procedures outlined by Whitman[3]. The damping ratio used for soil-supported structures depends on the predominant type of motion, as explained by Richard[5], but is not permitted to exceed 10% in any case. Embedment effects are accounted for by constructing a translational soil spring using Whitman's vertical spring expressions and attaching it to appropriate point or points on the structure.
Specific features associated with the seismic analysis of the Category I soil-supported structures are discussed below.
Diesel Generator Building The idealized lumped mass model of the reinforced concrete structure used in the analysis is shown in Figure 3.7-13. Element properties are given in Table 3.7-18 and MIC DESIGN 3.7-13
mass point properties in Table 3.7-19. The effects of horizontal translation and rocking of the base were considered.
The soils investigation of Section 2.5.4 revealed a soils profile from bedrock consisting of a firm silty gravel overlain by lean clays, silt of low plasticity, and sandy silt. In order to assure a firm foundation for the structure, the material between the top of firm gravel and the grade slab (a depth of approximately 17 feet) was excavated and replaced with compacted granular fill.
The Diesel Generator Building is founded on granular fill overlying firm gravel (see Figure 2.5-226). The shear wave velocity for the foundation material was determined to be 1650 ft/s and was used to calculate the value of the soil springs for the lumped-mass soil-structure interaction model. A parametric study was conducted to investigate the effects on building response of varying the shear wave velocity of the foundation material from 1150 ft/s to 2150 ft/s. The parametric study resulted in the structure being designed for earthquake loads from the peak of the amplified response spectrum for surface motion.
The predominant motion of the structure was a translatory rigid body motion. Motion of this type results in large damping; therefore, a damping ratio of 0.10 was used for the analysis. Longitudinal motion was also considered. Periods for the normal modes of vibrations are listed in Table 3.7-20.
Response spectra were produced for damping ratios of 0.005, 0.010, 0.020, 0.050, and 0.070 for mass points 1, 3, and 6 for motion in both east-west and north-south directions.
Waste Packaging Area (WPA)
The following two paragraphs describe the original design basis analysis for using Set A criteria performed for the WPA.
The idealized lumped mass model of the reinforced concrete structure is shown in Figure 3.7-14. Element properties are given in Table 3.7-21 and mass point properties in Table 3.7-22. The analysis indicated that the primary motion of the structure was in rocking and translation of the base. Motion of this type results in large damping; therefore, a damping ratio of .10 was used in the analysis. Longitudinal motion was also considered. Periods for the normal modes of vibration are listed in Table 3.7-23.
Due to the extent of excavation for the Auxiliary Building and the results of the investigation for the Diesel Generator Building, all in situ material down to the top of rock was excavated and replaced with compacted granular fill for the WPA (see Figure 2.5-225). The shear wave velocity for the material was determined to be 1650 ft/s, and was used to calculate the value of the soil springs for the lump-mass soil-structure interaction model. A parametric study was conducted to investigate the effects on building response of varying the shear wave velocity from 1150 ft/s to 2150 ft/s. The parametric study resulted in the structure being designed for earthquake loads from the peak of the amplified response spectrum for surface motion.
4 SEISMIC DESIGN
Additional studies beyond those described above have been performed to determine relative displacements between the WPA and the Auxiliary and Control Buildings.
Refueling Water Tanks and ERCW Pipe Tunnels The refueling water tank and foundations were designed for seismic loads determined from the basic procedure outlined above. Soil property variations were considered in order to define conservative design loads, and ten-percent damping was used because of predominant translational soil spring motion. The adequacy of the design was later verified by more exact analytical techniques for soil-structure and fluid-structure interaction.
Pipe tunnels are analyzed as discussed under "Underground Electrical Concrete Conduit Banks" except axial loads are not considered due to the segmented configuration of the tunnel. Dynamic soil pressures on the walls are determined in accordance with Reference [1].
Underground Electrical Concrete Conduit Banks The underground electrical concrete conduit banks which lead from the Auxiliary Building to the Diesel Generator Building and the Intake Pumping Station were seismically analyzed.
Utilizing the average values for the soil shear wave velocity and density, the ground deformation pattern in terms of wave length and amplitude is determined. The buried conduit banks are assumed to deform along with the surrounding soil layers.
The average shear wave velocity of a single layer representation of a multi-layered soil system may be determined by:
V s h' V ST = -----------
h Where, VST = Average shear velocity in the soil, ft/sec VS = Shear velocity in each layer of soil, ft/sec h' = Depth of each layer of soil, ft h = Total depth of soil, ft The fundamental period of the single layer is calculated from the following equation:
MIC DESIGN 3.7-15
4h T = ---------- (seconds)
V ST If the depth of the soil layer varies over the distance traversed by the buried conduit bank, both cases, for maximum and minimum depths, are considered.
The maximum amplitude of the sine wave which represents the maximum displacement of the conduit bank is:
T 2 A = Displacement = ------ * (Accel) 2 Where, T = Fundamental period, sec Accel = Amplified soil acceleration value, in/sec2 The wave length, L, is calculated as:
L = VST T The bending moment resulting from the seismic disturbance, assuming the conduit bank follows the soil and deforms as a sine wave, is given by:
2 EIA M = ------------------
( L 2 )2 where, M = Maximum bending moment, in-lb E = Modulus of the conduit bank, psi I = Moment of inertia of the conduit bank, in4 A = Maximum amplitude, in L = Wave length, in The axial strain experienced by the conduit banks due to deformation of the soil is also evaluated.
6 SEISMIC DESIGN
The axial strain due to seismic propagating waves is computed following the methods of Newmark [15] [16], Yeh[18], and Kuesel[17] which assume the soil is linearly elastic and homogenous, the conduit bank behaves as a slender beam, and the buried member deforms with the surrounding soil (this implies the strain in the soil equals the strain in the member).
The effect of soil strain from a seismic event on conduit bank turns in a buried system must be analyzed in greater detail than just calculating the axial strain. The effect of these strains on turns is more complex due to the turn trying to resist the strain. The complexity is a function of the conduit bank and backfill soil properties.
The basis for determining the effect of the strains on the conduit bank turns is described by Shah and Chu[19]. The Shah and Chu theory has been developed into an analysis procedure by Goodling[20,21,22]. The committee on Seismic Analysis of the ASCE Structural Committee on Nuclear Structures and Materials prepared a report "Seismic Response of Buried Pipes and Structural Components"[23] which explains and amplifies the referenced methodology[19] and analysis procedure[20,21,22]. These references shall be used for analysis of the effects of axial strain on buried conduit bank turns.
The magnitude of friction acting on the conduit banks to use in the analysis depends on several factors, such as surface condition, contact pressure, soil strengths, etc. The friction force acting on the conduit banks is determined in accordance with Reference
[24].
Differential movement due to soil settlement or displacement during a seismic event was also evaluated in accordance with criteria given in Sections 2.5.4.10 and 2.5.4.8, respectively.
The conduit banks were evaluated for settlement due to the potential liquefaction of the underlying soil as discussed in Section 2.5.4.8 (see Figures 2.5-576 through 2.5-578 for the potential settlement values). The banks were evaluated for potential settlements between manholes and at building/conduit interfaces. The only area of potential structural inadequacy was at the Intake Pumping Station (IPS). The conduit banks in this area (see Figure 3.8.4-46) required modification to accommodate the potential settlements. This modification consists of cutting 10 grooves on all 4 sides of the banks. The 2 inch wide by 2 inch deep grooves on top and sides and 3 inch wide by 2 inch deep grooves on the bottom begin 76 feet from the IPS and are spaced at 8 inch between centers for a distance of 6 feet along each bank. Settlement of the conduit banks will cause plastic hinges to develop at the grooves and at the pile supports farthest from the IPS. This results in a structural mechanism which will allow the conduit bank to settle without compromising the intended function of the encased conduits.
Class 1E Electrical Systems Manholes and Handholes These manholes and handholes are rigid structures which have the same motion as the soil deposits in which they are located. The soil deposits were analyzed as explained in Section 3.7.2.4. The accelerations obtained for the soil deposit at the level MIC DESIGN 3.7-17
of the manholes and handholes were used to determine the inertia force on the structures and to calculate the increase in the static soil pressure using the shaking table experiments performed for the design of TVA's Kentucky Hydro Project[1], as discussed in Section 3.7.2.1.1.
Miscellaneous Yard Structures The ERCW discharge overflow structure, ERCW standpipe structures I and II, and other miscellaneous yard structures are normally rigid structures. These structures are designed for a rigid body acceleration. Dynamic soil pressures on the walls, if appropriate, are determined in accordance with Reference [1].
Structure Interaction Analysis - WPA, CDWE, and ACB In the WPA Original Analysis (Set A) a decoupled, two-stage SSI analysis was used to determine conservative structural responses. An analysis, using the Set A Criteria and revised soil properties, confirmed that there is sufficient gap between the WPA and ACB to preclude impact during a seismic event. For the CDWE, the Set A analysis was based on engineering judgments relating to the modeling of the supporting piles and on the assumption of full contact between the building's mat foundation and underlying soil. Additional analysis was performed to more accurately consider the stiffness of the pile groups and the postulated gap between the slab and soil. Results of this analysis confirmed that the gap between the buildings is sufficient for seismic separation and the design of the structure and piles is adequate.
.2.1.4 Category I Soil-Supported Structures - Evaluation and New Design/Modification Analysis (Set B and Set B+C)
For Category I structures founded upon soil, the top-of-rock motions were considered to be amplified (or attenuated) through the soil. The value of amplification and the change in frequency content of the excitation were determined by a soil column analysis that incorporates strain-dependent soil properties. The soil properties were varied by the amount given in Tables 2.5-17A through 2.5-17D to obtain different soil surface motion time histories associated with mean, upper bound and lower bound shear moduli and bulk modulus for the horizontal and vertical analyses, respectively.
For vertical motion, strain-compatible soil properties determined from the horizontal analysis were used. Using these surface motions as control motions, OBE and SSE and site-specific SSE and OBE Soil-Structure Interaction (SSI) analyses were performed and structural responses including floor acceleration time histories were obtained. The SSI analyses were performed using a 3-D flexible-volume substructuring technique and Fast Fourier Transform (FFT) method. From the floor acceleration time histories, ARS were developed. For Set C, the responses obtained from the four time history analyses were averaged. For Set B, the co-directional responses from the three component earthquake excitations were combined using the SRSS method for each of the three soil property cases. Responses from these three soil property cases were enveloped for Set B and C.
Details of the supporting media and foundation characteristics to be used in Set B and Set C analysis of Category I soil-supported structures are discussed in Section 2.5.
8 SEISMIC DESIGN
Additional details of seismic analyses specific to each of the Category I soil-supported structures are described in the following paragraphs.
Diesel Generator Building The 3-D lumped parameter model used for the Diesel Generator Building is shown in Figures 3.7-13A and 3.7-13B, and the associated model properties are given in Tables 3.7-19A and 3.7-19B.
Refueling Water Storage Tank The hydrodynamic effects were modeled considering the effects of tank flexibility. The 3-D lumped parameter model of the refueling water storage tank is shown in Figure 3.7-13C, and the associated model properties are given in Table 3.7-19C.
Waste Packaging Area The waste packaging area does not house any safety systems and components.
Therefore, Set B and Set C analyses were not performed.
ERCW Pipe Tunnels Since the tunnels are embedded in soil, their response follows the response of the surrounding soil medium. Therefore, the ARS for the tunnels were obtained as the envelope of the ARS at the tunnel elevation from the soil column analyses considering mean, upper bound and lower bound shear moduli. For Set C, the ARS from the four time history analyses were averaged prior to enveloping. The horizontal ARS and the vertical ARS were determined from analysis of the appropriate soil column. The seismic analysis methodology used for the pipe tunnels is described in Section 3.7.2.1.3.
.2.1.5 Category I Pile-Supported Structures - Original Analysis (Set A)
For structures founded on piles, the acceleration at top of rock was considered to be amplified through the soil as discussed in Section 3.7.2.4. The translational and rocking foundation springs included in the lumped mass model of the structure to characterize soil-structure interaction were calculated using Reference [3]. The damping ratio used for soil-supported structures depended upon the predominant type of motion as explained in Reference [5].
A more detailed description of the seismic analysis of Category I pile-supported structures is discussed below.
Additional Diesel Generator Building Refer to Section 3.7.2.1.6.
Condensate Demineralizer Waste Evaporator Building (CDWE)
The CDWE Building is a pile supported, reinforced concrete structure. The building consists of two stories and is approximately 54 feet-9 inches by 41 feet-9 inches in plan MIC DESIGN 3.7-19
and 59 feet high. The pile group supporting the CDWE Building consists of 104 vertical and 46 batter piles driven through 30 feet of soil to refusal in sound rock.
The seismic analysis of the CDWE Building was comprised of both a normal mode analysis using lumped mass models and a plane strain analysis using 2-dimensional models. The normal mode analysis was conducted for the north-south, east-west, and vertical directions. The plane strain analysis was conducted for the east-west and vertical directions assuming a unit depth in the north-south direction.
In the normal mode analysis, a model of the soil deposit was used to determine the acceleration time history at the top of ground from the specified bedrock acceleration records. The top of ground acceleration records were then used as input to a lumped mass model of the CDWE Building through a set of translational and rotational springs representing the pile group. The lumped mass models for the normal mode analysis are shown in Figure 3.7-15A.
The earthquake motion used in the analysis was determined by amplifying the four artificial earthquake input at top of rock through the supporting soil. The maximum top of rock horizontal accelerations for these earthquakes are 0.09g and 0.18g for the OBE and the SSE, respectively. The vertical motions are two-thirds of the horizontal.
The amplification of these earthquakes through the soil is performed by considering the soil as an elastic medium and making a dynamic analysis of a slice of unit thickness considering only the horizontal resistance of the soil. The soil deposit was divided into layers which would permit transmission of vibrational frequencies up to 30 Hz. An average value of the shear modulus was determined for each layer based on the effective vertical stress in the layer and then an average for the entire deposit was calculated. To account for uncertainties in the soil properties, three soil profiles were considered in the normal mode analysis. The three profiles correspond to soil deposits having the calculated average value of shear modulus and variations of + 50% in the shear modulus. Only the average profile was considered in the plan strain analysis.
The values of shear modulus and corresponding shear wave velocities for the three soil profiles are shown in Table 3.7-23A. A damping ratio of 10% is used for the soil.
From this analysis, four corresponding top of rock earthquake motions are obtained for use as input to the structural model. The vertical motion at top of ground is assumed to be two-thirds of the horizontal motion.
The lumped mass model of the building for the normal mode analysis consists of four mass points and four elements, the mass and inertia of the base, and translational and rotational springs representing the pile group. The mass points, elements, and spring properties are given in Table 3.7-23A.
The pile group is composed of 104 vertical and 46 batter piles. The pile group was modeled by equivalent translation and rocking springs in both horizontal directions and a vertical spring.
Once a set of spring constants were determined, the lateral and rocking springs were both modified by the same factor to produce a natural period for the structure of 0.15 second in each horizontal direction to correspond to the peak in the top of ground 0 SEISMIC DESIGN
acceleration response spectrum. The spring constants representing the pile group are shown in Table 3.7-23A.
A normal mode time history analysis of the lumped mass model was conducted. A damping factor of 5% of critical was used in this step of the analysis for both soil springs and structural elements. The loads thus compared were considered to be overly conservative, and since the top of ground horizontal accelerations were approximately doubled by the base springs, the horizontal loads in the building were reduced by one-half. A plane strain analysis of the soil-structure system was then conducted for the SSE in the E-W and vertical directions to verify the reduction in the horizontal loads computed by the normal mode analysis. The input accelerations for the latter analysis were the top of rock acceleration records specified for the Watts Bar Nuclear Plant.
The plane strain analysis was conducted using a 2-dimensional model of the soil-structure system in order to verify reducing the results obtained in the normal mode analysis. The model included soil-structure interaction effects, and cases were run with and without the pile group stiffness included in the soil properties. Damping factors of 10% of critical for the soil elements and 5% of critical for the base mat and CDWE Building elements were used in the plane strain analysis. The soil properties are linear and elastic.
The time history accelerations specified for top of rock were applied at the base of the model, and the free field top of ground acceleration was compared to the lumped mass model top of ground motion. The plane strain analysis indicated the horizontal acceleration amplification through the soil and base springs in the lumped mass analysis was excessive and a reduction of the horizontal loads in the building by a factor of one-half was justified.
.2.1.6 Category I Pile-Supported Structures - Evaluation and New Design/Modification Analyses (Set B and Set B+C)
Additional Diesel Generator Building (ADGB)
The original criteria for the ADGB design basis seismic analysis was based on NUREG-0800 and Regulatory Guide 1.60 ground design spectra. These criteria were incorporated into the FSAR after the issuance of NUREG-0847, WBNP Safety Evaluation Report, Supplement 2, 1984. In order to bring the ADGB in line with the other Category I structure, the structure has been reanalyzed in accordance with Set B and Set C criteria. The seismic responses (ARS, accelerations, displacements, forces and moments) defined by Set B and the envelope of Set B and Set C (Set B +
C) are used in evaluating the adequacy of existing structures, as well as new designs and modifications.
The 3-D lumped parameter model used for the ADGB is shown in Figures 3.7-15B and 3.7-15C, and the associated model properties are given in Tables 3.7-23B and 3.7-23C.
MIC DESIGN 3.7-21
Condensate Demineralizer Water Evaporator Building (CDWE)
The CDWE Building does not house any safety-related systems and components.
Therefore, Set B and Set C analyses were not performed.
.2.2 Natural Frequencies and Response Loads for NSSS The natural frequencies of Westinghouse supplied components are considered in the system seismic analysis. The natural frequencies are listed in detail in the component stress reports.
.2.3 Procedures Used for Modeling
.2.3.1 Other Than NSSS The procedures used to formulate original analysis mathematical models of each Category I structure have been discussed in Sections 3.7.2.1.1 and 3.7.2.1.3. The mass of supported equipment was considered in the lumped masses at the points of support. The stiffness of supported equipment was not considered in the lumped mass model of the structure.
For evaluation and new design or modification analyses, the stiffness and mass of a subsystem (supported equipment, a system, or a component) are included in the model if either Criteria 1 or 2 given below apply:
(1) 0.01 < Rm < 0.10 and 0.8 < Rf < 1.25 (2) Rm > 0.1 where, total mass of subsystem R m = ----------------------------------------------------------------
total mass of structure fundamental frequency of subsystem R f = --------------------------------------------------------------------------------------------------
dominant frequency of structure When the criteria given above for the inclusion of both stiffness and mass are not met the mass of a subsystem is included in the model if the subsystem is comparatively rigid in relation to the supporting structure and rigidly connected to the supporting structure.
.2.3.2 For NSSS Analysis The first step in any dynamic analysis for a system or component supplied by Westinghouse is to model the structure or component, i.e., convert the real structure or component into a system of masses, springs, and dash pots suitable for mathematical analysis. Essentially, the procedure is to select mass points so that the 2 SEISMIC DESIGN
displacements obtained will be a good representation of the motion of the system or component. Stated differently, the true inertia forces are not altered so as to appreciably affect the internal stresses in the structure or component.
The mathematical model used for the dynamic analysis of the reactor coolant system is shown in Figure 5.2-1. Figure 5.2-2 shows the mathematical model of the reactor pressure vessel.
The determination as to whether the structure or component is analyzed as part of a system analysis or independently as a subsystem is justified on a case by case basis.
.2.4 Soil/Structure Interaction
.2.4.1 Original Analysis (Set A)
For Category I structures founded upon soils the rock motion was amplified to obtain the ground surface motion by considering the soil deposit as an elastic medium and making a dynamic analysis of a slice of unit thickness using only the horizontal shearing resistance of the soil. The four artificial earthquakes mentioned in Section 3.7.1.2 were considered as the input motion at top of rock. Once the time history of surface accelerations was known, a response spectrum was produced for the analysis of the soil-supported structure. The vertical surface motion was considered as two-thirds of the horizontal surface motion.
The soil amplification analysis is affected by the variations of onsite soil measurements, slanted soil layers, soil density, and depth of the soil deposit.
Therefore, for structures supported on a soil deposit, the parameters of the soil deposit beneath the structure were varied to obtain a series of ground motion spectra. An envelope was drawn from these spectra resulting in the final ground motion spectrum used in analyzing the structure.
By following the procedure outlined, the maximum amplification of the ground response was obtained and the peak width of the ground response spectrum was wide enough to allow for variations in the frequencies of the structure due to variations in soil parameters.
.2.4.2 Evaluation and New Design or Modification Analyses For Category I structures founded upon soil, the top-of-rock motions were considered to be amplified (or attenuated) through the soil. The value of amplification and the change in frequency content of the excitation were determined by a soil column dynamic analysis that incorporates strain-dependent soil properties. Therefore, the soil properties beneath the structure were varied by the amounts given in Tables 2.5-17A through 2.5-17D to obtain different soil surface motion time histories.
For Set B analyses, the top-of-rock input motions are those defined by the Evaluation Site Design Response Spectra and Evaluation Site Design Time Histories of Section 3.7.1. For Set C analyses, the input motions are defined by the Original Site Design Response Spectra and the Original Site Design Time Histories (Section 3.7.1).
MIC DESIGN 3.7-23
.2.5 Development of Floor Response Spectra
.2.5.1 Original Analysis Response spectra for use in computing the response of structural appurtenances, or of equipment attached to Category I structures were produced by the time-history modal analysis technique. The four artificially produced accelerograms (Section 3.7.1.2) were the input motion at top of rock. To obtain a set of response spectra for one mass point for one direction of motion, the procedure outlined in Figure 3.7-37 was used.
Spectral values were computed for the periods using the distributions shown in Table 3.7-1, in addition to the natural frequencies of the structure. In all time-history calculations a time interval of 0.010 second was used.
Response spectra were computed for percentages of critical equipment damping of 0.5, 1.0, 2.0, 3.0, 4.0, 5.0 and 7.0. Response spectra were calculated for both the OBE and SSE; except, for those instances when the same percentage of critical structural damping was specified for both earthquakes, response was calculated for the OBE or SSE only (the SSE results equal twice the OBE).
Horizontal response spectra were produced at ground level, at major floors, and at other points of interest within the structure for both east-west and north-south directions, except where symmetry justifies the use of one direction.
For a direction in which torsion is considered, the time histories of accelerations used to produce the spectra will be computed where the maximum accelerations occur at that level (the farthest points on the structure from the shear center, on the axis perpendicular to motion).
Unless otherwise noted, vertical response spectra were produced at ground and at major floor elevations. The response spectra for ground was used throughout that portion of the structure where no structural amplification occurred. For other points, values were interpolated linearly between adjacent floors.
.2.5.2 Evaluation and New Design or Modification Analysis Response spectra for Set B and Set C analyses are produced by the time history modal analysis technique. For evaluation (Set B) analyses, the co-directional time history responses are either computed directly by simultaneous application of the directional seismic inputs or by the SRSS method. Set C co-directional responses are combined by the SRSS method only.
OBE (Set B) and OBE (Set C) constant damping response spectra are computed for damping ratios of 1, 2, 4, 5 and 7%. Site-specific SSE and SSE spectra are computed for 2, 3, 5 and 7%. Site-specific SSE, OBE (Set B), OBE and SSE variable damping response spectra are also computed for both Set B and Set C in accordance with ASME Code Case N411.
4 SEISMIC DESIGN
The ARS values were generated for the standard 75 spectral frequencies specified in Table 3.7.1-1 of the SRP plus the significant structure natural frequencies that are below the frequency limit of 33 Hz. For the ACB, FSAR Table 3.7-1 spectral frequencies were used for Set C analyses. A study comparing the spectra obtained from the use of SRP and FSAR frequencies concluded that the use of FSAR frequencies for ACB Set C analyses is adequate.
Two solution methods were used to generate floor response spectra. These were time domain method of analysis and frequency domain method of analysis. For the time domain method of analysis, a time interval of 0.005 second was used for structural analysis, and time intervals of 0.005 and 0.0025 seconds were used for generation of floor response spectra. For the frequency domain method of analysis, a time interval of 0.01 second was used for structural analysis, and a time interval ranging from 0.01 to 0.0025 seconds was used for generation of floor response spectra.
The final Set B and Set C ARS include 15% and 10% peak broadening, respectively, for structures other than the ERCW tunnels. For Set C analyses, because of identical OBE and SSE structural damping, OBE ARS accelerations are one-half the corresponding SSE values. New design/modification ARS are defined by the envelope of Set B and Set C ARS.
The ERCW pipe tunnels are embedded in soil and their response follows the motion of the surrounding medium. The ARS at tunnel elevations were obtained from an envelope of the ARS generated from soil column analyses using the mean, upper, and lower bound soil shear moduli.
Vertical response spectra are calculated at the building extremities for the basemat and for all major floor elevations.
.2.6 Three Components of Earthquake Motion
.2.6.1 Original Analysis (Set A)
The seismic responses of Category I structures were computed by assuming the vertical earthquake to occur simultaneously with each of the two major horizontal directions separately. The derivation of the site response spectra and the design time histories for horizontal and vertical motion has been detailed in Sections 3.7.1.1 and 3.7.1.2, respectively.
.2.6.2 Evaluation and New Design/Modification Analyses (Set B and Set C)
The seismic responses of the Category I structures are determined assuming that the three components of the earthquake occur simultaneously.
When the response spectrum method is used for seismic analysis of structures, the maximum structural response due to each of the three components of earthquake motion is combined by the SRSS of the maximum co-directional responses caused by each of the three components of earthquake motion at a particular point of the structure.
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When the time history analysis method is used for Set B analysis of structures, the co-directional responses from each of the three components of earthquake motions are either combined algebraically at each time step or the maximum responses from each earthquake are combined by the SRSS method. For Set C time history analyses, only the SRSS method is used to combine co-directional responses.
.2.7 Combination of Modal Responses
.2.7.1 Other Than NSSS
.2.7.1.1 Original Analysis (Set A)
The responses of all Category I structures were computed by the response spectrum modal analysis method. The responses were calculated in each component mode.
The total response was then calculated by determining the square root of the sum of the squares (SRSS) of the modal responses. For example, the total acceleration in any direction was calculated as aT = a 12 + a 22 + + a n2 Similar expressions exist for the other responses.
When the frequencies of two or more modes are found to be closely spaced (modes whose frequencies are within 10% of each other), the responses of these modes were combined in an absolute sum manner. The resulting total was treated as that of a pseudo-mode and combined with the remaining modes by the SRSS method.
The stresses in the structures were calculated assuming the vertical earthquake to occur simultaneously with either horizontal earthquake. For example, a typical expression for the stress x, caused by a horizontal earthquake in the x-direction and a vertical earthquake in the y-direction, would be:
x = +/- xx + xy
.2.7.1.2 Evaluation and New Design or Modification Analyses The response spectrum method was used to determine the seismic responses for the Category I structures. The most probable response is obtained as the square root of the sum of the squares from the individual modes.
For Set B and Set C analyses, either the response spectrum or time history analysis methods were used to determine the seismic responses of Category I structures.
When the response spectrum method was used, modal responses were combined in accordance with NRC Regulatory Guide 1.92, Rev. 1. Modal responses computed by 6 SEISMIC DESIGN
the time history method were combined algebraically at each time step. For either analysis method, a sufficient number of modes were investigated to assure participation of all significant modes.
.2.7.2 NSSS System The total seismic response of systems and major components within Westinghouse scope of responsibility is obtained by combining the individual modal responses utilizing the SRSS method. For systems having modes with closely spaced frequencies, this method is modified to include the possible effect of these modes. The groups of closely spaced modes are chosen such that the difference between the frequencies of the first mode and the last mode in the group does not exceed 10% of the lower frequency. Combined total response for systems which have such closely spaced modal frequencies is obtained by adding to the square root sum of the squares of all modes the product of the responses of the modes in each group of closely spaced modes and a coupling factor . This can be represented mathematically as:
N S N j -1 Nj 2
RT = Ri2 + 2 RK R K i =1 j =1 K= M j = K+1 Where, RT = total response Ri = absolute value of response of mode i N = total number of modes considered S = number of groups of closely spaced modes Mj = lowest modal number associated with group j of closely spaced modes Nj = highest modal number associated with group j of closely spaced modes K = coupling factor with 1
K = 1 + ' K - '
' k k + '
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1 2
' j = j 1 - ( ' ) 2 j
and 2
j' = j + -------
t j d Where, j = frequency of closely spaced mode j (rad/sec) j = fraction of critical damping in closely spaced mode j td = duration of the earthquake (sec.)
An example of this equation applied to a system can be supplied with the following considerations. Assume that the predominant contributing modes have frequencies as given below:
Mode 1 2 2 4 5 6 7 8 Frequency 5.0 8.0 8.3 8.6 11.0 15.5 16.0 20 There are two groups of closely spaced modes, namely with modes 2, 3, 4 and 6, 7.
Therefore, S = 2 number of groups of closely spaced modes M1 = 2 lowest modal number associated with group 1 N1 = 4 highest modal number associated with group 1 M2 = 6 highest modal number associated with group 2 N2 = 7 highest modal number associated with group 2 N = 8 total number of modes considered The total response for this system is, as derived from the expansion of equation (1):
2 2 2 2 2 R T = R 1 + R 2 + R 3 + + R 8 + 2R 2 R 3 23
+ 2 R 2 R 4 24 + 2R 3 R 4 24 + 2R 6 R 7 67 8 SEISMIC DESIGN
.2.8 Interaction of Non-Category I Structures With Seismic Category I Structures All interfaces between Category I and non-Category I structures were designed to withstand the displacement and/or dynamic loads produced by both the Category I and non-Category I structures and equipment. The Turbine Building and Service Buildings are the only non-Category I structures for which this section applies. The Turbine and Service Buildings were analyzed for a total lateral base shear computed as the product of the mass of the structure and the ground acceleration for the Safe Shutdown Earthquake. The total lateral shear was distributed in the height of the structure according to the provisions of the Uniform Building Code.
.2.9 Effects of Parameter Variations on Floor Response Spectra To account for variations in structural frequencies owing to variations in material properties of the structure and soil and to approximations in modeling techniques used in seismic analyses, the computed floor response spectra are smoothed and peaks associated with the structural frequencies are broadened + 10% for Set A and Set C and + 15% for Set B.
For the soil-supported structures in which floor response spectra were produced, the soil properties were varied to account for variations in soil properties. Soil-structure interaction was considered as discussed in Sections 3.7.2.1 and 3.7.2.4.
.2.10 Use of Constant Vertical Load Factors
.2.10.1 Other Than NSSS
.2.10.1.1 Original Analysis (Set A)
A vertical lumped mass dynamic analysis using the techniques outlined in Sections 3.7.2.1.1 and 3.7.2.1.2 was performed for all the Category I structures to determine the vertical loads. The results for each horizontal earthquake analysis were separately added on an absolute basis to the loads from the vertical earthquake analysis. Static vertical load factors were not used unless the dynamic analysis indicated the structure behaved as a rigid body in the vertical direction.
.2.10.1.2 Evaluation and New Design or Modification Analyses The Category I structures, when analyzed for vertical motion, used lumped-mass dynamic techniques as discussed in Section 3.7.2.1.1. For Evaluation Analyses (Set B), the co-directional time history responses are either computed by simultaneous application of the seismic input in three directions or by the SRSS method. For Set C, co-directional responses are combined by SRSS only. For systems and components the appropriate floor response spectra was used in the analysis. Static load factors were not used for either Set B or Set C analysis.
.2.10.2 For NSSS Static vertical load factors are not used as the vertical floor response load for the seismic design of safety-related systems and components within Westinghouse scope of responsibility.
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.2.11 Methods Used to Account for Torsional Effects The dynamic analysis of structures is discussed in Section 3.7.2.1. In original or Set A analyses, torsional effects were considered by using a lumped-mass cantilever beam model to represent stiffness and inertial characteristics. The torsional moment of inertia, eccentricity, and mass moment of inertia were included in the analyses.
In the process of preparing lumped-mass mathematical models for the Set A analyses, the location of both the center of rotation and center of mass for each floor were computed. Accelerations and deflections were calculated where their maximum values occurred (at the farthest points on the structure from the shear center, on the axis perpendicular to the direction of motion).
For Set B and Set C analyses, modeling of torsional effects was refined by three-dimensional modeling.
The models described above were subjected to seismic excitations and the resultant responses in the form of frequencies, mode shapes, moments, and forces were obtained.
.2.12 Comparison of Responses - Set A versus Set B The comparison of Set A and Set B responses showed that, in general, Set A responses were higher. In making the ARS comparisons, the applicable damping ratios of Set A and Set B were used. In certain frequency ranges, Set B responses were higher than Set A responses. An evaluation was performed on a building by building basis to assess the impact of Set B response. Adequacy of structures, systems, and components for Set B effects has been documented in calculations.
As a sample comparison of Set A and Set B responses, the ARS comparisons for Auxiliary Control Building, which is a rock-supported structure, and for the Diesel Generator Building, which is a soil-supported structure, are presented. The ARS for north-south, east-west and vertical directions are compared. The comparison at Elevation 692.0 and Elevation 814.25 of the Auxiliary Control Building are presented in Figures 3.7-15D through 3.7-15I.
.2.13 Methods for Seismic Analysis of Dams Since no dams are utilized to impound bodies of water to serve as heat sinks, this section is not applicable to this site.
.2.14 Determination of Category I Structure Overturning Moments
.2.14.1 Original Analysis From the dynamic analyses of the structures, the seismic moments, shears, and vertical loads were determined at the base of the structure. These loads were used in combination with other appropriate loads in determining total overturning effects as discussed in Section 3.8.
0 SEISMIC DESIGN
.2.14.2 Evaluation and New Design or Modification Analysis From the dynamic earthquake, analyses total moments, shears, and vertical loads were computed.
The earthquake moment, shear, and vertical load were used in combination with other appropriate loads in determining total overturning effects as discussed in Section 3.8.
.2.15 Analysis Procedure for Damping The damping values used in the dynamic earthquake analyses of Category I structures are given in Table 3.7-2.
For Set A analysis, the Category I structural models were not coupled together, therefore, the structural damping values used in the seismic analyses are as shown in Tables 3.7-2 and 3.7-24.
For Set B and Set C analyses, either composite modal damping or structural damping were used in the seismic analyses of Category I structures. The damping values used for the various structures and components are given in Tables 3.7-2 and 3.7-24. The damping used in the seismic analysis of systems and components are also given in Tables 3.7-2 and 3.7-24.
Under the Westinghouse standard scope of supply and analysis, the lowest damping value associated with each element of the system is used for all modes.
.3 Seismic Subsystem Analysis
.3.1 Seismic Analysis Methods for Other Than NSSS The seismic analysis of Category I piping systems is described in detail in Section 3.7.3.8.
In the analysis of piping subsystems there are two distinct approaches to seismic analysis. A detailed analysis is discussed in Section 3.7.3.8.2 and a simplified analysis is discussed in Section 3.7.3.8.3.
The general seismic analysis of Category I equipment and components is discussed in Section 3.7.3.16. Additional details applicable for simplified analysis are discussed in Sections 3.7.3.5 and 3.7.3.10.
The seismic analyses of HVAC and conduit/cable tray subsystems are discussed in Sections 3.7.3.17 and 3.10.3, respectively.
The detailed seismic analyses of Category I subsystems is based upon dynamic analyses using the lumped mass normal mode method with idealized mathematical models. The inertial properties of the models are characterized by mass, eccentricity, and mass moment of inertia of each mass point. Mass points are located at carefully selected points in order to accurately model the subsystem as described in Section 3.7.3.3.1. The stiffness properties are characterized by the moment of inertia, area, torsion constant, Young's modulus, and shear modulus.
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The response of Category I subsystems are computed by the response spectrum modal analysis method for designs. All significant modes of vibration are considered in determining the total response. Subsystem response is calculated in three orthogonal directions.
Seismic responses of the Category I subsystems, equipment, and components are determined and combined in accordance with Sections 3.7.3.6 and 3.7.3.7. The damping ratios used in the dynamic analyses of the structures, subsystems, and equipment/components are shown in Table 3.7-2.
.3.2 Determination of Number of Earthquake Cycles
.3.2.1 Category I Systems and Components Other Than NSSS During the design life of the plant (40 years), two earthquakes of OBE magnitude and one SSE are postulated to occur. This was based upon a study of seismic history in the Southern Appalachian Province over a 100-year period. Based on this study, each occurrence is conservatively assumed to have a time duration of 15 seconds of strong excitation.
For Class A Category I components, an evaluation of predominant frequencies revealed that the most significant response of components is conservatively considered using an average frequency of 20 Hz. Therefore, the total number of cycles considered for the OBE and SSE are 600 and 300, respectively.
The seismic qualification testing of Category I equipment considers the number of events and durations described above in accordance with IEEE 344-1975.
ASME Section III Class 1 Piping Analysis - Since the piping in this scope has been reanalyzed in accordance with SRP requirements, the piping analysis has assumed the occurrence of 5 OBEs and 1 SSE. The number of peak stress cycles may be obtained from the synthetic time history used for the analysis (with a minimum duration of 10 seconds), or a minimum of 10 peak stress cycles per event assumed.
.3.2.2 NSSS System Where fatigue analysis of mechanical systems and components is required, Westinghouse specifies in the equipment specification that 20 occurrences of OBE having 20 cycles of maximum response for each occurrence, be analyzed. The fatigue analyses are performed as part of the stress report.
.3.3 Procedure Used for Modeling
.3.3.1 Other Than NSSS
.3.3.1.1 Modeling of Piping Systems for Detailed Rigorous Analysis The continuous piping system is modeled as an assemblage of beams. The mass of each beam is lumped at the nodes connected by weightless elastic members, representing the physical properties of each segment. The pipe lengths between mass 2 SEISMIC DESIGN
points are such that the adequate simulation of the dynamic characteristics of the piping system is ensured. All concentrated weights on the piping system such as main valves, relief valves, pumps, motors, and effects of support mass on piping system when found to be significant are modeled as lumped masses unless isolated from the system by positive anchorage. The torsional effects of the valve operators and other line-mounted equipment with offset center of gravity with respect to center line of the pipe is included in the analytical model.
.3.3.1.2 Modeling of Equipment For seismic analysis, Seismic Category I equipment is represented by lumped mass systems which consist of discrete masses connected by weightless springs. The criteria used to lump masses are:
(1) The number of modes of a dynamic system is controlled by the number of masses used. The number of masses is chosen so that all significant modes are included. The modes are considered as potentially significant if the corresponding natural frequencies are less than 33 Hz. For modes greater than 33 Hz the rigid response contribution is considered.
(2) Mass is lumped at points where significant concentrated weight and continuous mass are located.
.3.3.1.3 Modeling of HVAC, Conduit, and Cable Tray Subsystems Runs of HVAC, conduit, and cable tray subsystems (including supports) are modeled by continuous or discrete mass models with the interconnecting elements represented by their effective stiffness properties. Additional lumped masses are applied at or near significant concentrated weights such as from fittings or other in-line or attached commodities. Significant concentrated weights are those which cannot be adequately represented by smearing their effect as part of the overall uniform mass. Mass eccentricities and torsional stiffnesses are considered. Where models are truncated, at least one span and the next support on either side of the contiguous span(s) and support(s) of interest for evaluation are modeled. Alternately, the contiguous span(s) and support(s) of interest are evaluated with one half of the adjacent spans on either side modeled with symmetry boundary conditions such that no artificial stiffening is introduced.
A sufficient number of masses (or degrees of freedom) are modeled such that additional masses would not increase the predicted responses by more than 10%.
Alternately, the number of masses are modeled to be at least twice as many as the number of modes with frequencies less than 33 Hz. The dynamic analysis considers all modes with significant mass participation such that inclusion of additional modes would not increase the predicted responses by more than 10%. Alternately, the dynamic analysis considers all modes up to 33 Hz and includes an additional check for any missing mass.
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.3.3.2 Modeling of NSSS Subsystems The criteria and procedures used for modeling of NSSS subsystems is given in Section 3.7.2.3.
.3.4 Basis for Selection of Frequencies
.3.4.1 Other Than NSSS The method used to analyze systems for dynamic loading is the modal response spectrum method.
Frequencies of the subsystems are selected such that all significant modes of vibration are included in the analysis. Frequencies of simplified analysis models are determined by solutions of closed form expressions. Frequencies of detailed analysis models are determined by computerized solutions.
The subsystem or component model is subjected to loadings in the form of accelerations that represent the seismic environment of its supports. Since the response spectrum employed is representative of the building elevation at the equipment/system location considered, structural amplifications are reflected in the spectra. Therefore, the input acceleration values taken from the building response spectra and utilized as input to the dynamic analysis of the subsystem or component assures the model is loaded in a representative manner and the proper amplifications determined. The subsystem or component was analyzed and designed for the amplified loading.
.3.4.2 NSSS Basis for Selection of Forcing Frequencies The analysis of equipment subjected to seismic loading involves several basic steps, the first of which is the establishment of the intensity of the seismic loading.
Considering that the seismic input originates at the point of support, the response of the equipment and its associated supports based upon the mass and stiffness characteristics of the system, will determine the seismic accelerations which the equipment must withstand.
Three ranges of equipment/support behavior which affect the magnitude of the seismic acceleration are possible:
(1) If the equipment is rigid relative to the structure, the maximum acceleration of the equipment mass approaches that of the structure at the point of equipment support. The equipment acceleration value in this case corresponds to the low-period region of the floor response spectra.
(2) If the equipment is very flexible relative to the structure, the internal distortion of the structure is unimportant and the equipment behaves as though supported on the ground.
(3) If the periods of the equipment and supporting structure are nearly equal, resonance occurs and must be taken into account.
4 SEISMIC DESIGN
In addition, an equipment/support system is considered to be rigid if the fundamental natural frequency is greater than 33 Hz.
.3.5 Use of Equivalent Static Load Method of Analysis
.3.5.1 Other Than NSSS For discussion of the equivalent static load method as applied to equipment/components, see Sections 3.7.3.10.1, 3.7.3.16.1, 3.7.3.16.2, and 3.7.3.16.3.
For other Category I subsystems, the following discussion applies:
Simplified seismic analysis by the equivalent static load method may be used as an alternative to detailed computer analysis when the subsystem being analyzed is adequately represented by an effective one degree-of-freedom system with multi-mode effects accommodated by the use of a multi-mode factor. A modal participation factor of 1.0 is used for the equivalent static load method. If the subsystem is determined to be rigid (fundamental frequency > 33 Hz), then the acceleration of the building at the elevation of the subsystem attachment (floor zero period acceleration) is used with a multi-mode factor of 1.0; i.e., the subsystem is evaluated for rigid-body response. When no frequency evaluation of the subsystem is made, the peak acceleration of the applicable floor response spectrum is used multiplied by a multi-mode factor of 1.5 except where a lower factor is justified. When a frequency evaluation is made and the subsystem is determined to be flexible, the highest acceleration at or above the determined frequency is used for evaluation multiplied by a multi-mode factor of 1.5 except where a lower factor is justified. For HVAC, conduit, and cable tray subsystems a multi-mode factor of 1.2 has been justified.
.3.5.2 Use of Equivalent Static Load Method of Analysis for NSSS The static load equivalent or static analysis method involves the multiplication of the total weight of the equipment or component member by the specified seismic acceleration coefficient, which is established on the basis of the expected dynamic response characteristics of the component. Components which can be adequately characterized as a single-degree-of-freedom system are considered to have a modal participation factor of one. Seismic acceleration coefficients for multi-degree of freedom systems, which may be in the resonance region of the amplified response spectra curves, are increased by 50 percent to account conservatively for the increased modal participation.
.3.6 Three Components of Earthquake Motion Seismic responses of Category I subsystems, equipment, and components are analytically computed or simulated by qualification tests for the applicable Set A, B, and C seismic inputs in three orthogonal directions. The Set A, B, and C inputs for original analysis/qualification, evaluation, and new design/modification are described in Section 3.7.2.
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.3.6.1 Piping Subsystems The seismic responses of Category I piping subsystems are determined assuming that the three components of the earthquake motion occur simultaneously. The maximum response due to each of the three components of earthquake motion is combined by SRSS of the maximum directional responses caused by each of the three components of earthquake motion.
.3.6.2 HVAC Ducting, Conduit, and Cable Tray Subsystems The seismic responses of HVAC ducting, cable tray, and conduit subsystems are determined by two dimensional seismic analysis and associated testing of representative duct, cable tray, and conduit spans. Seismic input in each major horizontal direction is applied separately but simultaneously with vertical input.
Horizontal and vertical responses are analytically combined by absolute summation.
.3.6.3 Other Than NSSS Equipment and Components The seismic responses of Category I equipment and components were determined by analysis or test in accordance with the guidelines of IEEE 344-1971 for procurements initiated prior to September 1, 1974. After that date procurement, evaluation, and modification activities applied the guidance of IEEE 344-1975 to determine the seismic responses.
Floor or wall mounted equipment and components and their supports and anchorage are seismically analyzed or tested by application of the required seismic response spectra described in Section 3.7.2.5, in a two-dimensional manner. Seismic input in each major horizontal direction is applied separately but simultaneously with vertical input. Horizontal and vertical responses are analytically combined by absolute summation.
Seismic responses of line-mounted equipment and components are determined by device analysis or testing techniques from IEEE 344-1971 or IEEE 344-1975, as applicable. These techniques are applied in a two-dimensional manner relative to the three orthogonal local axes of the line-mounted equipment and component.
Calculated seismic response of the subsystem at the equipment and component location is maintained at a level which is less than or equal to the device seismic qualification level.
.3.7 Combination of Modal Responses
.3.7.1 Other Than NSSS Modal responses of the piping subsystems are combined in accordance with Regulatory Guide 1.92, Revision 1. Modal responses of other subsystems are analytically combined by the techniques described in Section 3.7.2.7.1 for structures.
Category I equipment and components are seismically analyzed or tested by IEEE Standard 344-1971 or -1975 techniques, as described in Section 3.7.3.6. In accordance with these standards, modal responses are analytically combined by 6 SEISMIC DESIGN
SRSS techniques except for closely-spaced modes whose responses are combined by absolute summation.
.3.7.2 Combination of Modal Responses of NSSS For the NSSS procedure for the combination of modal responses see Section 3.7.2.7.2.
.3.8 Analytical Procedures for Piping Other Than NSSS
.3.8.1 General The analysis of classified fluid system components other than the reactor coolant system considers both static and dynamic loadings. The loading combinations considered and the allowable stress limits are discussed in Section 3.9.3.1. Thermal expansion, dead load, and normal operational stresses due to system pressurization for Category I piping systems are analyzed in accordance with the ASME Boiler and Pressure Vessel Code,Section III, Division 1 Nuclear Power Plant Components, 1971 Edition up to and including the Summer 1973 Addenda. Non-nuclear safety classes of pipe are analyzed in conformance with ANSI B31.1, Power Piping Code, 1973 Edition up to and including Summer 1973 Addenda as shown in Table 3.2-5. In addition, TVA Class M (chilled water) piping conforms to ANSI B31.5, 1974. Stresses due to all loadings are appropriately combined with the seismic stresses in accordance with Code requirements.
As permitted by NA-1140 of applicable ASME Code, the following sections of more recent editions and addenda of the ASME Boiler and Pressure Vessel Code and ASME Code Cases are used. All related requirements were met.
(A) CODE EDITIONS AND ADDENDA (1) Stress Intensification Factors (a) 1974 Code; used for Stress Intensification Factors for Class 2 and 3 piping.
(2) Nozzle Dimensions (a) Figure NB-3686.1-1 for nozzle dimensions from the Summer 1975 Addenda.
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(3) Material Properties (a) 1980 Edition - including Summer 1980 Addenda, Appendix I, Table I-4.0; for thermal conductivity and thermal diffusivity of materials.
(b) 1983 Edition - including Winter 1983 Addenda, Appendix I, Table I-5.0; for coefficient of Thermal Expansion of materials which are not available in the Code of Record.
(c) 1983 Edition - including Summer 1985 Addenda, Appendix I, Table I-6.0; for Modulus of Elasticity of materials which are not available in the Code of Record.
(d) 1983 Edition - including Summer 1985 Addenda, Appendix I, Tables I-1.1, I-1.2, I-1.3, I-2.1, I-2.2, I-3.1, I-3.2, I-7.1, I-7.2, I-7.3, and I-9.1 for materials which are not available in the Code of Record.
(4) Stress Qualification (a) 1980 Edition - up to and including Winter 1982 Addenda,Section III, Subsection NB; May be used for the stress qualification of Class 1 piping (NB-3600).
(b) 1974 Edition - Summer 1976 Addenda,Section III, Paragraph NB-3630 (d); used for Class 1 piping which can be analyzed per requirements of Subsection NC.
(c) 1974 Edition - Winter 1976 Addenda,Section III, Paragraph NC/ND-3611.2.
(d) 1977 Edition - Section III, Paragraph NC/ND-3652.3.
(e) 1974 Edition - Summer 1975 Addenda,Section III, paragraph NC/ND-3651.
(f) 1974 Edition - Section III, Paragraph NC/ND-3652.4.
(5) Welded Attachments (a) 1980 Edition - Winter 1980 Addenda,Section III, Paragraph NB-4433 which permitted the use of continuous fillet or partial penetration welds for welded structural attachments (Lugs) to the pipe.
8 SEISMIC DESIGN
(6) Flange Qualification (a) 1983 Edition - up to and including Winter 1983 Addenda,Section III; Used for Class 1 Flange qualification per NB-3658; Used for Class 2 and 3 Flange qualification per NC-3658 and ND-3658.
(7) Relief and Safety Valve Thrust (a) 1977 Edition - Winter 1978 Addenda,Section III, Paragraph NC/ND-3622.5 and Appendix O.
(B) CODE CASES (1) Half-Coupling Branch Connections (a) Code Case N-313, November 28, 1986, Alternate Rules for Half Coupling Branch Connections,Section III, Division 1, Class 2.
(2) Response Spectra (a) Code Case N-411-1, February 20, 1986, Alternative Damping Values for Seismic Analysis of Classes 1, 2, and 3 Piping Systems,Section III, Division 1, may be used.
(3) Stress Qualification (a) Code Case 1606-1, December 16, 1974, Stress Criteria,Section III, Classes 2 and 3 Piping Subject to Upset, Emergency, and Faulted Operating Conditions.
(b) Code Case N-319, July 13, 1984, Alternate Procedure for Evaluation of Stresses in Butt Welding Elbows in Class 1 Piping.
(4) Welded Attachments (a) Code Case N-122, January 21, 1988, Stress Indices for Integral Structural Attachments,Section III, Division 1, Class 1.
(b) Code Case N-318-3, September 5, 1985, Procedure for Evaluation of the Design of Hollow Circular Cross Section Welded Attachments on Class 1 Piping,Section III, Division 1.
(c) Code Case N-391, November 28, 1983, Procedure for Evaluation of the Design of Hollow Circular Cross Section Welded Attachments on Class 1 Piping,Section III, Division 1.
(d) Code Case N-392, November 28, 1983, Procedure for Evaluation of the Design of the Hollow Circular Cross Section Welded Attachments on Class 2 and 3 Piping,Section III, Division 1.
MIC DESIGN 3.7-39
Category I piping is classified into two analytical categories. These categories are defined below.
Rigorous Analysis (Detailed Seismic Analysis)--A comprehensive computer-aided analysis of the piping system to ensure that the system design meets all the ASME Section III requirements for stress in the piping.
Alternative (Simplified) Analysis--A conservative method for locating supports and determining support loads, using computer generated data, hand calculations and/or computer aided analysis to ensure that the ASME Section III code requirements are met.
Systems Rigorously Analyzed TVA evaluates the necessity of performing a Rigorous Analysis on all piping systems and identifies the limits of the analysis using the following guidelines:
(1) Class A piping systems not analyzed by the NSSS vendor.
(2) TVA Class B, C and D lines 2-1/2inches in diameter and larger.
(3) Piping in Category I structures larger than 1-inch diameter that has a maximum operating temperature of 200F or greater and a maximum operating pressure of 275 psig or greater unless it is determined that there is not a potential for unacceptable pipe rupture interactions.
(4) Piping which, due to high temperature or other extraordinary loading conditions, cannot be supported using alternate analysis methods.
Systems Analyzed by Alternate (Simplified) Methods Piping requiring seismic qualification, but not requiring rigorous analysis as outlined above, may be evaluated according to the alternate methods.
.3.8.2 Detailed Seismic Analysis (Rigorous) for Piping Systems A detailed seismic analysis is performed on applicable piping systems by the response spectrum method. Each pipe run is idealized as a mathematical model consisting of lumped masses connected by weightless elastic members. Lumped masses are located at carefully selected points in order to adequately represent the dynamic and elastic characteristics of the pipe system. Using the elastic properties of the pipe, the flexibility matrix for the pipe is determined. The flexibility calculations include the effects of the torsional, bending, shear, and axial deformations. The stiffness of curved members, valves, branch connections, etc., is also taken into consideration.
Once the flexibility and mass matrices of the mathematical model are determined, the frequencies and mode shapes for all significant modes of vibration are determined. All modes having a period greater than 0.0303 seconds (natural frequencies < 33 Hz) are used in the analysis. The mode shapes and frequencies are solved in accordance with the following equation:
0 SEISMIC DESIGN
2
( K - w n M ) n = 0 where:
K = Square stiffness matrix of the pipe loop M = Mass matrix for the pipe loop wn = Frequency for the nth mode n = Mode shape matrix of the nth mode After the frequency is determined for each mode, the participation factors can be calculated by the following equation:
nT M jk njk = ------------------
nT M n Where:
njk = Participation factor for mode n in the jth direction of support zone k.
jk = Displacement matrix of all nodes due to a unit displacement of the jth direction restrained degrees of freedom in support zone k.
Support zone = A set of restrained nodes which move together during a dynamic event.
Using these results and the corresponding spectral accelerations of the mode for the direction and support zone being excited, the response for each mode is determined by the following equation:
njk in S anjk
( V in ) jk = ---------------------------------
w n2 Where:
(Vin)jk = Displacement of mass for mode n for an earthquake in the jth direction of support zone k.
in = Value associated with mass i in n Sanjk = Spectral acceleration for mode n for an earthquake in the jth direction of support zone k.
MIC DESIGN 3.7-41
Using these results, the maximum displacements for each mode are calculated for each mass point in accordance with the following equation:
NZ
( V in ) j = ( V in ) jk k=1 where:
(Vin)j = Displacement of mass i for mode n for an earthquake in the jth direction NZ = Number of support zones used for the pipe loop. However, if ASME Code Case N-411 damping values are used then all supports are in a single support zone.
The maximum displacements for each mode are calculated as follows:
V in = 2 )
( V in j where:
Vin = maximum displacement of mass i for mode n.
j = x, y, and z The maximum displacement for each mass is determined by combining the maximum deflection for each mode by the method described in Section 3.7.3.7. The contribution from higher frequency modes (period less than 0.0303 seconds) are combined with lower frequency modes by the SRSS rule.
With the displacements known, the associated member forces/moments can be obtained by standard structural techniques. The forces for each mode and each earthquake direction will be combined using the conventions described above.
.3.8.3 Alternate (Simplified) Analysis for Piping Systems Section 3.7.3.8.1 defines alternate analysis and specifies the piping for which it may be applied. Various methods are used to perform alternate analysis. These methods may involve the use of simple beam equations, computer generated data and/or computer assisted analysis. For each method, the following general requirements are observed.
(1) Deadweight 2 SEISMIC DESIGN
Supports are located such that adequate rigidity is assured and pipe sagging is minimized.
(2) Seismic Seismic effects are approximated using accelerations from the applicable building response spectra. Response spectra accelerations at the frequency computed for the piping system are used except that if the computed frequency is below the frequency corresponding to the peak of the response spectra, the peak accelerations are used. The response spectra accelerations are increased by at least 50 percent to account for multimode response, unless justification is provided for using a lesser increase.
(3) Thermal Expansion and Anchor Movement Thermal expansion and anchor movement are evaluated using conventional hand calculation methods, the results of computer analysis of typical configurations and/or computer aided thermal flexibility analysis.
(4) Pipe Stress Pipe stress resulting from applicable load sources are evaluated and combined in accordance with applicable code requirements. Details of load combinations and stress limits are provided in Section 3.9.3.1.2.
(5) Support Loads Support loads resulting from applicable load sources are evaluated and combined as specified in Section 3.9.3.4.2.
.3.8.4 Seismic Analysis of Piping Systems That Span Two or More Seismic Support Zones Such as Buildings, Portions of Buildings, or Primary Components Each building, portion of building, or primary component may be considered a separate support zone. The worst enveloped response spectrum for which any portion of the pipe located in that zone is subjected is used to represent the input motion in that zone.
For the evaluation of relative support motions in the seismic analysis of piping systems interconnecting two or more seismic support zones, the maximum relative movement between component supports is assumed and the piping system is subjected to movements through the piping system supports and restraints. Separate cases for each of the three orthogonal directions are considered. Support movements are based on the maximum of the floor movements immediately above and below the support location.
MIC DESIGN 3.7-43
.3.9 Multiple Supported Equipment and Components with Distinct Inputs
.3.9.1 Other Than NSSS The criteria and procedures for seismic analysis of equipment and components supported at different elevations within a building and between buildings with distinct inputs are similar to those described for piping in Section 3.7.3.8.4. When the equipment is supported at two or more points located at different elevations in the building, the response spectrum for the most severe single point of attachment is chosen as the design spectra.
The relative displacement between supports is determined from the dynamic analysis of the structure. The relative support point displacements are used for a static analysis to determine the additional stresses due to support displacements.
.3.9.2 Multiple Supported NSSS Equipment and Components with Distinct Inputs When response spectrum methods are used to evaluate reactor coolant system primary components interconnected between floors, the procedures of the following paragraphs are used. There are no components in Westinghouse scope of analysis which are interconnected between buildings. The primary components of the reactor coolant system are supported at no more than two floor elevations.
A dynamic response spectrum analysis is first made assuming no relative displacement between support points. The response spectra used in this analysis is the worst floor response spectra. Any deviation from this position will be subject for NRC review on a case-by-case basis.
Secondly, the effect of differential seismic movement of components interconnected between floors is considered statically in the integrated system analysis and in the detailed component analysis.
Per ASME Code rules, this stress caused by differential seismic motion is clearly secondary for piping (NB 3650) and component supports (NF 3231). For components, the differential motion will be evaluated as a free end displacement, since, per NB 3213.19, examples of a free end displacement are motions 'that would occur because of relative thermal expansion of piping, equipment, and equipment supports, or because of rotations imposed upon the equipment by sources other than the piping'.
The effect of the differential motion is to impose a rotation on the component from the building. This motion, then, being a free end displacement and being similar to thermal expansion loads, will cause stresses which will be evaluated with ASME Code methods including the rules of NB 3227.5 used for stresses originating from restrained free end displacements.
The results of these two steps, the dynamic inertia analysis and the static differential motion analysis, are combined absolutely with due consideration for the ASME classification of the stresses.
4 SEISMIC DESIGN
.3.10 Use of Constant Vertical Load Factors
.3.10.1 Use of Constant Load Factors for Equipment Other Than NSSS With respect to equipment, static analysis for seismic loading is recognized as an acceptable approach with restrictions as follows:
(1) The analysis method is consistent with the 'static coefficient method' as prescribed in IEEE 344-1975, Paragraph 5.3. The peak acceleration values of the applicable floor response spectra are multiplied by a factor of 1.5 if natural frequencies are not determined. The increased acceleration values are used as equivalent static load factors applied to the entire mass of the equipment being evaluated. Lower multiplication factors (between 1.0 and 1.5) are only used as justified by frequency analysis.
(2) The static coefficient analysis method is used only for the evaluation of structural integrity of equipment. It is recognized that the static analysis method alone is not sufficient for the qualification of safety-related active equipment where the demonstration of operability is required.
.3.10.2 Use of Constant Vertical Load Factors for NSSS Constant vertical load factors are not used as the vertical floor response load for the seismic design of NSSS safety-related systems and components.
.3.11 Torsional Effects of Eccentric Masses
.3.11.1 Piping Other Than NSSS The torsional effects of eccentric masses such as valve operators are modeled in the piping mathematical model as lumped masses at the free end of cantilevered rods with a length equal to the distance from the center of gravity of the mass to the pipe flow axis. The stiffness of the rod is used to simulate the valve extended structure flexibility.
.3.11.2 Torsional Effects of Eccentric Masses of NSSS The effect of eccentric masses, such as valves and valve operators, is considered, when applicable, in the seismic piping analyses. These eccentric masses are modeled in the system analysis and the torsional effects caused by them are evaluated and included in the total system response. The total response must meet the limits of the criteria applicable to the safety class of piping.
.3.12 Buried Seismic Category I Piping Systems Buried piping complies with the ASME Boiler and Pressure Vessel Code,Section III and is analyzed seismically as follows:
The soil is considered to be a horizontal 1-layer system which responds to the earthquake by moving in a continuous sinusoidal plane wave and supported by a second layer or base material. The top layer is assumed to pick up accelerations from the base material.
MIC DESIGN 3.7-45
Utilizing the average values for the shear wave velocity and density for the top layers, the ground deformation pattern in terms of wave length and amplitude is determined.
The buried pipes are assumed to deform along with the surrounding soil layers.
The average shear wave velocity of a single layer representation of a multi-layered soil system may be determined by:
Vs h' V ST = ----------------
h where, VST = Average shear velocity in the top layers of soil, ft/sec VS = Shear velocity in each layer of soil, ft/sec h = Depth of each layer of soil, ft h = Total depth of top layers of soil, ft The fundamental period of the single layer is calculated from the following equation:
4h T = ----------(seconds)
V ST If the depth of the soil layer varies over the distance traversed by the buried pipe, both cases, for maximum and minimum depths, are considered.
The maximum amplitude of the sine wave which represents the maximum displacement of the pipe is:
T 2 A = Displacement = ------ *(Accel) 2 Where:
T = Fundamental period, sec Accel = Amplified soil acceleration value, in/sec2 The wave length, L, is calculated as:
L = VST T 6 SEISMIC DESIGN
The bending moment resulting from the seismic disturbance, assuming the pipe follows the soil and deforms as a sine wave, is given by 2
EIA M = --------------------
2 (L § 2)
Where:
M = Maximum bending moment, in-lb E = Modulus of the pipe, psi I = Moment of inertia of the pipe, in4 A = Maximum amplitude, in.
L = Wave length, in.
The corresponding bending stress is obtained by dividing the moment by the section modulus of the pipe. The above bending stress is combined with bending stresses due to other loads according to the applicable loading combinations.
The axial strain experienced by the pipe due to deformation of the soils is also evaluated. The axial strain due to seismic propagating waves is computed following the methods of Newmark [15] and [16], Yeh [18], and Keusel [17], which assume the soil is linearly elastic and homogenous, the pipe behaves as a slender beam, and the buried member deforms with the surrounding soil (this implies the strain in the soil equals the strain in the member).
The effect of soil strain from a seismic event on elbows or turns in a buried pipe system must be analyzed in greater detail than just calculating the axial strain. The effect of these strains on elbows/turns is more complex due to the pipe elbow/turn trying to resist the strain. The complexity is a function of the pipe and backfill soil properties.
The basis for determining the effect of the strains on the piping elbows/turns is described by Shah and Chu [19]. The Shah and Chu theory has been developed into an analysis procedure by Goodling [20], [21], and [22]. The committee on Seismic Analysis of the ASCE Structural Committee on Nuclear Structures and Materials prepared a report "Seismic Response of Buried Pipes and Structural Components,"[23]
which explains and amplifies the referenced methodology[19] and analysis procedure
[20], [21] and [22]. These references shall be used for analysis of the effects of axial strain on buried piping.
The magnitude of friction acting on the pipe used in the analysis depends on several factors, such as pipe surface conditions, contact pressure, soil strengths, etc. The friction force acting on the pipe is determined in accordance with Reference [24].
MIC DESIGN 3.7-47
Differential Movement Differential movement between the piping and a structure/feature occurs from two sources. The first is vertical, which can be caused by differential soil consolidation below the pipe or structure/feature. The second source is horizontal movement due to differential movement during a seismic event.
Where practical, seismic classed buried piping is routed to avoid areas of weak soils.
Where weak soils are encountered, the bad material is removed and replaced by backfill. The backfill is placed to standards that ensure suitable bearing conditions; therefore, the transition from one material to another, i.e., in situ soil to backfill, should not be a problem. In lieu of the above, in some cases an analysis is performed to show that the pipe has sufficient strength to bridge the discontinuity and support the soil above the pipe without exceeding the allowable stress of the piping material.
Category I buried piping which penetrates structures where fill settlement or seismic movements are expected to be high is protected from differential movement of the soil and structure by Category I concrete slabs or encasements. The slab or encasement is supported by a bracket on the structure on one end and on undisturbed or Class A backfill at the other end. Bearing piles are used if required to support the slab. The encased pipes are insulated to prevent bonding between the pipes and concrete. For details of the slab at the intake pumping station and the encasement at the Diesel Generator Building, refer to Section 3.8.4.4.
For seismic classed buried piping that penetrates structures in areas where very little fill is involved and seismic movements are low, protection from differential movement of the soil and structure is provided by an oversized opening in the structure. The annular space between the pipe and opening is filled with a resilient material. The first support inside the structure is located to allow for relative movement of the pipe and structure. The soil-structure interface is treated as an anchor, and stresses are limited to code allowables.
Soil consolidation is determined in conformance with criteria given in Section 2.5.4.10 (static settlement) and 2.5.4.8 (dynamic settlement - soil liquefaction).
The ERCW piping was evaluated for potential settlement due to soil liquefaction as discussed in Section 2.5.4.8. The potential settlements used for the evaluation were determined in the liquefaction evaluation using the strain criteria specified by the NRC staff which are shown on Figures 2.5-571 through 2.5-575. The effect of these potential settlements was evaluated for the entire length of pipe and also at all building interfaces. The evaluation of the effect of these potential settlements was done in two phases.
The first phase was a preliminary screening which involved calculations to identify areas of the pipe which may undergo excessive settlement. In the preliminary screening, the boundaries of the pipe system, the pipe sizes, and pipe materials were determined. Because of the size and length of pipe involved, a 60 foot length was chosen as sufficient to model the system. A fixed-fixed end model was assumed to 8 SEISMIC DESIGN
describe the piping for the initial calculations. Using the standard equation for maximum deflection for a fixed-fixed end model:
2 M = Resultant moment ML Y max = ------------ L = Span length 32EI E = Young's modulus I = Moment of inertia The settlement can be determined if the resulting-moment were known. ASME Code Section III (1977 edition) states that the effects of any single nonrepeated anchor movement is governed by Equation 10A:
iM i = Stress intensification factor
3.0S C Z Z = Section modulus Sc= Allowable stress at room temperature To expand this equation to include thermal effects (assuming Mc = 0) would involve adding it to Equation 11 (1971 ASME III Code, Summer 1973 Addenda, NC-3652.3) thus; Im
3.0S C + S A S A = Allowable stress for expansion Z
Since the pipe sizes and materials are known, and the stress intensification factor can be calculated, the resultant moment at any point on the pipe can be determined. Thus the potential settlement can be found by using the standard equation for the fixed-fixed end model. The results from these preliminary screening calculations were used in conjunction with the potential settlement evaluation, Section 2.5.4.8, to identify potential areas of excessive settlement, either at the buildings or along the pipeline.
The second phase of the evaluation consisted of making rigorous piping analyses at the potential areas of excessive settlement. There were three areas along the pipeline with apparent problems that were modeled into the TPIPE piping analysis program.
These areas were modeled for a distance on both sides of the potential high settlement area. The areas that were modeled were: (1) from the intake pump station to boring SS-131; (2) from boring SS-141 to boring SS-90; and (3) from boring SS-163 to boring SS-159.
At these areas the potential settlements were used as input in the phase II analysis to give the most conservative results. In all cases, the stress levels are below the ASME Code allowable for settlement induced loads (Reference 1977 ASME Code).
MIC DESIGN 3.7-49
Cement-mortar lined carbon steel pipe is used in the buried portion of the ERCW yard piping system. The reason for the mortar lining is given in Section 9.2.1.6. The seismic qualification of the cement-mortar lining is provided by testing. This testing is described below.
A full-scale testing program consisting of laboratory tests, field tests, and vibration measurements was conducted for seismic qualification of the cement-mortar lined carbon steel pipes. A total of 100 feet of 30-inch diameter pipe, 20 feet of 18-inch diameter pipe, and a 90-degree elbow of 30-inch diameter were lined. Pipe sections tested were: one 30-foot pipe of 30-inch diameter, one 40-foot pipe of 30-inch diameter, one 90-degree elbow of 30-inch diameter with a 5-foot pipe welded to each end, 14 two-foot sections of 30-inch diameter, and 10 two-foot sections of 18-inch diameter. Cement-mortar samples were taken from the mixer before lining application began. Density and moisture content tests were performed on the compacted backfill material surrounding the pipe for field tests. Lining materials and procedures were conforming to American Water Works Association Standard C602-76, 'Cement-Mortar Lining of Water Pipelines - 4 Inches and Larger - In Place.'
Cement-mortar specimens were tested for compressive, tensile, and flexural strength, modulus of elasticity, and density. The two-foot pipe sections were subjected to three-edge-bearing, cyclic loading, torsion, drop, and impact tests. The 30-foot pipe was subjected to bending, cyclic loading, and drop tests.
90-degree elbow was subjected to bending tests. The 40-foot pipe was installed in a trench and after backfilling it was subjected to a dynamic loading of 36,000 pounds at 28 hertz (Hz) from a vibratory roller with a smooth drum of 60-inch diameter by 84-inch width. Two accelerometers were mounted on two of the 30 inch pipes to monitor vibrations experienced by the pipes during the 100-mile trip from the Phipps Bend construction site near Kingsport, Tennessee, to Singleton Materials Engineering Laboratory near Knoxville, Tennessee. The vibrations of the 30 foot pipe (bottom) and a two-foot section (top) were measured and recorded on tape for later analyses. It was expected that the difference in dimension and difference in physical location of the pipes would result in different vibration magnitudes and frequency contents.
Comparison between the recorded vibrations and the design earthquake was also made.
The acceleration time histories and their corresponding Fourier amplitude spectra at certain high acceleration locations on the record were processed. The acceleration time histories are recorded data and the Fourier amplitude spectra are calculated from the recorded data. This transform of data from time domain to frequency domain reveals the frequency content of the vibration data. The maximum acceleration experienced by the bottom pipe (30 feet long) was 0.6g and that experienced by the top pipe (two-foot section) was 2.1g. Both values are higher than the SSE accelerations for the design of TVA nuclear plants. The recorded maximum peak-to-peak accelerations were 1.2 g and 3.8 g, respectively. Dominant frequencies ranged from 15 to 70 Hz, mostly concentrated in the range of 15 to 50 Hz.
0 SEISMIC DESIGN
For most large earthquakes the dominant frequencies are in the range of 0.5 to 10 Hz.
Lower frequencies indicate that a buried pipe would experience less number of cycles of vibration during real earthquakes. Since a pipe has to move with its surrounding soil, vibration amplification due to structure properties is minimal.
No crack due to vibration was found in any of the lining after unloading. It is concluded that the linings had experienced more severe vibrations than any recorded earthquakes in terms of magnitude and number of cycles. The vibration measurements were considered as effective as shaking table tests.
The three-edge-bearing tests showed that the cement-mortar linings were flexible.
The lining underwent considerable cracking prior to separation and falling of the linings. Linings only fell after the formation of the plastic hinges in the steel.
The testing program covers a much broader range in types of loading than earthquake loadings. They simulated dead load (loading from roller without vibration, three-edge-bearing test, torsion, and bending tests), low frequency load (cycle tests),
large dynamic load at 28 Hz (loading from roller with vibration), large acceleration load with a major frequency content of 0-100 Hz (vibration measurements during shipping),
line load with very short duration (drop test), and point load with very short duration (impact test).
From these tests, it is concluded that the test loadings applied to the cement-mortar lining were much more severe and broad-ranged than the design seismic loadings.
Therefore, the cement-mortar lining in the underground ERCW pipes is seismically qualified.
.3.13 Interaction of Other Piping with Seismic Category I Piping The analysis of a Category I piping system may be terminated at the interface of a nonnuclear safety class piping run by either of the following methods.
(1) Terminate the analysis at an in-line anchor designed to prevent transfer of rotations and deflections. The design of the anchor will be sufficient to accommodate reactions from all adjacent piping runs.
(2) Extend the analysis and support of the Category I system far enough into the nonnuclear safety class system to ensure that the effects of this adjacent system have been imposed on the Category I system.
Normally, a valve serves as a seismic-nonseismic boundary in a fluid system. The valve capability to maintain a pressure boundary in the event of a seismic event is assured by seismically designing piping on the nonclassified side as described above.
.3.14 Seismic Analyses for Fuel Elements, Control Rod Assemblies, Control Rod Drives, and Reactor Internals Fuel assembly component stresses induced by horizontal seismic disturbances are analyzed through the use of finite element computer modeling. The time history floor response based on a standard seismic time history normalized to Safe Shutdown MIC DESIGN 3.7-51
Earthquake levels is used as the seismic input. The reactor internals and the fuel assemblies are modeled as spring and lumped mass systems or beam elements. The seismic response of the fuel assemblies is analyzed to determine design adequacy. A detailed discussion of the analyses performed for typical fuel assemblies is contained in References [7] and [9].
The Control Rod Drive Mechanisms (CRDM) are seismically analyzed to confirm that system stresses under seismic conditions do not exceed allowable levels as defined by the ASME Boiler and Pressure Vessel Code Section III for 'upset' and 'faulted' conditions. Based on these stress criteria, the allowable seismic stresses in terms of bending moments in the structure are determined. The CRDM is mathematically modeled as a system of lumped and distributed masses. The model is analyzed under appropriate seismic excitation, and the resultant seismic bending moments along the length of the CRDM are calculated. These values are then compared to the allowable seismic bending moments for the equipment, to ensure adequacy of the design.
The seismic qualification of Watts Bar reactor vessel internals is demonstrated using a generic basis for a four loop plant. The generic basis or analysis consists of generic design response spectra and generic reactor vessel supports which envelope the analogous specific Watts Bar values.
The generic seismic analysis of the reactor internals is conducted in accordance with the guidelines specified in Regulatory Guide 1.92. The seismic analysis determines the response of the reactor internals to Operational Basis Earthquake (OBE) and Safe Shutdown Earthquake (SSE) vertical and horizontal seismic shock components. The horizontal and vertical seismic analysis use the modal response spectrum method and the WECAN general purpose finite element program to determine the internals response. The method used to obtain the combined response of the modal spectral responses is square-root-of-the-sum-of-the squares (SRSS).
The effect of closely spaced modes is considered using the Ten Percent Method (Regulatory Guide 1.92, Paragraph 1.2.2); however, the effect has been shown to be insignificant. The maximum or total seismic response value of the reactor internals is obtained by taking the SRSS of the maximum values of the co-directional responses due to the three components of earthquake motion. In general, this combination is made in the Stress Analysis section of the particular structural component.
When appropriate (e.g., simple beam analysis) LOCA and SSE loads are combined on a reactor internals structural component basis per the SRSS method, the resultant stress intensities calculated. For more complex structural geometries (e.g., core barrel shell) the stress components due to LOCA and SSE are combined either by absolute sum or SRSS, preserving the appropriate signs. These stress components are used to determine the stress intensity for the structural component. For the LOCA, the maximum stresses from the time history response are used. Since the seismic stresses are calculated using response spectrum techniques, the responses are unsigned; therefore, when the LOCA and SSE stresses are combined, the most unfavorable sign convention for the SSE is assumed. The horizontal and vertical seismic models contain 118 and 27 active dynamic degrees of freedom, respectively.
2 SEISMIC DESIGN
Results from the modal analysis of the horizontal and vertical systems indicates, in general, 17 and 3 modes present with frequencies less than 33 Hz.
In developing the seismic model of the reactor vessel and internals, a systematic approach was used to ensure that basic fundamental frequencies, i.e., both component and system frequencies are described and inherent in the mathematical models. The approach used to verify the mathematical modeling of reactor vessel and internals was to compare and require that the system frequencies and mode shapes from the mathematical models to be in agreement with plant test and scale model test data.
In determining the seismic response of the reactor system due to the excitation of unidirectional shock spectrum, those modes contributing to the first 80-90 percent of total system mass was considered in the solution.
Hydrodynamic mass effects, for both horizontal and vertical directions, was included in the reactor vessel-internals system models. The numerical values for the various hydrodynamic masses effects within the reactor system is based on scale model and plant tests and applicable analytical expressions, e.g., Fritz, Fritz & Kiss, etc.
The effect of significant nonlinearities in the reactor system, i.e., gaps between reactor vessel and internals on the seismic response is considered in the system analysis.
The nonlinearities due to the gaps are included by determining an effective stiffness at the gap location. The validity of this approach has been investigated and found to be conservative for the frequency response range of the reactor internals.
The structural damping values used in the system seismic analysis are in accordance with Regulatory Guide 1.61; i.e., 2 and 4 percent for OBE and SSE, respectively.
In addition, the stiffness of the primary piping and the stiffness of reactor vessel supports are considered in the analysis. Coupling effects between the horizontal and vertical directions are insignificant and are not considered in the analysis.
The frequency response for the Watts Bar reactor vessel internals system is enveloped by the frequency response of the four loop reactor internals which uses the generic vessel support stiffness. The generic frequency response of four loop reactor internals results in acceleration values on the generic response spectra curve. The generic spectra envelopes the specific WattsBar spectra by a considerable margin and therefore, the loads for the four loop generic analysis envelope the loads for Watts Bar.
Consequently, seismic qualification of the Watts Bar reactor internals is demonstrated since the four loop reactor internals have been qualified on a generic basis.
.3.15 Analysis Procedure for Damping The specific percentages of critical damping value used for Category I structures, systems, and components are provided in Tables 3.7-2 and 3.7-24.
MIC DESIGN 3.7-53
.3.16 Seismic Analysis and Qualification of Category I Equipment Other Than NSSS All seismic Category I floor or wall-mounted mechanical and electrical equipment was analyzed or tested and designed to withstand seismic loadings in the horizontal and vertical directions. The floor response spectra obtained from the analysis of structures were used in the analyses. Each procurement specification for equipment contained the particular floor response spectra curve for the floor on which the equipment is located. Depending on the relative rigidity and/or the complexity of the equipment being analyzed, the vendor could use one of the following four methods to qualify the equipment:
(1) Dynamic analysis method, (2) Simplified dynamic analysis method, (3) Equivalent static load method, (4) Testing method.
The basis used for selection of the appropriate accelerations used in the above paragraph is described in further detail in Section 3.7.3.16.2. Table 3.7-25 identifies how each Seismic Category I item was qualified.
Equipment is considered to be rigid for seismic design if the first natural frequency is equal to or more than 33 cycles per second.
The Watts Bar Category I electrical and mechanical equipment seismic qualification program is consistent with the guidance provided by the NRC Standard Review Plan (NUREG-0800), Revision 2, July 1981, Section 3.10, acceptance criteria for plants with Construction Permit applications docketed before October 27, 1972. The equipment has been seismically qualified either in direct compliance with IEEE Std. 344-1975/Regulatory Guide 1.100 (equipment procured after September 1, 1974), or in accordance with a program which provided as a minimum, qualification to the requirements of IEEE 344-1971 and in addition addressed the guidelines of SRP 3.10.
.3.16.1 Dynamic Analysis Method For Equipment and Components Equipment that is rigid and rigidly attached to its support structure was analyzed for a g-loading equal to the acceleration of the supporting structure at the appropriate elevation.
For nonrigid, structurally simple equipment, the dynamic model consisted of one mass and one spring. Keeping the values of the mass and the spring constant, the natural period of the equipment was determined. The natural period, together with the appropriate damping value, was used to enter the appropriate acceleration response spectrum to obtain the equipment acceleration in units of g's. The corresponding inertia force was obtained by multiplying the weight times the acceleration.
4 SEISMIC DESIGN
If the equipment is structurally complex to the extent that a single-degree-of-freedom-system model does not adequately represent the action of the structure to dynamic loads, then a multi-degree-of-freedom model was used with a complete multi-degree-of-freedom analysis. Enough modes were considered to adequately represent the response of the equipment.
.3.16.2 Simplified Dynamic Analysis Method For Equipment and Components In the simplified dynamic analysis method, the acceleration value corresponding to the maximum shown on the response spectrum curve is used in qualifying the equipment.
The forces on the equipment are determined by multiplying the equipment weight times the acceleration. This provides an acceptable method of analysis providing one of the following criteria is met:
(1) The item of equipment is simple enough to be adequately modeled by a simple one-degree-of-freedom spring-mass system.
(2) The item of equipment is not simple but its fundamental frequency is greater than the rigid frequency. The rigid frequency is defined as that frequency of the floor response spectrum above which there is no acceleration amplification.
(3) The item of equipment is not simple and its fundamental frequency is lower than the rigid frequency but its other frequencies are higher than the rigid frequency.
If the equipment can be shown to meet one of these criteria, any amplification due to internal dynamics will not cause stresses greater than those obtained by using the peak value of the floor response spectrum. All of the equipment listed in Table 3.7-25 as having been analyzed by the simplified dynamic analysis method has been reviewed to verify that it meets one of these criteria.
The method described above is conservative since the maximum acceleration, regardless of the frequency of the equipment, is used.
.3.16.3 Equivalent Static Load Method The description of equivalent load method and its applicability are detailed in Section 3.7.3.5.
.3.16.4 Testing Method Equipment that did not lend itself to mathematical modeling and structural analysis to determine no loss of function was evaluated by actual vibration testing. The seismic qualification of mechanical equipment, instrumentation and electric equipment are described in Sections 3.9 and 3.10, respectively.
MIC DESIGN 3.7-55
.3.16.5 Equipment and Component Mounting Considerations Seismic loads for vendor-supplied floor or wall mounted Category I equipment and fluid system component (equipment/component) assemblies and their TVA-designed supports and/or anchorages are determined with consideration of the damping values and stiffness of each. Damping values for these equipment/component assemblies and their bolted or welded structural steel supports and/or anchorages are as indicated in Table 3.7-2. Most of the TVA-designed supports and/or anchorages are effectively rigid; e.g., they do not result in significant amplification of the building structure seismic input. When a TVA-designed support and/or anchorage is not effectively rigid a coupled analysis of the equipment and/or component assembly and its support and/or anchorage is performed using composite modal damping response spectrum analysis techniques.
Examples of vendor-supplied floor or wall mounted mechanical equipment/ component assemblies include: tanks, heat exchangers, diesel generator sets, air handling units, chiller units, compressor assemblies, fan assemblies, and pumps. Electrical equipment assemblies include: transformers, battery racks, instruments and control (I/C) cabinets, I/C panels, and I/C racks.
Seismic loads for line-mounted Category I equipment/components and their mountings are determined from analysis of the subsystems on which they are mounted. The line-mounted equipment/component is tested or analyzed using device qualification techniques as described in Section 3.7.3.6.3. Mass and stiffness characteristics of the equipment/components are included in the subsystem analysis when significant to its seismic response. For example, Section 3.7.3.11.1 describes the modeling of valves in Category I piping subsystems. The subsystem response at the equipment/component location is kept below the device qualification level of the equipment/component. Local mounting brackets for line-mounted equipment/components are seismically qualified with the equipment/component (as part of the device) or they are designed to be effectively rigid. In this case, effectively rigid means the local mounting brackets do not result in significant amplification of the seismic input from the subsystem.
Examples of line-mounted mechanical and electrical equipment/components include:
valves, HVAC dampers, and locally-mounted I/C devices of all types.
The techniques described in this section ensure compatibility of the seismic loads for qualification of the Category I equipment/components and the predicted seismic responses of structures and subsystems to which they are mounted.
.3.17 Seismic Analysis and Design of HVAC Duct and Duct Support Systems This section addresses the analysis and design of Category I and I(L) (see Sections 3.2.1 and 3.2.2.7) HVAC duct and duct support subsystems.
.3.17.1 Description of HVAC Duct and Duct Support Subsystems HVAC duct and duct support subsystems consist of continuous runs of round and rectangular 6 SEISMIC DESIGN
sheet metal ducts multiple supported along their lengths by structural steel support frames or rod hangers. Scheduled pipe and pipe supports functionally used for an HVAC purpose are treated as piping subsystems in accordance with Section 3.9.
For purpose of analysis, an HVAC duct and duct support subsystem is regarded as any continuous portion of a total duct run and its supports which may be conservatively modeled for evaluation of the loads and stresses within the portion of interest.
Significant mass and mass eccentricities of in-line or attached mechanical and electrical components are accounted for in the subsystem model to represent their effects in structural qualifications of the ducts and duct supports in accordance with Sections 3.7.3.17.2 through 3.7.3.17.6. Qualification of the in-line or attached Category I mechanical or electrical equipment and components are in accordance with Sections 3.7.3.6, 3.7.3.16.5, 3.9, and 3.10.
.3.17.2 Applicable Codes, Standards, and Specifications The following codes, standards, and specifications are applicable to various portions of the HVAC duct and duct support subsystems:
(1) SMACNA High Velocity Duct Construction Standards, 2nd Edition, 1969 (2) ANSI/ASME N-509 Standard, "Nuclear Power Plant Air Cleaning Units and Components," 1976 (3) ASTM Standards (4) AISI Specifications for the Design of Cold-Formed Steel Structural Members, 1986 Edition (5) AISC Specifications for the Design, Fabrication, and Erection of Structural Steel for Buildings, 7th and 8th Editions except welded construction is in accordance with Item 7 below.
(6) Manufacturer's Standardization Society of the Valve and Fittings Industry, Standard Practice MSS-SP-58, "Pipe Hangers and Supports - Materials and Design," 1967 Edition (7) American Welding Society, AWS D1.1 Structural Welding Code (See Section 3.8.1.2, Item 4)
(8) American Welding Society, AWS D1.3 Structural Welding Code for Sheet Metal (9) American Welding Society, AWS D9.1 Specifications for Welding Code for Sheet Metal (10) NRC Regulatory Guide 1.52, "Design, Testing, and Maintenance Criteria for Post Accident Engineered-Safety-Feature Atmosphere Cleanup System Air Filtration and Adsorption Units of Light-Water-Cooled Nuclear Power Plants,"
Revision 2.
MIC DESIGN 3.7-57
.3.17.3 Loads and Load Combinations HVAC duct and duct support subsystems are designed for the following loads:
D -Dead loads OBE -Operating basis earthquake loads SSE -Safe shutdown earthquake loads To -Thermal effects and loads during normal operating or shutdown conditions based on the most critical transient or steady-state conditions Ta -Time varying thermal loads under conditions generated by the design basis accident condition and including To Note: The maximum value of Ta need not be considered simultaneously with the DBA if time phasing evaluation show that less than Ta maximum occurs during the DBA transient.
Po - Operating pressure in the duct Pj - Accident pressure external to the duct due to jet impingement loads from a pipe break. The ducts shall be protected against possible Pj loadings; therefore, this load need not be considered.
Pa - Compartmental pressure loads resulting from a design basis accident DBA - Design basis accident dynamic loads due to pressure transient response F - Airflow induced dynamic loads acting on turning vanes inside the ducts (dependent on the mean airflow velocity)
These loads are considered in the following combinations for the duct and duct support elements of the subsystems:
Ducts Duct Support (1) DL + Po + F + OBE (1) DL + OBE (2) DL + Po + To + F + OBE (2) DL + To + OBE (3) DL + Po + To + F + SSE (3) DL + To + SSE (4) DL + Po + Ta + F + OBE + DBA + Pa (4) DL + Ta + OBE + DBA (5) DL + Po + Ta + F + SSE + DBA + Pa (5) DL + Ta + SSE + DBA
.3.17.4 Analysis and Design Procedures Existing HVAC duct and duct support subsystems that were originally analyzed and designed to Set A seismic response spectra are reevaluated to Set B response spectra as the basis for their qualification. New designs and modification designs to existing subsystems are based on the envelope of Set B+C response spectra.
8 SEISMIC DESIGN
.3.17.5 Structural Acceptance Criteria The various elements of the HVAC duct and duct support subsystems are qualified for structural acceptance based on allowable stress criteria.
Allowable stresses for the duct supports are specified in Table 3.7-26.
Allowable stresses for the ducts involve a number of specialized considerations to address both overall and local stresses. Overall stress allowables for duct plate (membrane) elements are developed based on AISI equations. These equations are modified where necessary to adjust for large height-to-thickness and width-to-thickness ratios beyond the normal AISI limits. These adjustments are based on correlations to results of testing, large displacement finite element analyses, and/or industry literature. Additional specialized considerations are made for local stress evaluations. Stress evaluations of the duct stiffeners (including companion-angles) and bolting between these stiffeners are based on AISC allowables. Stress evaluations of the tinners rivets connecting the companion-angles to the duct plate are based on correlation to test results.
In general, unfactored duct stress allowables are used in evaluations of loading combination (1). These stress allowables are multiplied by 1.5 in evaluations of loading combinations (2), (3), (4), and (5). Critical elements of the duct necessary to maintain overall cross section stability are limited to 0.90 Fy except shear is limited to 0.52 Fy and buckling is limited to 0.90 Fcr. Local plate stresses are maintained within 0.90 Fy for mid-plane membrane stresses although surface stresses may exceed yield.
The effective cross section of a duct is evaluated based on the post-buckled membrane strength of the duct panels between stiffeners.
.3.17.6 Materials and Quality Control Some HVAC sheet metal materials installed prior to March 1990 were not always specified and controlled sufficiently to assure known mechanical properties. Samples of these materials were taken from the installed ducts and tested to determine their mechanical properties. The following mechanical properties are used for designs with these materials:
Duct Construction Type Yield Strength, Fy Tensile Strength, Fu SMACNA rectangular (ASTM 33 ksi 45 ksi A525/A527 galvanized sheet)
Specially formed round or rectangular 30 ksi 49 ksi welded (ASTM A570 sheet)
Spiral-welded pipe (ASTM A211) 30 ksi 40 ksi MIC DESIGN 3.7-59
Duct Construction Type Yield Strength, Fy Tensile Strength, Fu SMACNA round spiral-lockor 20 ksi 37 ksi longitudinal-lock HVAC duct sheet metal materials specified after March 1990 and the associated mechanical properties used for designs are as follows:
Specified Material Yield Strength, Fy Tensile Strength, Fu ASTM A446 Grade A (minimum) 33 ksi 45 ksi galvanized steel sheet ASTM A570 Grade 30 (minimum) 30 ksi 49 ksi steel sheet (also used for ASTM A211 spiral-welded pipe)
HVAC structural steel supports are fabricated of ASTM A36 or equivalent or stronger material and are evaluated as having mechanical properties of Fy=36 ksi and Fu=58 ksi.
All steel materials used in the fabrication of HVAC ducts and duct supports are evaluated with a Young's Modulus of E=29 x 103 ksi except for those areas within the Reactor Building where reductions must be taken due to extreme accident thermal conditions.
.4 Seismic Instrumentation Program Seismic instrumentation is provided in order to assess the effects on the plant of earthquakes which may cause exceedance of the Operating Basis Earthquake (OBE
= 0.09g ground acceleration). The instrumentation program is described in the following subsections.
.4.1 Comparison with Regulatory Guide 1.12 The instrumentation is described in Section 3.7.4.2 below and meets the requirements of Regulatory Guide 1.12.
.4.2 Location and Description of Instrumentation The seismic instrumentation locations are shown in Figures 3.7-39 through 3.7-45.
Instrumentation consists of the following:
0 SEISMIC DESIGN
(1) A strong motion triaxial accelerometer at each of the following locations:
(a) Elevation 702.78, Unit 1 Reactor Building, on the floor slab in the annulus between the Shield Building and the Steel Containment Vessel as shown in Figure 3.7-39.
(b) Elevation 756.63, Unit 1 Reactor Building, on the floor slab as shown in Figure 3.7-40.
(c) Elevation 742.0, Diesel Generator Building, on the base slab as shown in Figure 3.7-41.
These accelerometers are connected to battery-operated tape recorders which record accelerations (x, y, and z) and a time reference trace on magnetic tape. The recording system is located in the Control Building. The full scale range of the transducers is zero to 1.0g with a flat response bandwidth of DC to 50 Hz. Since the remote trigger has a flat response bandwidth of 0.5 Hz to 15 Hz, disturbances greater than 15 Hz will not normally initiate the recording system.
(2) A triaxial acceleration trigger (recording system remote starter) at each of the following locations:
(a) Elevation 702.78, Unit 1 Reactor Building, on the base slab near Item 1a as shown in Figure 3.7-39.
(b) Elevation 756.63, Unit 1 Reactor Building, on the floor slab near Item 1b as shown in Figure 3.7-40.
(c) Elevation 742, Diesel Generator Building, on the base slab near Item 1c as shown in Figure 3.7-41.
The triggers (also called remote starter package) are connected to the strong motion accelerometer control panel in the Control Building. Any disturbance causing a vibratory acceleration equal to or exceeding 0.01g, will activate the starter circuitry which in turn will cause the tape recorder system to begin recording the strong motion accelerometer signals. Frequency sensitivity of the trigger units is from 0.5 Hz to 15 Hz.
(3) A seismic instrumentation panel board is located at Elevation 708, Control Building, as shown in Figure 3.7-42. The following panels are mounted on the panel board:
(a) A magnetic tape recording system.
A recording system is capable of recording a minimum of 30 minutes of data from three triaxial strong motion accelerometers simultaneously.
When the recording system is activated, system contacts cause a window on the annunciator panel in the main control room to illuminate, informing the operator that the recording system is operating. Item 8a MIC DESIGN 3.7-61
gives details about the annunciator. The system is powered by batteries located in the control panel discussed under Item 3d.
(b) Tape playback system.
The tape playback system produces an analog strip chart from each accelerogram recorded together with a time trace. This feature affords prompt, limited analysis of any disturbance of interest.
(c) Annunciator panel The annunciator panel is connected to the active triaxial response spectrum recorder and gives visual indication when any of the preset accelerations have been exceeded. The active triaxial response spectrum recorder is described in Item 5.
(d) Control panel and power supply for the accelerometers, starters, and recording system are discussed under Items 1, 2, and 3a.
(e) Switch panel and power supply for the seismic switch is discussed under Item 4.
(4) A triaxial seismic switch (acceleration trigger) installed, adjacent to Item 1a, at Elevation 702.78 on the base slab of the Unit 1 Reactor Building. The seismic switch has a range of 0.025 g to 0.25g, is field adjustable, and is set to actuate contact closure at 0.09g for either horizontal direction and 0.06g for vertical direction (maximum ground acceleration for OBE). Actuation of the switch will activate an annunciator in the main control room. Disturbances greater than 15 Hz will not normally actuate the switch because the switch has a flat response bandwidth of 0.5 Hz to 15 Hz. Refer to Item 8b for details about the annunciator.
(5) An active triaxial response spectrum recorder at Elevation 702.78, Unit 1 Reactor Building, adjacent to Item 1a as shown on Figure 3.7-39. Aside from its function to record maximum amplitudes over a set of discrete frequencies within the specified bandwidth of 2-25 Hz, this unit will provide a signal to the annunciator unit in the main control room when the preset acceleration levels are exceeded (hence the term "active"). Details concerning the annunciator are explained in Item 8c.
2 SEISMIC DESIGN
(6) A passive triaxial response spectrum recorder at each of the following locations:
(a) Elevation 756.63, Unit 1 Reactor Building, adjacent to Item 1b as shown in Figure 3.7-40.
(b) Elevation 757, Auxiliary Building, between column 1 lines A8 and A1O as shown in Figure 3.7-40.
(c) Elevation 742, Diesel Generator Building, on the base slab near Item 1c as shown in Figure 3.7-41.
These recorders will monitor 12 frequencies ranging from 2 to 25 Hz.
(7) A triaxial peak accelerograph at each of the following locations:
(a) The control room in the Control Building at top of panel 0-M-25 as shown in Figure 3.7-43.
(b) Elevation 725, Unit 1 Reactor Building, mounted on the safety injection system piping as shown in Figure 3.7-44.
(c) Unit 1 Reactor Building, mounted on the residual heat removal system piping as shown in Figure 3.7-45.
(8) Annunciator lights on Unit 1 of panelboard 1-M-15 in the main control room at Elevation 755, as shown by reference in Figure 3.7-43.
Activation will alert the operator to one or more of the following conditions:
(a) The strong motion seismic accelerometer recording system has been activated.
(b) The seismic accelerations at the site are equal to or greater than those of the Operating Basis Earthquake.
(c) The preset operating basis earthquake acceleration levels on the active triaxial response spectrum recorder have been exceeded and the peak shock annunciator has been actuated.
The basis for the selection of the Reactor Building for installation of seismic instrumentation is that it is the rock-supported building most important to safety. The basis for the selection of the Diesel Generator Building is that it is the soil-supported building most important to safety.
The basis for the selection of the Control Building is that it is a rock-supported structure outside containment.
The location of each peak recording accelerograph was selected based on the following guide lines:
MIC DESIGN 3.7-63
(1) Seismic recorders are only located on seismically qualified components in Category I structures.
(2) The locations selected represent different building elevations, different mechanical components, and different seismic qualification procedures to the maximum extent feasible.
(3) Recorders are located on components, such as vertical runs of pipe or structurally symmetrical equipment, that will, to the maximum extent possible, respond to multidirectional earthquakes.
(4) Components were selected so as to be as free as possible from operational transients such as pump starts, fast- acting valves, erratic thermally induced movements, accidental shocks, etc.
(5) The mass of the recorder is insignificant relative to the component upon which it is mounted. Installation will not jeopardize any safety function performed by the component.
Procedures for utilization of the data recorded by the above described instrumentation are provided in Section 3.7.4.4.
.4.3 Control Room Operator Notification The triaxial acceleration triggers described in Item 2, Section 3.7.4.2, actuate the tape recording system which in turn actuates an annunciator in the main control room informing the operator that an acceleration equal to or exceeding 0.01g has been sensed.
The triaxial seismic switch described in Item 4, Section 3.7.4.2, actuates a separate annunciator if the peak acceleration exceeds 0.09g horizontally or 0.06g vertically.
The active response spectrum recorder described in Item 5, Section 3.7.4.2, actuates separate annunciators informing the operator that the design response spectrum for the OBE at the base slab of the Reactor Building has been exceeded at one or more of the twelve frequencies monitored.
The basis for establishing the OBE design response spectrum and the 0.09g horizontally or 0.06g vertically for the levels at which control room operator notification is required is the fact that the design of structures, systems, and components for loading combinations which include OBE are to code allowable stress levels which are well within the elastic limit of the materials.
.4.4 Comparison of Measured and Predicted Responses The following subsections discuss the procedures to be followed in using the data from the seismic instrumentation.
4 SEISMIC DESIGN
.4.4.1 Retrieval of Data Upon actuation of the response spectrum recorder's annunciator in the control room, indicating that the OBE design response spectrum has been exceeded, the operator will initiate a controlled shutdown, provided the operator feels the earthquake and provided a shutdown has not been initiated by the disruption of nonsafety-related equipment. The operator will use the annunciators of the seismic switch and the accelerometer to aid in his judgments in addition to whether or not he felt an earthquake. If neither of the annunciators is actuated, then the operator will not initiate a controlled shutdown.
After initiation of the controlled shutdown, the magnetic tape record for the Reactor Building base slab accelerometer will be retrieved immediately and strip chart records made to determine the maximum acceleration recorded. The remainder of the data recorded by the seismic instrumentation will then be retrieved.
.4.4.2 Evaluation of Recorded Earthquake Using the data recorded by the accelerometer and the active response spectrum recorder on the base slab of the Unit 1 Reactor Building, response spectra will be prepared for the structure foundation rock. These spectra will be compared with the design spectra for the OBE. Should the response spectra for the recorded earthquake exceed the design spectra for the OBE in the frequency range of 2-33 Hz, dynamic earthquake analyses will be performed for the Reactor and Auxiliary Buildings.
The structural response of these buildings to the recorded earthquake will be compared with the OBE design structural response. If the design spectrum has not been exceeded, no further analysis will be required. The data from the accelerometer located on the Elevation 756.63 floor slab of the Unit 1 Reactor Building will be used to verify the analytically derived response to the recorded earthquake. If the structural response of these buildings to the recorded earthquake is greater than the OBE design structural response, then floor response spectra, for the same mass points in these buildings as used in the equipment design, will be produced for use in evaluation of mechanical and electrical equipment response. The data recorded by the accelerometer located on the Elevation 756.63 floor slab of the Reactor Building will be used for preparing response spectra as a check for the analytically derived response spectra for this location. Also, the data from the passive response spectrum recorders will be used to prepare response spectra which will be compared with the analytically derived response spectra.
REFERENCES (1) 'Dynamic Effects of Earthquake on Engineering Structures,' Tennessee Valley Authority, Report No. 8-194, August 1939.
(2) Hayashi, Satoshi, 'Analysis and Design of Earth Structures and Foundations,'
Syllabus for Earthquake Engineering Fundamentals, August 22 through September 2, 1966, Engineering Extension, Department of Engineering, University of California, Los Angeles.
MIC DESIGN 3.7-65
(3) Whitman, R. V. 'Analysis of Foundation Vibrations,'Vibration in Civil Engineering, 1966, Buttersworth, London.
(4) Sequoyah Nuclear Plant Final Safety Analysis Report, Tennessee Valley Authority, Docket Numbers 50-327 and 50-328.
(5) Richard, F. E., Jr., J. R. Hall, Jr., R. D. Woods, Vibrations of Soils and Foundations, Prentice-Hall, Incorporated, 1970, New Jersey.
(6) N. M. Newmark, 'Design Criteria for Nuclear Reactors Subjected to Earthquake Hazards,' Proceedings, IAEA Panel on Seismic Design and Testing of Nuclear Facilities, Japan Earthquake Engineering Promotion Society, Tokyo, May 1967.
(7) T. L. Gesinski, 'Fuel Assembly Safety Analysis For Combined Seismic and Loss-of-Coolant Accident,' WCAP-7950, July 1972.
(8) E. L. Vogeding, 'Seismic Testing of Electrical and Control Equipment,'
WCAP-7817, and Supplement I, December 1971.
(9) Gessinki, L. and D. Chaing, 'Safety Analysis of the 17xl7 Fuel Assembly for Combined Seismic and Loss-of-Coolant Accident', WCAP-8288, January 1974.
(10) Nuclear Regulatory Commission (NRC) Regulatory Guide 1.60, December 1973.
(11) Nuclear Regulatory Commission (NRC) Regulatory Guide 1.61, October 1973.
(12) Nuclear Regulatory Commission (NRC) Regulatory Guide 1.92, February 1976.
(13) Nuclear Regulatory Commission (NRC) Regulatory Guide 1.84, Revision 25, May 1988.
(14) Deleted (15) Newmark, N.M., "Problems in Wave Propagation in Soil and Rock,"
Proceeding International Symposium on Wave Propagation and Dynamic Properties of Earth Materials, Albuquerque, New Mexico, 1968.
(16) Newmark, N.M., "Earthquake Response Analysis of Reactor Structures,"
Nuclear Engineering and Design, Volume 20, 1972, pages 303-322.
(17) Kuesel, T.T., "Earthquake Design Criteria for Subways," ASCE, Journal of the Structural Division, Vol. 95, No. ST6, Proceeding Paper 6616, June 1969, pages 1213-1231.
6 SEISMIC DESIGN
(18) Yeh, G.C.K., "Seismic Analysis of Slender Buried Beams," Bulletin of the Seismological Society of America, Volume 64, No. 5, October 1974, pages 1551-1562.
(19) Shah, H.H., and Chu, S.L., "Seismic Analysis of Underground Structural Elements," ASCE, Journal of the Power Division, Vol. 100, No. P01, Proceeding Paper 10648, July 1974, pages 53-62.
(20) Goodling, E.C., "Flexibility Analysis of Buried Piping," Joint ASME/CSME Pressure Vessels and Piping Conference, Montreal, Canada, June 25-30, 1978.
Table 3.7-1 Periods for Spectral Values(1)
SET A Range of Periods, T (sec) Increment, T (sec) 0.03 to 0.10 0.005 0.11 to 0.30 0.010 0.32 to 0.50 0.020 0.55 to 1.0 0.050 SET B AND SET C(2)
Frequency Range Increment (hertz) (hertz) 0.2 - 3.0 .10 3.0 - 3.6 .15 3.6 - 5.0 .20 5.0 - 8.0 .25 8.0 - 15.0 .50 15.0 - 18.0 1.0 18.0 - 22.0 2.0 22.0 - 34.0 3.0 NOTES:
(1) Spectral values were computed for the periods/frequencies shown above in addition to the natural frequencies of the structure.
(2) Except for the Auxiliary-Control Building where Set A periods were used in Set C analysis.
MIC DESIGN 3.7-67
le 3.7-2 Structural Damping Ratios Used In Analysis of Category I Structures, Systems and Components Set A Set B(8) Set C TEGORY I STRUCTURES OBE SSE OBE SSE OBE SSE actor Building -
terior Concrete Structure 2 5(1) 4 7 2 5(1) teel Containment Vessel 1 1 2 4 1 1 hield Building 2 5(1) 4 7 2 5(1) itional Diesel Generator Bldg N/A N/A 4 7 5 5 er Concrete Structures 5 5(1) 4 7 5 5(1) ueling Water Storage Tank 2 2 2 4 2 2 er Welded Steel Structures(4) 2 2(2) 2 4 2 2(2) er Bolted Steel Structures(4) 5 5(1) 4 7 5 5(1)
Set A SET B(8) Set B+C TEGORY I SYSTEMS AND OBE SSE OBE SSE OBE SSE MPONENTS ing -
2" or Larger 0.5 1 2 3 2 3 ess than 12" 0.5 1 1 2 1 2 ptional (Code Case) N/A N/A Note 7 Note 7 Note 7 Note 7 ble Tray 4 5 4 7 4 7 nduit Note 5 2 4 7 4 7 AC -
ompanion Angle Note 6 7 4 7 4 7 ocket Lock Note 6 7 7 7 7 7 elded Duct Note 3 Note 3 2 4 2 4 uipment/Components 2 3 2 3 2 3 Notes:
(1) Damping value of 7% may be used when stress levels are at or near yield.
(2) Damping value of 5% may be used when stress levels are at or near yield.
(3) Not addressed.
(4) Includes TVA-designed supports and anchorage for equipment and component assemblies.
(5) Design is based on SSE only.
(6) OBE loads are assumed to be 2 of SSE loads.
(7) N-411-1--Damping values from ASME Code Case N-411-1.
(8) For Set B, OBE and SSE are site-specific OBE and SSE 8 SEISMIC DESIGN
Table 3.7-2a DELETED MIC DESIGN 3.7-69
Table 3.7-2b Deleted 0 SEISMIC DESIGN
Table 3.7-3 Supporting Media for Category I Structures (Page 1 of 2)
Rock-Supported Structures (Set A, Set B, and Set C Analyses)
Shear Wave Velocity Structure of Bedrock, fps eld Building 5900 rior Concrete Structure 5900 iliary-Control Building 5900 el Containment Vessel 5900 th Steam Valve Room 5900 CW Intake Pumping Station 5900 Soil-Supported Structures Shear Wave Velocities (fps)(1)
Structure Set A Analysis Set B and Set C Analyses sel Generator Building 1650 Note 2 ste-Packaging Area 1650 N/A ueling Water Storage Tank 1008 Note 2 CW Pipe Tunnels 1150 Note 2 Pile-Supported Structures Shear Wave Velocities (fps)(1)
Structure Set A Analysis Set B and Set C Analyses ndensate Demineralizer 761 N/A ste Evaporator Building itional Diesel N/A Note 2 nerator Building NOTES:
(1) Shear wave velocities are defined at zero shear strain.
(2) Shear wave velocities for Set B and Set C analyses are related to the soil layer, overburden, shear strain, etc. See Section 2.5 for a description of the supporting media dynamic soil properties.
MIC DESIGN 3.7-71
Table 3.7-3 Supporting Media for Category I Structures (Continued) (Page 2 of 2)
Rock-Supported Structures (Set A, Set B, and Set C Analyses)
Shear Wave Velocity Structure of Bedrock, fps eld Building 5900 rior Concrete Structure 5900 iliary-Control Building 5900 el Containment Vessel 5900 th Steam Valve Room 5900 CW Intake Pumping Station 5900 Soil-Supported Structures Shear Wave Velocities (fps)(1)
Structure Set A Analysis Set B and Set C Analyses sel Generator Building 1650 Note 2 ste-Packaging Area 1650 N/A ueling Water Storage Tank 1008 Note 2 CW Pipe Tunnels 1150 Note 2 Pile-Supported Structures Shear Wave Velocities (fps)(1)
Structure Set A Analysis Set B and Set C Analyses ndensate Demineralizer 761 N/A ste Evaporator Building itional Diesel N/A Note 2 nerator Building NOTES:
(1) Shear wave velocities are defined at zero shear strain.
(2) Shear wave velocities for Set B and Set C analyses are related to the soil layer, overburden, shear strain, etc. See Section 2.5 for a description of the supporting media dynamic soil properties.
2 SEISMIC DESIGN
Table 3.7-4 Shield Building Structural Properties ( Set A )
E = 545,000 K/FT2 G = 218,000 K/FT2 Element Length Area Moment of Mass Pt. Weight No. Ft Ft2 Inertia. Ft4 No. Kips 1 6.67 1194 2435 x 103 1 789.83 3
2 2.27 1194 2435 x 10 2 556.11 3 4.06 1194 2435 x 103 3 710.40 3
4 4.06 1174 2435 x 10 4 704.40 5 4.06 1174 2398 x 103 5 710.40 6
6 4.06 1194 2398 x 10 6 974.30 7 6.92 1194 2435 x 103 7 1590.40 3
8 10.88 1194 2435 x 10 8 1298.50 9 3.62 1194 2435 x 103 9 648.34 3
10 3.62 1194 2435 x 10 10 649.24 11 3.63 1194 2435 x 103 11 608.03 3
12 3.33 1133 2202 x 10 12 565.93 13 3.33 1133 2202 x 103 13 566.78 3
14 3.43 1133 2202 x 10 14 570.53 15 3.42 1148 2250 x 103 15 573.43 3
16 3.42 1148 2250 x 10 16 574.29 17 3.43 1148 2250 x 103 17 622.79 3
18 4.28 1194 2435 x 10 18 750.43 19 4.28 1194 2435 x 103 19 750.43 3
20 4.25 1194 2435 x 10 20 1500.90 21 12.57 1194 2435 x 103 21 2251.30 3
22 12.57 1194 2435 x 10 22 2252.20 23 12.58 1194 2435 x 103 23 2253.10 3
24 12.58 1194 2435 x 10 24 2253.10 25 12.58 1194 2435 x 103 25 6893.50 MIC DESIGN 3.7-73
ble 3.7-4a Lumped-Mass Model Properties of Shield Building Model (Set B and Set C)
(Page 1 of 2)
Mass Moment Axial Shear Moment of Elevation Masses of Inertias Area Areas Inertias (ft) (k-sec2/ft) (104xk-ft-sec2) (ft2) (ft2) (104 x ft4)
Jz A Ax = Ay J Ixx = Iyy 852.1 (Note 1) 42.52 1194 597 487 243.5 839.5 69.97 28.52 1194 597 487 243.5 826.9 69.97 28.52 1194 597 487 243.5 814.3 69.94 28.52 1194 597 487 243.5 802.1 69.92 28.52 1194 597 487 243.5 789.8 46.61 19.01 1194 597 487 243.5 785.6 23.31 9.51 1194 597 487 243.5 781.3 23.31 9.51 1194 597 487 243.5 777.0 19.34 8.39 1148 574 450 225 773.6 17.84 7.26 1148 574 450 225 e 1: Horizontal Mass = 214.1 tical Mass = 134.3 770.1 17.81 7.26 1148 574 450 225 766.7 17.72 7.23 1133 567 440.4 220.2 763.3 17.60 7.16 4 SEISMIC DESIGN
ble 3.7-4a Lumped-Mass Model Properties of Shield Building Model (Set B and Set C)
(Page 2 of 2) 1133 567 440.4 220.2 760.0 17.58 7.16 1133 567 440.4 220.0 756.6 18.88 7.70 1194 597 487 243.5 753.0 20.16 8.21 1194 597 487 243.5 749.4 20.13 8.21 1194 597 487 243.5 745.8 40.33 16.45 1194 597 487 243.5 734.9 49.39 20.15 1194 597 487 243.5 728.0 30.26 12.34 1194 597 487 243.5 723.9 22.06 9.01 1174 587 479.6 239.8 719.8 21.88 8.94 1174 587 479.6 239.8 715.8 22.06 9.01 1194 597 487.6 243.5 711.7 17.27 7.04 1194 597 487 243.5 709.5 24.53 10.00 1194 597 487 243.5 702.8 18.30 7.46 Dome Vertical SDOF Oscillator Mass = 79.81 (k-sec2/ft)
Spring Stiffness = 806 x 103 (k/ft)
Concrete Properties Modulus of Elasticity = 576,000 k/ft2 Poisson's Ratio = 0.15
+X = EAST
+Y = NORTH MIC DESIGN 3.7-75
TTS BAR CYLINDRICAL SHELL DOME Translation Motion Vertical Motion Vertical Motion de Period Participation Period Participation Period Participation
- o. (Seconds) Factor (Seconds) Factor (Seconds) Factor 0.1868 1.326 0.0671 1.232 0.063 2.237 0.0951 0.046 0.040 -2.213 0.0552 0.580 0.033 1.207 0.0313 0.008 0.026 -0.676 0.020 1.281 WBNP-91
TTS BAR 76,000 K/Ft2 G = 1,670,400 K/Ft2 ent Torsion North-South Motion East-West Motion
- o. Length, Area Constant Moment of Inertia Shear Moment of Inertia Shear Ft (Ft2) (Ft4) (Ft4) Factor (Ft4) Factor 1 1.00 41.55 137 x 103 68.7 x 103 2 68.7 x 103 2 2 6.22 45.55 152 x 103 75.3 x 103 2 75.3 x 103 2 3 6.50 45.55 152 x 103 75.3 x 103 2 75.3 x 103 2 4 8.00 41.55 137 x 103 68.7 x 103 2 68.7 x 103 2 5 9.00 41.55 137 x 103 68.7 x 103 2 68.7 x 103 2 6 11.00 41.55 137 x 103 68.7 x 103 2 68.7 x 103 2 7 9.50 41.55 137 x 103 68.7 x 103 2 68.7 x 103 2 8 3.50 41.55 137 x 103 68.7 x 103 2 68.7 x 103 2 9 6.00 45.16 149 x 103 74.7 x 103 2 74.7 x 103 2 0 4.50 45.16 149 x 103 74.7 x 103 2 74.7 x 103 2 1 5.00 45.16 149 x 103 74.7 x 103 2 74.7 x 103 2 2 9.50 45.16 149 x 103 74.7 x 103 2 74.7 x 103 2 3 9.50 45.16 149 x 103 74.7 x 103 2 74.7 x 103 2 4 9.50 45.16 149 x 103 74.7 x 103 2 74.7 x 103 2 5 9.50 45.16 149 x 103 74.7 x 103 2 74.7 x 103 2 6 3.50 45.16 149 x 103 74.7 x 103 2 74.7 x 103 2 7 2.50 41.30 137 x 103 68.3 x 103 2 68.3 x 103 2 8 12.00 41.30 129 x 103 64.5 x 103 2 64.5 x 103 2 9 12.46 41.30 108 x 103 54.0 x 103 2 54.0 x 103 2 0 9.54 24.40 456 x 102 22.8 x 103 2 22.8 x 103 2 1 9.00 24.50 268 x 102 13.4 x 103 2 13.4 x 103 2 2 9.00 24.46 81 x 102 40.5 x 102 2 40.5 x 102 2 3 3.00 28.23 36 x 10 18.2 x 10 2 18.2 x 10 2 WBNP-86
Table 3.7-5b Steel Containment Vessel Mass Point Properties Eccentricity Total Total Weight Used in Horizontal Vertical of Inertia Dynamic Elevations, Weight, Weight, WR2 Analysis, Ft Kips Kips K-ft2 Ft 703.78 91.87 91.87 305 X 103 0.0 710.00 147.60 147.60 491 X 103 2.43 716.50 227.64 227.64 754 X 103 0.995 724.50 393.44 393.44 1,301 X 103 0.0 733.50 335.23 335.23 1,108 X 103 -0.033 744.50 424.10 409.28 1,402 X 103 0.57 754.00 220.28 190.94 728 X 103 -1.53 757.50 158.12 137.75 523 X 103 -0.82 763.50 310.98 288.44 1,028 X 103 0.99 768.00 145.52 125.07 481 X 103 1.23 773.00 222.08 191.02 734 X 103 0.25 782.50 407.87 367.35 1,349 X 103 -0.13 792.00 295.51 254.97 977 X 103 -0.105 801.50 318.18 283.31 1,052 X 103 -0.052 811.50 216.89 205.01 717 X 103 -0.075 814.50 69.60 64.17 229 X 103 -0.036 817.00 192.21 185.28 630 X 103 0.0 829.00 302.84 302.84 933 X 103 0.0 841.46 183.10 183.10 485 X 103 0.0 851.00 114.66 114.66 227 X 103 0.0 860.00 155.67 155.67 192 X 103 0.0 869.00 84.00 84.00 386 X 102 0.0 872.00 23.25 23.25 186 X 10 0.0 8 SEISMIC DESIGN
Table 3.7-5c Lumped-Mass Model Properties of Steel Containment Vessel Model Mass Moment Axial Shear Moment of Masses of Inertias Area Areas Inertias levation (K-sec2/ft) (102 k-ft-sec2) (ft2) (102 x ft2) (102 x ft4)
(ft) M x = My M z Jz A Ax = Ay J Iyy = Ixx 872.0 0.72 0 0.58 28.23 14.11 3.64 1.82 869.0 2.61 0 11.99 24.46 12.23 80.98 40.49 860.0 4.83 0 59.54 24.50 12.25 268.0 134.0 851.0 3.56 0 70.41 24.4 12.2 456.0 228.0 841.5 5.69 0 150.70 41.30 20.65 1080.0 540.0 829.0 9.40 0 289.67 41.30 20.65 1290.0 645.0 817.0 5.96 0 195.89 41.30 20.65 1356.0 682.5 814.5 2.16 28.49 71.02 45.16 22.58 1439.0 746.6 811.0 6.74 6.37 222.70 45.16 22.58 1439.0 746.6 801.50 9.88 8.80 326.71 45.16 22.58 1439.0 746.6 792.0 9.18 7.92 303.43 45.16 22.58 1439.0 746.6 782.5 12.67 11.41 418.82 45.16 22.58 1439.0 746.6 773.0 6.83 5.93 228.03 45.16 22.58 1439.0 746.6 768.0 4.52 3.88 149.43 45.16 22.58 1439.0 746.6 763.5 9.66 8.96 319.32 45.16 22.58 1493.0 746.6 MIC DESIGN 3.7-79
Table 3.7-5c Lumped-Mass Model Properties of Steel Containment Vessel Model Mass Moment Axial Shear Moment of Masses of Inertias Area Areas Inertias levation (K-sec2/ft) (102 k-ft-sec2) (ft2) (102 x ft2) (102 x ft4)
(ft) M x = My M z Jz A Ax = Ay J Iyy = Ixx 763.5 4.91 4.28 162.36 41.55 20.77 1373.7 686.8 757.5 6.84 5.93 226.20 41.55 20.77 1373.7 686.8 754.0 13.17 12.71 435.47 41.55 22.77 1373.7 686.8 744.5 10.41 10.41 344.19 41.55 20.77 1373.7 686.8 733.5 12.22 12.22 403.98 41.55 20.77 1373.7 686.8 724.5 716.5 7.07 7.07 234.22 45.55 22.77 1516.0 752.9 710.0 4.56 4.56 152.55 45.55 22.77 1516.0 752.9 703.8 2.85 2.85 94.81 41.55 20.77 1374.0 686.8 Dome Vertical SDOF Oscillator Mass = 6.74 (k-sec2/ft)
Spring Stiffness = 287 x 103 (k/ft)
Steel Properties Modulus of Elasticity = 4,176,000 k/ft2 Poisson's Ratio = 0.25
+X = EAST
+Y = NORTH 0 SEISMIC DESIGN
TTS BAR 0000 K/Ft2 GC = 288000 K/Ft2 East-West Motion North-South Motion Torsion Moment Moment ent Length, Area, Constant, of Inertia, Shear of Inertia, Shear
- o. Ft Ft2 Ft4 Ft4 Factor Ft4 Factor 1 12.22 1779 1840 x 103 1024 x 103 1.76 1021 x 103 1.79 2 10.00 2107 1700 x 103 1849 x 103 1.70 1281 x 103 2.27 3 9.96 1796 1610 x 103 1829 x 103 1.49 1271 x 103 2.20 4 9.96 1796 1610 x 103 1829 x 103 1.49 1271 x 103 2.20 5 5.36 880 249 x 103 990 x 103 1.07 320 x 103 1.75 6 5.35 880 249 x 103 990 x 103 1.07 320 x 103 1.75 7 6.73 1154 151 x 103 707 x 103 2.02 1047 x 103 1.98 8 6.73 1154 151 x 103 707 x 103 2.02 1047 x 103 1.98 9 6.73 1154 151 x 103 707 x 103 2.02 1047 x 103 1.98 0 6.73 1154 151 x 103 707 x 103 2.02 1047 x 103 1.98 1 6.73 1154 151 x 103 707 x 103 2.02 1047 x 103 1.98 2 6.72 1154 151 x 103 707 x 103 2.02 1047 x 103 1.98 3 11.82 816 1510 x 103 755 x 103 2.00 755 x 103 2.00 4 11.81 816 1510 x 103 755 x 103 2.00 755 x 103 2.00 WBNP-79
able 3.7-6a Lumped-Mass Model Properties of Interior Concrete Structure-Horizontal Model - Set B and Set C Mass Moment Shear vation of Inertias Center Shear Areas Moment of Inertias
) Masses (104 k-ft-sec2) (ft) (ft2) (103 x ft4)
(K-sec2/ft) Jz ex ey Ax Ay Ixx Iyy J 9.0 38.9 4.2 0.0 0.0 335 408 755 625 1510 7.8 45.5 8.3 0.0 0.0 335 408 755 625 1510 6.0 123.7 13.0 -33.67 3.06 445 200 1070 655 840 9.3 58.4 8.0 -33.67 3.06 445 200 1070 655 840 2.6 58.4 8.0 -33.67 3.06 445 200 1070 655 840 5.8 58.4 8.0 -33.67 3.06 445 200 1070 655 840 9.1 58.4 8.0 -33.67 3.06 445 200 1070 655 840 2.4 58.4 8.0 -33.67 3.06 445 200 1070 655 840 5.6 89.8 18.4 28.21 0.90 575 540 555 800 250 0.3 40.0 4.4 28.21 0.90 575 540 555 800 250
.9 135.2 14.7 -0.25 0.85 915 580 1140 1460 1650 5 110 12.6 -0.25 0.85 915 580 1140 1460 1650 5 114.5 15.2 3.63 1.76 1075 835 1170 1455 1830 5 160.2 23.2 0.54 0.13 940 1185 965 825 1815 2.8 1160 230 0.0 0.0 2 SEISMIC DESIGN
Concrete Properties Modulus of Elasticity = 576,000 k/ft2 Poisson's Ratio= 0.15
+X = EAST
+Y = NORTH MIC DESIGN 3.7-83
le 3.7-6b Lumped-Mass Model Properties of Interior Concrete Structure-Vertical Model
- Set B and Set C Mass Moment Location of vation Masses of Inertia Centroid Areas (k-sec2/ft) (104k-ft-sec2) (ft) (ft2)
J dxdy A
.6 38.9 4.2 0.0 0.0 816
.8 45.5 8.3 0.0 0.0 816
.0 123.7 13.0
-4.2 0.61 1154
.3 58.4 8.0
-4.2 0.61 1154
.6 58.4 8.0
-4.2 0.61 1154
.8 58.4 8.0
-4.2 0.61 1154
.1 58.4 8.0
-4.2 0.61 1154
.4 58.4 8.0
-4.2 0.61 1154
.6 89.8 18.4 16.60 0.29 880
.3 40.0 4.4 16.60 0.29 880
.9 135.2 14.7 8.56 0.60 1796 110 12.6 8.56 0.60 1796 114.5 15.2 6.52 0.98 2107 160.2 23.2 0.25 0.08 1779
.8 1160 230 Concrete Properties Modulus of Elasticity = 576,000 k/ft2 Poisson's Ratio= 0.15
+X = EAST
+Y = NORTH 4 SEISMIC DESIGN
TTS BAR Point Total Wt. Equip. Wt. SR2 Eccentrictiy, Ft Eccentrictiy, Ft No. Kips Kips K-Ft2 E-W Motion N-S Motion 1 6203 3588 7.48 x 106 0.0 3.8 6
2 4539 1619 4.89 x 10 0.0 7.2 3 3574 894 4.07 x 106 0.0 11.0 6
4 4352 1211 4.74 x 10 0.0 - 3.4 5 1288 578 1.41 x 106 0.0 -12.6 6
6 5451 3397 5.92 x 10 0.0 21.6 7 1879 714 2.56 x 106 0.0 43.7 6
8 1879 714 2.56 x 10 0.0 43.7 9 1879 714 2.56 x 106 0.0 43.7 6
10 1879 714 2.56 x 10 0.0 43.7 11 1879 714 2.56 x 106 0.0 43.7 6
12 3983 1734 4.16 x 10 0.0 17.7 13 1464 14 2.67 x 106 0.0 0.0 6
14 1253 588 1.34 x 10 0.0 0.0 WBNP-64
TTS BAR East-West Motion North-South Motion Vertical Motion ode Frequency, cps Participation Frequency, cps Participation Frequency, cps Participation
- o. (Period, sec) Factor (Period, sec) Factor (Period, sec) Factor 1 8.82 1.665 4.96 1.600 22.68 1.408 (0.114) (0.202) (0.044) 2 23.82 -0.950 9.64 2.329 (0.042) (0.104) 3 14.98 0.032 (0.067) 4 22.91 -0.852 (0.044) 5 24.88 0.887 (0.040) 6 32.34 1.760 (0.031)
WBNP-79
TTS BAR 0,000 k/ft2; GC = 236,000 k/ft2 (For Set A) 0,000 k/ft2; GC = 252,800 k/ft2 (For Set B and Set C)
North-South Motion East-West Motion Torsion Length Area Constant Moment of Inertia Shear Area Moment of Inertia Shear Area ation (ft) (ft2) (ft4) (ft4) (ft2) (ft4) (ft2)
.00 7.62 11,172 2,893x104 11,914x104 4,968 5,728x104 4,860
.62 7.63 11,172 2,893x104 11,914x104 4,968 5,728x104 4,860
.25 4.25 11,172 2,893x104 11,914x104 4,968 5,728x104 4,860
.50 8.38 8,410 2,125x104 8,570x104 2,244 5,708x104 3,592
.88 8.37 8,410 2,125x104 8,570x104 2,244 5,708x104 3,592
.25 8.25 7,902 2,302x104 8,178x104 2,108 4,801x104 3,340
.50 9.25 7,340 2,640x104 8,052x104 2,174 4,645x104 2,867
.75 9.75 7,340 2,640x104 8,052x104 2,174 4,645x104 2,867
.50 16.00 5,609 2,746x104 5,961x104 1,503 4,469x104 2,310
.50 10.00 4,269 1,820x104 3,782x104 1,242 2,460x104 1,609
.50 4.00 4,269 1,820x104 3,782x104 1,242 2,460x104 1,609
.50 15.00 1,495 286x104 1,037x104 432 672x104 570
.25 13.75 781 233x104 601x104 319 86x104 201 WBNP-68
Table 3.7-9a Auxiliary Building Nodal Coordinates (Set B And Set C)
Elev. CM Mode CR Mode CM&CR Mode Y-Coord X-Coord X-Coordinate Z-Coord H-Model V-Model 814.25 -213.75 0.00
-230.28 -218.36 0.00 800.50 -207.42 0.00
-178.72 -205.68 0.00 785.50 -135.51 0.00
-84.47 -139.18 0.00 781.50 -154.65 0.00
-84.47 -139.18 0.00 771.50 -96.66 0.00
-67.32 -123.15 0.00 755.50 -140.46 0.00
-79.42 -158.35 0.00 745.75 -156.75 0.00 8 SEISMIC DESIGN
Table 3.7-9a Auxiliary Building Nodal Coordinates (Set B And Set C)
-79.42 -158.35 0.00 736.50 -145.28 0.00
-84.25 -160.35 0.00 728.50 -155.67 0.00
-85.92 -162.52 0.00 719.88 -149.55 0.00
-85.92 -162.52 0.00 711.50 -137.02 0.00
-65.17 -161.35 0.00 707.25 -125.61 0.00
-65.17 -161.35 0.00 699.62 -158.00 0.00
-65.17 -161.35 0.00 692.00 Fixed base -65.17 -161.35 0.00 MIC DESIGN 3.7-89
TTS BAR EAST-WEST MOTION NORTH-SOUTH MOTION VERTICAL MOTION Total Weight Equip. & Added Soil Total Weight Equip. & Added Soil Total Weight Equip. & Added Soil WR2 tion (kips) Weight (kips) kips Weight (kips) kips Weight (kips) (K-Ft2) 62 18209 2471 20320 4582 22791 7053 2.22 x 108 25 18036 1925 19681 3570 21605 5494 2.64 x 108 50 29461 4466 30450 5455 32496 7501 2.90 x 108 88 18620 3534 21718 6632 24431 9347 2.11 x 108 25 23473 2886 24559 3972 25510 4923 3.02 x 108 50 21840 895 21840 895 21840 895 2.52 x 108 75 13131 905 13131 905 13131 905 1.91 x 108 50 25921 273 25921 273 25921 273 3.85 x 108 50 20797 146 20797 146 20797 146 3.36 x 108 50 7311 0 7311 0 7311 0 0.97 x 108 50 7870 399 7870 399 7870 399 0.90 x 108 50 4676 41 4676 41 4676 41 0.45 x 108 25 5023 352 5023 352 5023 352 0.30 x 108 WBNP-91
TTS BAR North-South Motion East-West Motion Vertical Motion Frequency Mass Participation Frequency Mass Participation Frequency Mass Participation odel No. (cycles/sec.) Factor (cycles/sec.) Factor (cycles/sec.) Factor 1 8.17 -2.157x103 6.05 1.324x103 23.25 -2.300x103 2 17.60 0.897x103 10.11 1.762x103 3 24.84 0.747x103 16.00 0.645x103 4 18.77 -0.696x103 WBNP-64
TTS BAR Ec = 720000 k/Ft2 Gc = 300000 K/Ft2 North-South Direction East-West Direction ent Length Area Torsion Moment of Shear Moment of Shear
- o. (Ft) (Ft2) Constant (Ft4) Inertia (Ft4) Factor Inertia (Ft4) Factor 9.375 830 4423 102117 1.23 289089 5.32 9.375 830 4423 102117 1.23 289089 5.32 9.375 830 4423 102117 1.23 289089 5.32 9.375 830 4423 102117 1.23 289089 5.32 7.000 1960 422400 235500 1.00 542700 1.00 8.580 317 1352 20587 1.61 139759 2.64 8.420 318 1263 19471 1.49 151177 3.03 7.000 373 1717 22339 1.39 159900 3.55 5.000 593 6160 33462 1.97 216100 2.03 0 5.000 593 6160 33462 1.97 216100 2.03 1 8.000 400 1861 28528 1.33 184401 4.05 2 5.250 230 422 17895 1.83 110963 2.21 WBNP-79
Table 3.7-13 North Steam Valve Room Mass Point Properties Total Weight (Kips)*
Mass Point No. N-S Direction E-W Direction 1 1976 2796 2 1976 2796 3 1976 2796 4 2723 3443 5 1149 1369 6 658 658 7 475 475 8 477 477 9 552 552 10 473 473 11 331 331 12 330 330
- Includes the weight of contained fill material for mass points 1-4.
Revised by Amendment 51 MIC DESIGN 3.7-93
TTS BAR Mass Moment Shear of Inertia Center Shear Areas Moment of Inertias ation Masses (103 k-ft-Sec2) (ft) (ft2) (103 x ft4) t) (K-sec2/ft) JK JY ex ey AX AY J Ix-x Iy-y 7 15.39 0.60 3.75 3 28.4 1.69 10.87 8.72 4.14 106 257 43.8 21.5 102.3 3 30.75 1.52 10.43 8.68 3.69 319 295 60.8 38.2 177.6 8 27.82 1.16 8.54 6.18 3.83 110 259 54.9 18.7 132.4 8 9.9 0.48 3.25 1.49 -1.32 130 228 89.1 14.6 71.9 crete Properties ulus of Elasticity = 576,000 k/ft2 son's Ratio= 0.15
= EAST
= NORTH WBNP-64
ble 3.7-13b Lumped-Mass Model Properties of Unit 1 North Steam Valve Room (Nsvr) -
Vertical Model (Set B, Set C)
Mass Moment Location of of Inertia Centroid Areas Elevation Masses (103 k-ft-sec2) (ft) (ft2) ft) (k-sec2/ft) Jz dXdY A 777 15.39 7.37 7.19 -8.68 363 763 28.4 13.34 1.20 -5.91 613 753 30.75 12.78 2.54 -8.75 369 738 27.82 10.72
-.28 -9.62 358 728 9.9 3.74 Concrete Properties Modulus of Elasticity = 576,000 k/ft2 Poisson's Ratio= 0.15
+X = EAST
+Y = NORTH MIC DESIGN 3.7-95
TTS BAR North-South Motion East-West Motion Vertical Motion se Mode No. Frequency Participation Frequency Participation Frequency Participation (Hz) Factor (Hz) Factor (Hz) Factor 1 2.63 -0.0465 2.62 -0.2666 2 6.76 0.2428 6.04 -0.9882 3 9.03 2.6640 9.59 2.4961 4 11.28 -0.6918 11.30 1.7919 5 G 5 16.25 0.4464 16.12 0.6909 6 22.22 0.2433 20.04 -0.9738 7 24.33 1.5204 22.32 0.3151 8 25.88 -1.3297 25.43 -0.0209 1 2.64 -0.0476 2.62 -0.2543 34.37 1.7273 2 6.79 0.2278 6.10 -0.9356 --- ----
G 3 9.19 2.6917 9.96 2.7548 --- ----
4 11.29 -0.7362 11.36 2.2774 --- ----
5 16.26 0.4458 16.14 0.7316 --- ----
6 22.25 0.2179 20.25 -1.0336 --- ----
7 24.56 1.6430 22.33 0.3650 --- ----
8 25.98 -1.5517 25.43 -0.0218 --- ----
1 2.65 -0.0487 2.63 -0.2444 2 6.81 0.2154 6.14 -0.8933 5 G 3 9.33 2.7216 10.28 -3.3180 4 11.29 -0.7817 11.43 2.8117 5 16.27 0.4452 16.17 0.7708 6 22.25 0.1981 20.47 -1.0920 7 24.76 1.6990 22.33 0.4278 8 26.12 -1.7493 25.43 -0.0229 ised by Amendment 51 WBNP-64
TTS BAR 90,000 k/ft2;GC = 246,000 k/ft2 Motion about X-X Motion about Y-Y Moment of Moment of ement Length Area Inertia Shear Inertia Shear No. Ft Ft2 Ft4 Factor Ft4 Factor 1 10.25 2338 1410 x 103 1.565 3061 x 103 2.769 2 8.00 2825 1833 x 103 1.865 3248 x 103 2.155 3 10.00 2825 1833 x 103 1.865 3248 x 103 2.155 4 10.00 2825 1833 x 103 1.865 3248 x 103 2.155 5 10.00 2825 1833 x 103 1.865 3248 x 103 2.155 6 9.50 2825 1833 x 103 1.865 3248 x 103 2.155 7 11.00 2747 1779 x 103 2.005 3389 x 103 1.995 8 5.75 2602 1774 x 103 2.124 3305 x 103 1.889 9 6.50 1932 497 x 103 1.807 2710 x 103 2.238 0 6.50 1932 497 x 103 1.807 2710 x 103 2.238 WBNP-79
Table 3.7-15a Intake Pumping Station Beam Element Properties (Set B, Set C)
Moment of Inertia
- v. Ax Ay Az Jxx Iyy Izz
<----------- ft2 ------------> <---------- ft4 ------------>
.00 1217 541.6 675.4 0.512x106 1337353 294476
.50 2167 847.3 1319.7 1.13x106 3158004 572896
.00 2167 847.3 1319.7 1.13x106 3158004 572896
.50 2772 1297.3 1474.7 2.15x106 3730181 1745654
.75 3105 1639.4 1465.6 2.15x106 4070156 1763585
.75 3148 1520.5 1627.5 2.05x106 3903497 1904018
.25 3000 1302.0 1698.0 2.05x106 3674971 1896620
.25 3000 1302.0 1698.0 2.05x106 3674971 1896620
.25 2958 1260.1 1697.9 2.05x106 3601451 1889580
.25 2945 1248.7 1696.3 2.05x106 3654683 1860185
.25 2204 894.8 1309.2 1.89x106 2981336 1344534
.00 Notes:1.x, y and z are local coordinate axes, i.e.,
x:vertical (global Z) y:transverse (global Y) z:longitudinal (global X) 2.Ax is the cross-sectional area, and Ay and Az are the shear areas in the transverse and longitudinal directions respectively. Jxx is torsional moment of inertia, and Iyy, and Izz are the bending moments of inertia about the transverse and longitudinal axes respectively.
3.Ec for beam elements: 590000 k/ft2 8 SEISMIC DESIGN
Table 3.7-16 Pumping Station Mass Point Properties 1/2 SSE PROPERTIES SSE PROPERTIES Mass Equip. & Equip. &
Point Total Wt Water Wt Total Wt Water Wt No. Kips Kips Kips Kips 1 7871 4378 7871 4378 2 7804 3990 7804 3990 3 7448 3210 7448 3210 4 7448 3210 7454 3216 5 7262 3130 7467 3335 6 8637 4357 8306 4026 7 6856 3467 6384 2995 8 3217 1153 3217 1153 9 1884 0 1884 0 10 4593 3652 4593 3652 MIC DESIGN 3.7-99
Table 3.7-16a Intake Pumping Station Nodal Weight Properties (Set B And Set C)
WEIGHTS WEIGHTS MOMENTS OF INERTIA
- v. Wx Wy Wz Wxx Wyy Wzz 6 2 t <----------- kips -------------> <------------ 10 kips-ft ------------>
.00 1696 1696 1696 0.38878 1.8942 2.2830
.50 5046 5046 5046 1.0626 6.5340 7.5965
.00 2160 2160 2160 0.60628 3.1329 3.7392
.50 3595 3595 3368 1.9182 3.7848 5.7031
.75 6206 6206 5123 2.3578 7.1056 9.4634
.75 7709 7709 5571 3.2726 6.5889 9.8615
.25 7856 7856 4493 2.7792 5.5375 8.3167
.25 7994 7994 4499 2.8449 5.5125 8.3574
.25 7977 7977 4469 2.8397 5.4573 8.2970
.25 7543 7543 5108 2.8676 6.2701 9.1378
.25 7562 7562 4564 2.5089 5.8541 8.3630 00 SEISMIC DESIGN
ble 3.7-16b Intake Pumping Station Nodal Coordinates (Set B And Set C) (Feet Units)
- v. CM Node CR Node oord X-Coord Y-Coord X-Coord Y-Coord
.00 0.38 23.15 0
- 0.00 24.02
.50 0.06 23.31 0
- 0.00 25.41
.00 0.74 21.55 0
- 0.00 25.41
.50 0.03 36.61 0
- 0.00 42.40
.75 -0.01 31.20 0
- 0.00 42.97
.75 0.00 36.24 0
- 0.00 44.71
.25 0.00 33.21 0 MIC DESIGN 3.7-101
ble 3.7-16b Intake Pumping Station Nodal Coordinates (Set B And Set C) (Feet Units)
- 0.00 45.54
.25 0.00 33.04 0
- 0.00 45.54
.25 0.00 33.13 0
- 0.00 46.00
.25 0.00 34.30 0
- 0.00 45.87
.25 0.00 33.13 0
- 0.00 38.01
.00 0 0.00 38.01
.00 Fixed Base==> --- 0.00 43.00 02 SEISMIC DESIGN
TTS BAR FE SHUTDOWN EARTHQUAKE Motion About X-X Motion About Y-Y Vertical Motion de No. Period Participation Period Participation Period Participation (Sec) Factor (Sec) Factor (Sec) Factor 1 0.1085 1.4529 0.1091 1.3789 0.0420 1.2995 2 0.0353 -0.6714 0.0374 -0.5608 0.01454 -0.4914 3 0.0254 0.3296 0.0222 0.2693 0.00939 0.2946 HUTDOWN EARTHQUAKE Motion About X-X Motion About Y-Y Vertical Motion de No. Period Participation Period Participation Period Participation (Sec) Factor (Sec) Factor (Sec) Factor 1 0.1075 1.4579 0.1082 1.3830 0.0417 1.3035 2 0.0353 -0.6750 0.0374 -0.5652 0.0145 -0.4958 3 0.0205 0.3259 0.0222 0.2671 0.00938 0.2924 WBNP-91
TTS BAR 90,000 K/FT2 GC = 236,000 K/FT2 North-South Motion East-West Motion ement Length, Area, Moment of Shear Moment of Shear No. Ft. Ft2 Inertia, Ft4 Factor Inertia, Ft4 Factor 1 6.00 1060 119 x 104 1.77 235 x 104 2.30 4 4 2 6.00 1060 119 x 10 1.77 235 x 10 2.30 3 5.75 1162 137 x 104 1.91 252 x 104 3.10 4 4 4 3.75 1259 117 x 10 2.10 225 x 10 3.00 5 5.00 992 64 x 104 1.65 190 x 104 6.52 4 4 6 2.75 1259 117 x 10 2.10 225 x 10 3.00 WBNP-91
TTS BAR Mass Point Total Weight Equipment Weight Weight Moment of Inertia (K-Ft2)
No. (Kips) (Kips) N-S Motion E-W Motion 5
Base 14,800 650 178 x 10 273 x 105 1 960 - 107 x 104 212 x 104 2 980 - 113 x 104 215 x 104 3 3,250 205 223 x 104 472 x 104 4 920 - 57 x 104 135 x 104 5 800 - 48 x 104 118 x 104 6 2,250 - 100 x 104 223 x 104 WBNP-86
ble 3.7-19a LUMPED-MASS MODEL PROPERTIES of DIESEL GENERATOR BUILDING -
HORIZONTAL MODEL (SET B and SET C)
Mass Moment Shear Shear Moment of vation of Inertias Center Areas Inertias
) Masses (104 k-ft-sec2) (ft) (ft2) (103 x ft4)
(K-sec2/ft) Jz ex ey Ax Ay J Iy-y Iy-y 3.5 107.58 27.85 0 10.49 430.8 645.3 1295 868 1445 8.5 - -
0 2.27 182.7 635.9 996 711.5 1003 3.5 - -
0 10.08 434.7 642.1 1295 926.5 1333 9.75 188.89 49.40 0 4.51 562 589.6 1290 765.5 1653 4 - -
0 -17.1 697.0 715.9 1707 1522 2013 5 7 8 - -
0 -19.41 729.1 765.8 1765 1731 2098 2 43.73 15.67 0 0 Rigid Link semat 540.87 130.59*
Concrete Properties Modulus of Elasticity = 576,000 k/ft2 Poisson's Ratio = 0.15
+X = EAST
+Y = NORTH
- Rocking Mass Moment of Inertia:
IX-X = 85.6 x 104 k-ft-S2; IY-Y = 137.92 x 104 k-ft-S2 06 SEISMIC DESIGN
able 3.7-19b Lumped-Mass Model Properties Of Diesel Generator Building - Vertical Model (Set B And Set C)
Mass Moment of Inertia Location of vation (104k-ft-sec2) Centroid Areas
) Masses Jz (ft) (ft2)
(K-sec2/ft) dx dy A 3.5 107.58 27.85 0 10.14 1086.03 8.5 - -
0 7.90 818.6 3.5 - -
0 9.48 1076.8 9.75 188.89 49.40 0 7.91 1151.6 4 - -
0 -3.54 1413.02 8 - -
0 -6.27 1494.9 2 43.73 15.67 ase 540.87 130.59*
Concrete Properties Modulus of Elasticity = 576,000 k/ft2 Poisson's Ratio = 0.15
+X = EAST
+Y = NORTH
- Rocking Mass Moment of Inertia:
IX-X = 85.6 x 104 k-ft-S2; IY-Y = 137.92 x 104 k-ft-S2 MIC DESIGN 3.7-107
ble 3.7-19c Lumped-Mass Model Properties of Refueling Water Storage Tank - Seismic Model (Set B and Set C)
Mass Moment Axial vation Masses of Inertias Area Shear Areas Moment of Inertia
) (k-sec2/ft) (104 k-ft-sec2) A (ft2) (ft4)
MX=MY MZ IX=IY J (ft) Ax Ay J Ix-x Iy-y 7.20 0.96 0.96 - -
3.551 1.884 1.884 1678 839 839 3.20 3.94 0.31 - -
3.551 1.884 1.884 1678 839 839 9.66 7.86 .34 - -
4.233 2.246 2.246 2000 1000 1000 5.85 8.17 0.37 - -
4.233 2.246 2.246 2000 1000 1000 2.04 8.17 0.37 - -
28.32*
4.643 2.463 2.463 2192 1096 1096 8.23 8.17 0.37 -
4.643 2.463 2.463 2192 1096 1096 4.42 8.23 0.43 - -
6.007 3.187 3.187 2836 1418 1418 0.61 8.26 0.47 - -
6.007 3.187 3.187 2836 1418 1418 6.80 8.29 0.50 - -
7.507 3.982 3.982 3542 1771 1771 3.0 8.32 0.56 - -
7.507 3.982 3.982 3542 1771 1771 9.20 4.16 28.98 1.24 2.48 69.22**
e nter 72.52 72.52 1.90 3.65 m: 175.37 175.37 3.14x104 6.13x104 Young's Modulus E = 30,000 ksi Shear Modulus G= 11,540 ksi 08 SEISMIC DESIGN
- Sloshing-induced horizontal mass, MX = MY = 28.32 k-sec2/ft associated horizontal spring, KX = KY = 76.2 k/ft
- Seismic-induced vertical effective mass, MZ = 69.22 k-sec2/ft associated vertical spring KZ = 246120 k/ft MIC DESIGN 3.7-109
Table 3.7-20 Diesel-Generator Building Natural Periods VS = 1150 FPS N-S Motion E-W Motion 4
KT = 147 x 10 K/Ft KT = 141 x 104 K/Ft KR = 300 x 107 K-Ft KR = 425 x 107 K-Ft RAD RAD Mode No. Period, Second Period, Second 1 0.154 0.156 2 0.103 0.111 3 0.029 0.035 VS = 1650 FPS N-S Motion E-W Motion KT = 308 x 104 K/Ft KT = 294 x 104 K/Ft 7
KR = 614 x 10 K-Ft KR = 887 x 107 K-Ft RAD RAD Mode No. Period, Second Period, Second 1 0.108 0.110 2 0.072 0.077 3 0.028 0.034 VS = 2150 FPS N-S Motion E-W Motion KT = 517 x 104 K/Ft KT = 493 x 104 K/Ft KR = 1031 x 107 K-Ft KR = 1490 x 107 K-Ft RAD RAD Mode No. Period, Second Period, Second 1 0.085 0.087 2 0.056 0.059 3 0.028 0.033 10 SEISMIC DESIGN
TTS BAR 90,000 K/FT2 GC = 236,000 K/FT2 North-South Motion East-West Motion lement Length Area Moment of Shear Moment of Shear No. (Ft) (Ft2) Inertia (Ft4) Factor Inertia, Ft4 Factor 1 9.00 573.2 184100 2.36 556500 1.63 2 6.50 573.2 184100 2.36 556500 1.63 3 6.50 573.2 184100 2.36 556500 1.63 4 5.75 573.2 184100 2.36 556500 1.63 5 5.75 319.2 78630 1.59 393500 2.56 6 5.75 237.7 72700 1.95 267000 1.91 7 5.75 156.4 66728 3.89 136000 1.25 WBNP-86
Table 3.7-22 Waste-Packaging Area Mass Point Properties Mass Point Total Weight Weight Moment of Inertia, K-ft2 Mo. Kips N-S Motion E-W Motion Base 2367 4.83 x 105 1.65 x 106 1 580 1.86 x 105 5.63 x 105 2 559 1.79 x 105 5.43 x 105 3 527 1.69 x 105 5.11 x 105 4 931 1.13 x 105 4.10 x 105 5 240 0.65 x 105 2.85 x 105 6 170 0.60 x 105 1.74 x 105 7 614 0.29 x 105 0.59 x 105 12 SEISMIC DESIGN
an Table 3.7-23 Waste-Packaging Area Natural Periods 1/2 SSE N-S Motion E-W Motion KT = 6.63 x 105 K/Ft KT = 6.30 x 105 K/Ft Mode KR = 4.29 x 108 K-Ft/Rad KR = 1.25 x 109 K-Ft/Rad No. Period, Second Period, Second 1 .141 .122 2 .069 .068 3 .023 .022 SSE N-S Motion E-W Motion KT = 6.34 x 105 K/Ft KT = 6.30 x 105 K/Ft Mode KR = 2.64 x 108 K-Ft/Rad KR = 1.25 x 109 K-Ft/Rad No. Period, Second Period, Second 1 .164 .122 2 .076 .068 3 .023 .022 MIC DESIGN 3.7-113
Table 3.7-23a CDWE Building Soil Deposit Shear Moduli And Shear Wave Velocities l Profile Shear Modulus (ksf) Shear Wave Velocity (f/s) rage 2409 761
% Variation 1205 538
% Variation 3613 932 ing Constants for Pile Group Direction Spring Constant N-S Translation 5.61 x 105 k/f E-W Translation 5.31 x 105 k/f Rocking About E-W Axis 1.61 x 109 k-f/rad Rocking About N-S Axis 2.57 x 109 k-f/rad Vertical 3.41 x 106 k/f ss Point Properties - Lumped Mass Model ss Center of Mass Moment About Mass Moment About Geometric nt Weight Gravity (f) CG (k-f) Center (k-f)
(kips) X Y X Y X Y Z e 2669.5 -1.054 -0.829 386095 659047 370909 621259 955811 742.3 0.0 0.0 220746 331660 220746 331660 530274 2031.9 -1.850 0.050 357010 612045 357455 611943 932527 742.3 0.0 0.0 220746 331660 220746 331660 530274 1120.3 0.600 0.0 227799 346548 227126 346548 570708 ment Properties - Lumped Mass Model Moment of Shape ment Length Area Inertia (f4) Torsion Factor (f) (f2) X Y Constant (f4) X Y 14.75 370.0 104513 159798 5718000 1.69 2.22 14.0 370.0 104513 159798 5718000 1.69 2.22 13.0 370.0 104513 159798 5718000 1.69 2.22 14.0 370.0 104513 159798 5718000 1.69 2.22 E = 720000 ksf E/G = 2.50 14 SEISMIC DESIGN
ble 3.7-23b Lumped-Mass Model Properties of Additional Diesel Generator Building -
Horizontal Model vation Mass Moment Shear Shear Moment of
) Masses of Inertias Center Areas Inertias (K-sec2/ft) (104 k-ft-sec2) (ft) (ft2) (103 x ft4)
Jz ex ey Ax Ay J Ix-x Iy-y
.25 61.9 6.61 1.46 4.01 301.5 531.8 619.2 545.0 158.7
.5 - -
1.91 3.37 284.6 517.6 629.8 502.6 140.6
.75 88.4 11.30 1.48 -7.05 306.0 499.8 662.6 488.3 116.2
.875 - -
1.26 -8.12 288.6 479.0 675.2 502.9 160.5
.0 32.5 4.96*
Rigid Link
.0 260.0 39.4*
semat)
Concrete Properties Modulus of Elasticity = 576,000 k/ft2 Poisson's Ratio= 0.15
+X = EAST
+Y = NORTH
- Rocking Mass Moments of Inertia:
El. 742': Ix-x = 13.9x104 k-ft-S2; Iy-y = 9.1x104 k-ft-S2 El. 736': Ix-x = 29.6 x 104 k-ft-S2; Iy-y = 9.8 x 104 k-ft-S2 MIC DESIGN 3.7-115
ble 3.7-23c Lumped-Mass Model Properties of Additional Diesel Generator Building -
Vertical Model Mass Moment Location of vation of Inertia Centroid Areas Masses (104 k-ft-sec2) (ft) (ft2)
(k-sec2/ft) Jz dx dy A
.25 61.9 6.61 2.58 4.4 833.3
.5 - -
2.85 3.71 802.2
.75 88.4 11.30 1.32 -0.51 805.8
.875 - -
1.29 -0.69 767.6
.0 32.5 4.96*
Rigid Link
.0 260.0 39.4*
semat)
Concrete Properties Modulus of Elasticity = 576,000 k/ft2 Poisson's Ratio = 0.15
+X = EAST
+Y = NORTH
- Rocking Mass Moments of Inertia:
El. 742': Ix-x = 13.9x104 k-ft-S2; Iy-y = 9.1x104 k-ft-S2 El. 736': Ix-x = 29.6 x 104 k-ft-S2; Iy-y = 9.8 x 104 k-ft-S2 16 SEISMIC DESIGN
ble 3.7-24 Damping Ratios For Fluid System Piping and Their Supports Analyzed by Nsss Vendor Damping Ratio Percentage of Critical Viscous Damping tem OBE SSE actor Coolant Loop 1 1 iliary Piping Systems(2) 0.5 1 lded Steel Structures 1 1-2(1) ted Steel Structures 2 2-5(1)
Notes: (1) Damping value used when stress levels are at or near yield.
(2) An as option, for some cases or piping response spectrum seismic analysis, variable damping of 5% to 10 hertz decreasing linearly to 2% at 20 hertz and remaining at 2% to 33 hertz was used for both OBE and SSE as described in ASME Code Case N-411.
MIC DESIGN 3.7-117
TTS BAR of Analysis Applicable ry I Response Stress or s and Components Equivalent Spectra Time-History Deformation Static Load Analysis Analysis Tests Criteria Remarks r Coolant System r Vessel X See Section 5.2 gth CRDM housing X "
gth CRDM housing X "
r coolant pump X "
generator X "
izer X "
r coolant piping X "
ssure boundary tem supports X "
ipe and fittings X "
manifold X rmowells X See Section 5.2 valves X "
alves X "
to RC system X "
dary head adapter plugs X See Section WBNP-79 5.2
TTS BAR al and Volume System rative HX X See Section 3.9 n HX X "
ed demineralizer X "
bed demineralizer X "
r coolant filter X "
control tank X "
g/high head X X See Tests were run to y injection pump Section 3.9 determine natural frequency of the foundation system to meet seismic criteria.
ter injection filter X "
letdown HX X "
ter return filter X "
ter HX X "
cid tanks X "
cid filter X "
cid transfer pump X "
cid blender X "
al and Volume System r makeup water X w/o exceeding ge tank 90% of yield WBNP-79 stresses and/or loss of function
TTS BAR ncy Core Cooling System ulators X "
njection tank X "
irculation pump X "
njection surge Tank X See Section 3.9 al Heat Removal System al heat removal/low head X "
njection pump al heat exchanger X "
ment Spray System dditive tank X "
ment spray pump X "
ment Isolation System X See Section 3.9 ment Cooling System X See Section 3.9 xchanger X "
nent Cooling System X "
changers X "
ank X "
WBNP-79 uel Pool Cooling System uel pool heat exchanger X "
TTS BAR uel pool pump X "
hermal Regeneration tem ting HX X See Section 3.9 n chiller HX X "
n reheat HX X "
l regeneration demineralizer X "
Recycle and Waste tem holdup tank X See Per API 650 Section 3.9 evaporator feed X "
evaporator feed X "
eralizer evaporator feed filter X "
evaporator X "
ain tank HX X "
holdup tank X "
evaporator feed filter X "
evaporator X "
esin storage tank X "
esin sluice pump X "
esin sluice filter X "
WBNP-79 ain tank X "
m sump pump X "
TTS BAR ndling Subsystem mpressor X X See Vibration tests were Section 3.9 conducted to determine seismic capability cay tanks X "
en recombiner X "
ncy Diesel Fuel Oil System r pumps X "
tanks X "
Water System X "
ndling System anipulator crane X See Section 3.9 nsfer tube X "
ater fuel conveyor X "
nd rail system ol bridge crane X "
ndling System ane X See Section 3.9 upports X "
ng Water System tank X w/o exceeding 90% of yield WBNP-79 stresses and/or loss of function
TTS BAR y Building ion System ooling units: X w/o exceeding exchanger 90% of yield stresses and/or loss of function X "
tion Room n System X "
HEPA and charcoal) X "
Room Ventilation System X "
X "
Room Ventilation System ditioning unit X See Section 7.1 changer X "
Building ion System X w/o exceeding 90% of yield stresses and/or loss of function X "
eam System WBNP-79 n valves X "
y Feedwater System
ordriven, steam ne driven sate storage tank X "
Dump Systems alves X "
Valves X "
al Components and Systems shutdown boards (engineered X w/o exceeding guard buses) 90% of yield stresses and/or loss of function o 480 V transformers X "
ciated with engineered uard systems) hutdown boards X " Test on prototype neered safeguard systems s) motor-control X " Test on prototype rs (associated with eered safeguard systems) c vital batteries X " Test on prototype c vital inverters, (associated X See al instrument buses) Section 7.1 c battery boards X See Tests on two panels Section 7.1 selected at random c vital instrument X "
r boards WBNP-79 al Components and Systems
TTS BAR c switchgear X See Tests on prototype Section 7.1 c battery chargers X " Test on one charger ate protection X "
m cabinets r trip switchgear X "
instrumentation system X "
ets s protection and control X "
m cabinets ray supports (associated X "
gineered safeguard
)
y relay racks X "
ment penetration assemblies X w/o exceeding Test on one medium 90% of yield voltage penetration stresses and/or assembly plus test on a loss of function composite assembly comprised of 1 1000-v dc power and 600-v control and instrument cables al Components and Systems ncy power board X X w/o exceeding Instruments and switches 90% of yield are tested stresses and/or loss of function urrent emergency lighting X " Test on prototype generators X "
WBNP-79 generator control panels X "
TTS BAR generator sequencers X " Test on one panel cid heat-tracing equipment X "
e of plant instrument X w/o loss of s and equipment contained function ent contained within balance X X w/o loss of nt instrument cabinets function ment purge radiation X X w/o loss of tors function ndling area radiation X X w/o loss of tors function ng System abinet X w/o exceeding 90% of yield stresses and w/o loss of function ubing, valves, coolers, X w/o loss of mple vessels function al Components and Systems e of plant field mounted X X w/o loss of ments function ent valves for field X w/o loss of nted instruments function ent lines for field X w/o exceeding nted instruments code allowable stresses WBNP-79
Table 3.7-26 Allowable Stresses for Duct Supports ments Load Combination(1) Allowables mponent Standard Supports (1) and (2) Factor of Safety of 5 against ultimate strength (3), (4), and (5) 0.90 Fy (Fy = minimum specified yield stress) or a minimum factor of safety of 2.5 against ultimate strength el Structural Members and (1) AISC allowables nnecting Welds (Linear ports) (2) 1.5 x AISC allowables but less than 0.90 Fy(2)
(3) and (4) 1.6 x AISC allowables but less than 0.90 Fy(2)
(5) 1.7 x AISC allowables but less than 0.90 Fy(2) horage in Hardened Concrete (1), (2), (3), Factor of Safety on minimum anchor ansion Anchors (4), and (5) ultimate tensile capacity 5
Shell Types (SSD & SDI) 4 Other Types (Wedge)
Notes:
(1)In applying the above load combinations for design, dead load and thermal effects may be combined directly, accounting for their signs. Seismic loads are reversing and their effects must be combined without sign with the other loads. The latter is also true for DBA loads. (See Section 3.7.3.17.3 for definition of loads and their combinations.)
(2)But less than 0.52 Fy for shear stresses, and less than 0.90 Fcr for critical buckling stresses.
MIC DESIGN 3.7-127
THIS PAGE INTENTIONALLY BLANK 28 SEISMIC DESIGN
WATTS BAR WBNP-68 Figure 3.7-1 Set A and Set C Site Design Response Spectra Safe Shutdown Earthquake Rock Supported Structures 1/2% Damping SEISMIC DESIGN 3.7-129
WATTS BAR WBNP-89 Figure 3.7-2 Set A and Set C Site Design Response Spectra Safe Shutdown Earthquake Rock Supported Structures 1% Damping SEISMIC DESIGN 3.7-130
WATTS BAR WBNP-68 Figure 3.7-3 Set A and Set C Site Design Response Spectra Safe Shutdown Earthquake Rock Supported Structures 2% Damping SEISMIC DESIGN 3.7-131
WATTS BAR WBNP-68 Figure 3.7-4 Set A and Set C Site Design Response Spectra Safe Shutdown Earthquake Rock Supported Structures 5% Damping SEISMIC DESIGN 3.7-132
WATTS BAR WBNP-68 Figure 3.7-4a Set B Site-Specific Design Response Spectrum Safe Shutdown Earthquake (N-S) Rock Supported Structures-1% Damping SEISMIC DESIGN 3.7-133
WATTS BAR WBNP-68 Figure 3.7-4b Set B Site-Specific Design Response Spectrum Safe Shutdown Earthquake (N-S) Rock Supported Structures-2% Damping SEISMIC DESIGN 3.7-134
WATTS BAR WBNP-68 Figure 3.7-4c Set B Site-Specific Design Response Spectrum Safe Shutdown Earthquake (N-S) Rock Supported Structures-3% Damping SEISMIC DESIGN 3.7-135
WATTS BAR WBNP-68 Figure 3.7-4d Set B Site-Specific Design Response Spectrum Safe Shutdown Earthquake (N-S) Rock Supported Structures-4% Damping SEISMIC DESIGN 3.7-136
WATTS BAR WBNP-68 Figure 3.7-4e Set B Site-Specific Design Response Spectrum Safe Shutdown Earthquake (N-S) Rock Supported Structures-5% Damping SEISMIC DESIGN 3.7-137
WATTS BAR WBNP-68 Figure 3.7-4f Set B Site Specific Response Spectrum Safe Shutdown Earthquake (N-S)Rock Supported Structures 7% Damping SEISMIC DESIGN 3.7-138
WATTS BAR WBNP-68 Figure 3.7-4g Specific Design Response Spectrum Safe Shutdown Earthquake (E-W) Rock Supported Structures 1% Damping SEISMIC DESIGN 3.7-139
WATTS BAR WBNP-68 Figure 3.7-4h Specific Design Response Spectrum Safe Shutdown Earthquake (E-W) Rock Supported Structures 2% Damping SEISMIC DESIGN 3.7-140
WATTS BAR WBNP-68 Figure 3.7-4i Specific Design Response Spectrum Safe Shutdown Earthquake (E-W) Rock Supported Structures 3% Damping SEISMIC DESIGN 3.7-141
WATTS BAR WBNP-68 Figure 3.7-4j Specific Design Response Spectrum Safe Shutdown Earthquake (E-W) Rock Supported Structures 4% Damping SEISMIC DESIGN 3.7-142
WATTS BAR WBNP-68 Figure 3.7-4k Specific Design Response Spectrum Safe Shutdown Earthquake (E-W) Rock Supported Structures 5% Damping SEISMIC DESIGN 3.7-143
WATTS BAR WBNP-68 Figure 3.7-4l Specific Design Response Spectrum Safe Shutdown Earthquake (E-W) Rock Supported Structures 7% Damping SEISMIC DESIGN 3.7-144
WATTS BAR WBNP-68 Figure 3.7-4m Set B Site Specific Design Response Spectrum Safe Shutdown Earthquake (Vertical) Rock Supported Structures 1% Damping SEISMIC DESIGN 3.7-145
WATTS BAR WBNP-68 Figure 3.7-4n Set B Site Specific Design Response Spectrum Safe Shutdown Earthquake (Vertical) Rock Supported Structures 2% Damping SEISMIC DESIGN 3.7-146
WATTS BAR WBNP-68 Figure 3.7-4o Set B Site Specific Design Response Spectrum Safe Shutdown Earthquake (Vertical) Rock Supported Structures 3% Damping SEISMIC DESIGN 3.7-147
WATTS BAR WBNP-68 Figure 3.7-4p Set B Site Specific Design Response Spectrum Safe Shutdown Earthquake (Vertical) Rock Supported Structures 4% Damping SEISMIC DESIGN 3.7-148
WATTS BAR WBNP-68 Figure 3.7-4q Set B Site Specific Design Response Spectrum Safe Shutdown Earthquake (Vertical) Rock Supported Structures 5% Damping SEISMIC DESIGN 3.7-149
WATTS BAR WBNP-68 Figure 3.7-4r Set B Site Specific Design Response Spectrum Safe Shutdown Earthquake (Vertical) Rock Supported Structures 7% Damping SEISMIC DESIGN 3.7-150
WATTS BAR SEISMIC DESIGN Figure 3.7-4s Comparisons of HI Artificial Time History PSDF With Horizontal, 84th Percentile., and Minimum Required, 84th-Percentile Target PSDFs WBNP-68 3.7-151
WATTS BAR SEISMIC DESIGN Figure 3.7-4t Comparisons of H2 Artificial Time History With Horizontal, 84th Percentile, and Minimum Required, 84th-Percentile Target PSDFs WBNP-68 3.7-152
WATTS BAR SEISMIC DESIGN Figure 3.7-4u Comparisons of V Artificial Time History With Vertical, 84th Percentile, and Minimum Required, 84th- Percentile Target PSDFs WBNP-68 3.7-153
WATTS BAR SEISMIC DESIGN Figure 3.7-5 Lumped-Mass Model for Analysis of Cylindrical Shell WBNP-68 3.7-154
WATTS BAR WBNP-64 Figure 3.7-5a Seismic Analysis Model for Shield Building (Set B and Set C)
SEISMIC DESIGN 3.7-155
WATTS BAR WBNP-68 Figure 3.7-6 Flow Chart of Operations for Response of the Dome SEISMIC DESIGN 3.7-156
WATTS BAR SEISMIC DESIGN Figure 3.7-7 Shell Model For Dome Analysis-Shield Building WBNP-64 3.7-157
WATTS BAR WBNP-64 Figure 3.7-7a Seismic Analysis Hodel for Steel Containment Vessel (Set B and Set C)
SEISMIC DESIGN 3.7-158
WATTS BAR SEISMIC DESIGN Figure 3.7-7b Containment Vessel Lumped Mass Beam Model And Properties WBNP-64 3.7-159
WATTS BAR WBNP-64 Figure 3.7-7c Sectional Elevation Of Steel Containment Vessel And Lumped Mass Model For Seismic Analysis SEISMIC DESIGN 3.7-160
WATTS BAR WBNP-64 Figure 3.7-8 Sectional Elevational Looking North Lumped Mass Model For Dynamic Analysis SEISMIC DESIGN 3.7-161
WATTS BAR WBNP-64 Figure 3.7-8a Seismic Analysis Model for Interior Concrete Structure (Set B and Set C)
SEISMIC DESIGN 3.7-162
WATTS BAR WBNP-64 Figure 3.7-8b Seismic Analysis Model for Interior Concrete Structure (Set B and Set C)
SEISMIC DESIGN 3.7-163
WATTS BAR WBNP-79 Figure 3.7-8c Dynamic Model For the Reactor Pressure Vessel (RPV)
SEISMIC DESIGN 3.7-164
WATTS BAR SEISMIC DESIGN WBNP-64 Figure 3.7-8d Dynamic Model For the Reactor Coolant Loop 1 3.7-165
WATTS BAR SEISMIC DESIGN WBNP-79 Figure 3.7-8e Dynamic Model For the Reactor Coolant Loop 2 3.7-166
WATTS BAR SEISMIC DESIGN WBNP-79 Figure 3.7-8f Dynamic Model For the Reactor Coolant Loop 3 3.7-167
WATTS BAR SEISMIC DESIGN Figure 3.7-8g Dynamic Model For the Reactor Coolant Loop 4 WBNP-79 3.7-168
WATTS BAR SEISMIC DESIGN Figure 3.7-9 Lumped-Mass Model for Dynamic Analysis-Auxiliary Control Building WBNP-79 3.7-169
WATTS BAR WBNP-64 Figure 3.7-9a ACB Seismic Model (Set B and Set C)
SEISMIC DESIGN 3.7-170
WATTS BAR SEISMIC DESIGN WBNP-51 Figure 3.7-10 Sectional Elevation of North Steam Valve Room and 3.7-171 Lumped-Mass Model for Seismic Analysis
WATTS BAR WBNP-64 Figure 3.7-10a Lumped-Mass Stick Model for the NSVR Superstructure - YZ Plane SEISMIC DESIGN 3.7-172
WATTS BAR WBNP-64 Figure 3.7-10b Lumped-Mass Stick Model for the NSVR Superstructure - XZ Plane SEISMIC DESIGN 3.7-173
WATTS BAR WBNP-64 Figure 3.7-11 Sectional Elevation of Intake Pumping Station -
Lumped Mass Model for Dynamic Analysis SEISMIC DESIGN 3.7-174
WATTS BAR WBNP-64 Figure 3.7-11a IPS Seismic Model SEISMIC DESIGN 3.7-175
WATTS BAR WBNP-64 Figure 3.7-12 Mathematical Model for Soil Structure Interaction SEISMIC DESIGN 3.7-176
WATTS BAR SEISMIC DESIGN Figure 3.7-13 Sectional Elevation of Diesel Generator Building Lumped -
Mass Model for Dynamic Analysis WBNP-64 3.7-177
WATTS BAR WBNP-64 Figure 3.7-13a Seismic Analysis Model for Diesel Generator Building - YZ Plane SEISMIC DESIGN 3.7-178
WATTS BAR WBNP-64 Figure 3.7-13b Seismic Analysis Model for Diesel Generator Building - XZ Plane SEISMIC DESIGN 3.7-179
WATTS BAR WBNP-64 Figure 3.7-13c Lumped-Mass-Stick Model for Refueling Water Storage Tank SEISMIC DESIGN 3.7-180
WATTS BAR WBNP-64 Figure 3.7-14 Mathematical Model for Dynamic Analysis of the Waste Packaging Area SEISMIC DESIGN 3.7-181
WATTS BAR WBNP-64 Figure 3.7-15 Deleted by Amendment 64 SEISMIC DESIGN 3.7-182
WATTS BAR WBNP-43 Figure 3.7-15a Condensate Demineralizer Waste Evaporator Building -
Lumped Models for Normal Mode Analysis SEISMIC DESIGN 3.7-183
WATTS BAR WBNP-64 Figure 3.7-15b Seismic Analysis Model -for Additional Diesel Generator Building -YZ Plane SEISMIC DESIGN 3.7-184
WATTS BAR WBNP-64 Figure 3.7-15c Seismic Analysis Model for Additional Diesel Generator Building - XZ Plane SEISMIC DESIGN 3.7-185
WATTS BAR SEISMIC DESIGN Figure 3.7-15d Auxiliary Control Building - Set A vs. Set B ARS Comparison - OBE North-South El. 692.00 WBNP-64 3.7-186
WATTS BAR SEISMIC DESIGN Figure 3.7-15e Auxiliary Control Building - Set A vs. Set B ARS Comparison - BE East-West El. 692.0 WBNP-64 3.7-187
WATTS BAR SEISMIC DESIGN Figure 3.7-15f Auxiliary Control Building - Set A vs. Set B ARS Comparison - OBE Vertical El. 692.00 WBNP-64 3.7-188
WATTS BAR SEISMIC DESIGN Figure 3.7-15g Auxiliary Control Building - Set A vs. Set B ARS Comparison - OBE North-South El. 814.25 WBNP-64 3.7-189
WATTS BAR SEISMIC DESIGN Figure 3.7-15h Auxiliary Control Building - Set A vs. Set B ARS Comparison - OBE East-West E1. 814.25 WBNP-64 3.7-190
WATTS BAR SEISMIC DESIGN Figure 3.7-15i Auxiliary Control Building - Set A vs. Set B ARS Comparison - OBE Vertical E1. 814.25 WBNP-64 3.7-191
WATTS BAR WBNP-64 Figure 3.7-16 Deleted - Amendment 64 SEISMIC DESIGN 3.7-192
WATTS BAR WBNP-64 Figure 3.7-17 Deleted - Amendment 64 SEISMIC DESIGN 3.7-193
WATTS BAR WBNP-64 Figure 3.7-18 Deleted - Amendment 64 SEISMIC DESIGN 3.7-194
WATTS BAR WBNP-64 Figure 3.7-19 Deleted - Amendment 64 SEISMIC DESIGN 3.7-195
WATTS BAR WBNP-64 Figure 3.7-20 Deleted - Amendment 64 SEISMIC DESIGN 3.7-196
WATTS BAR WBNP-64 Figure 3.7-21 Deleted - Amendment 64 SEISMIC DESIGN 3.7-197
WATTS BAR WBNP-64 Figure 3.7-22 Deleted - Amendment 64 SEISMIC DESIGN 3.7-198
WATTS BAR WBNP-64 Figure 3.7-23 Deleted - Amendment 64 SEISMIC DESIGN 3.7-199
WATTS BAR WBNP-64 Figure 3.7-24 Deleted - Amendment 64 SEISMIC DESIGN 3.7-200
WATTS BAR WBNP-64 Figure 3.7-25 Deleted - Amendment 64 SEISMIC DESIGN 3.7-201
WATTS BAR WBNP-64 Figure 3.7-26 Deleted - Amendment 64 SEISMIC DESIGN 3.7-202
WATTS BAR WBNP-64 Figure 3.7-27 Deleted - Amendment 64 SEISMIC DESIGN 3.7-203
WATTS BAR WBNP-64 Figure 3.7-28 Deleted - Amendment 64 SEISMIC DESIGN 3.7-204
WATTS BAR WBNP-64 Figure 3.7-29 Deleted - Amendment 64 SEISMIC DESIGN 3.7-205
WATTS BAR WBNP-64 Figure 3.7-30 Deleted - Amendment 64 SEISMIC DESIGN 3.7-206
WATTS BAR WBNP-64 Figure 3.7-31 Deleted - Amendment 64 SEISMIC DESIGN 3.7-207
WATTS BAR WBNP-64 Figure 3.7-32 Deleted - Amendment 64 SEISMIC DESIGN 3.7-208
WATTS BAR WBNP-64 Figure 3.7-33 Deleted - Amendment 64 SEISMIC DESIGN 3.7-209
WATTS BAR WBNP-64 Figure 3.7-34 Deleted - Amendment 64 SEISMIC DESIGN 3.7-210
WATTS BAR WBNP-64 Figure 3.7-35 Deleted - Amendment 64 SEISMIC DESIGN 3.7-211
WATTS BAR WBNP-64 Figure 3.7-36 Deleted - Amendment 64 SEISMIC DESIGN 3.7-212
WATTS BAR WBNP-64 Figure 3.7-37 Flow Chart for Development of Floor Response Spectra SEISMIC DESIGN 3.7-213
WATTS BAR WBNP-64 Figure 3.7-38 Deleted - Amendment 64 SEISMIC DESIGN 3.7-214
[s5]
WATTS BAR SEISMIC DESIGN SECURITY SENSITIVE Figure 3.7-39 Reactor, Auxiliary, and Control Buildings - Seismic Instrumentation Location of Seismic Instruments and Peripheral Equipment
[e5]
WBNP-51 3.7-215
[s5]
WATTS BAR SEISMIC DESIGN SECURITY SENSITIVE Figure 3.7-40 Reactor, Auxiliary, and Control Buildings -
Seismic Instrumentation Location of Seismic Instruments and Peripheral Equipment
[e5]
WBNP-89 3.7-216
[s5]
WATTS BAR SEISMIC DESIGN SECURITY SENSITIVE Figure 3.7-41 DGB -Seismic Instrumentation Location of Seismic Instruments and Peripheral Equipment
[e5]
WBNP-51 3.7-217
WATTS BAR SEISMIC DESIGN Figure 3.7-42 Control Building Units 1 and 2 - Seismic Instrumentation -
Location of Seismic Instruments and Peripheral Equipment WBNP-51 3.7-218
WATTS BAR SEISMIC DESIGN Figure 3.7-43 Control Building Units 1 and 2 - Seismic Instrumentation - Location of Seismic Instruments and Peripheral Equipment WBNP-71 3.7-219
[s5]
WATTS BAR SEISMIC DESIGN SECURITY SENSITIVE Figure 3.7-44 Powerhouse Reactor Unit 1 - Seismic Instrumentation -
Location of Seismic Instruments and Peripheral Equipment
[e5]
WBNP-51 3.7-220
WATTS BAR SEISMIC DESIGN Figure 3.7-45 Powerhouse Reactor Unit 1- Seismic Instrumentation -
WBNP-51 Location of Seismic Instruments and Peripheral Equipment 3.7-221
WATTS BAR WBNP-51 SEISMIC DESIGN 3.7-222